Accurate Thickness Estimation of a Backfill Grouting layer by CMP Measurement Using GPR

Accurate Thickness Estimation of a Backfill Grouting

Layer behind Shield Tunnel Lining by CMP

Measurement using GPR

Hai Liu

Graduate School of Environmental Studies, Tohoku

University, Sendai 980-8576, Japan

liuhai@cneas.tohoku.ac.jp

Xiongyao Xie

Department of Geotechnical Engineering, Tongji University,

Shanghai, 200092, China xiexiongyao@https://www.sodocs.net/doc/7011312716.html,

Motoyuki Sato

Center for Northeast Asian Studies, Tohoku University, Sendai 980-8576, Japan

sato@cneas.tohoku.ac.jp

Abstract —The distribution of a backfill grouting layer behind concrete lining of a shield tunnel is important for evaluation of its stability. In this paper, we proposed to use Common Mid-Point (CMP) method by Ground Penetrating Radar (GPR) to estimate the dielectric permittivity and thickness of the backfill grouting layer.We developed a CMP measurement system with two designed bowtie antennas. Field experiments were carried out in two shield tunnels in Shanghai, China in January 2012. One is the Yangzi River tunnel under operation and the other is the Changjiang Road tunnel under construction. Two datasets were acquired in each tunnel. Frequency wavenumber (FK) filter was applied to suppress the coherent clutter and enhance the hyperbolic reflection signal. A new algorithm of envelope velocity spectrum analysis was proposed for accurate estimation of dielectric permittivity and thickness of the grouting layer from processed CMP profiles.Both the grouting layers behind the tunnel under operation and that under construction can be clearly estimated.The thickness of grouting layer behind the investigated two segments in Yangzi River tunnel were respectively estimated to be 16 cm and 17 cm, a little less than the designed thickness of 20cm. In addition, air void was discovered inside the grouting layer behind one of the lining in Changjiang Road tunnel.This technique provides important information for evaluation of the safety of a tunnel, mitigation of the risk of ground settlement. Keywords-Ground Penetrating Radar (GPR);velocity spectrum;Common Mid-Point (CMP);shield tunnel; layer thickness; backfill grouting

I. I NTRODUCTION

As the rapid urbanization, more and more tunnels are constructed in underground to meet the increasing demand of transportation and preserve our surface environment. Fig.1 shows a current map of the layout of metro lines in Shanghai, China. A metro network of 434 km in a total length comprising 11 lines has been completed by 2011 and it will

expand to 25 lines and 877 km in total length by 2020.

Figure 1. Google map showing the layout of metro lines in Shanghai, China. Two investigated shiled tunnels are marked, namely Yangzi River tunnel and Changjiang Road tunnel under Hupangpu River.

Shield tunneling technique has been progressively adopted for tunnel construction. It allows for the subterraneous construction with little cover, in unstable ground and groundwater, without causing disturbance on the surface or major settlement [1]. For many urban infrastructures like subway, water supply system, sewerage, road tunnel under river, etc. which need to be constructed under severe subsurface condition and heavily built-up area, shield tunneling becomes the best choice [2].

As shown in Fig.2,a tunneling shield is a protective structure used in the excavation of tunnels through soft soil to remain stable.The excavation is made by a rotating cutter-head in the front end. The tunnel is then supported by a segmental lining that is continuously assembled by precast concrete lining segments inside the shield during the advance of the machine. To permit the advance of the shield machine, and for technological reasons, the excavation diameter is bigger than the external diameter of the final lining due to

Proceedings of the 14th International Conference on Ground Penetrating Radar

June 4-8, 2012, Shanghai, China

the thickness of the shield and to the overcutting necessary to permit the advancing of the shield. Therefore, around the lining there is an open space during the machine’s advance. The instantaneous backfilling of the annulus, which is made possible by grouting of cement mortar from grouting pipes at the end of the shield tail, is an operation of paramount importance. It plays a role of protective covering of a tunnel, which can stabilize the tunnel, make the tunnel waterproof and minimize the surface ground settlement and tunnel deformation [2,3]. Nevertheless, the distribution of the backfill grouting mortar cannot be as uniform as design and it is invisible in reality as illustrated in Fig. 3.An in-situ method to measure the distribution of the backfill grout is very important for evaluation of the safety of the tunnel and

mitigation of the risk of ground settlement.

Figure 2. The tunneling shield machine used for the construction of Yangzi River tunnel and Changjiang Road tunnel under Huangpu River in

Shanghai.

Figure 3. Schemaci diagram of the cross section of a shield tunnel.The

tunnel lining is assembled by precast concrete segments. The backfill grouting layer is unevenly distributed between the concrete lining and soil.

Among many geophysical techniques, Ground Penetrating Radar (GPR) proves to be an appropriate solution for detecting the backfill grouting mortar behind a shield tunnel due to its high resolution, fast and continuous data acquisition and adequate depth penetration [4-6]. Usually, GPR works in a common-offset (CO) mode, in which a transmitter-receiver set records the reflected electromagnetic (EM) wave from subsurface interface with dielectric contrast. We can simplify a shield tunnel as a two-layer model. The difference of dielectric property of concrete, mortar and soil makes GPR capable of detecting the reflected radar wave from the backside of segment and mortar/soil interface. The travel-time difference of the reflections from the bottom of a concrete lining and interface between the grouting mortar and soil could be utilized to estimate the thickness of the grouting layer. Nevertheless, the strong interfering scattering and multiple signal generated by the dense steel bar reinforcement embedded in the concrete segment can obscure or even overwhelm the target reflection signal from the mortar/soil interface [7]. It is desired to measure the grout distribution during the construction period, which enables a timely treatment when inadequate grouting or void in the grouting layer is observed. However, early-age mortar has an extremely large dielectric permittivity [6], and it leads to a big dielectric contrast between the concrete lining and grouting motor, which can result in a semi-waveguide inside the lining. EM wave of little energy can penetrate forward into the grouting layer and multi-reflection occurs on the backside of segments.What’s worse, the small dielectric contrast between the grouting motor and the saturated soil behind further weaken the target reflection. All these features greatly increase the difficulty of the task in the construction period. In reality, the mortar/soil interface is difficult to be identified in the CO GPR profile.

In this paper, we propose to use Common Mid-Point (CMP) method for estimation of the distribution of the backfill grouting layer behind a shield tunnel.In CMP method, the transmitter and receiver move apart from a common mid-point and multiple traces are recorded at different antenna offset. Comparing with the conventional CO method, CMP method can suppress the coherent and random noise [8], enhance Signal-to-Clutter Ratio (SCR) [9] by stacking signal at different offset. Moreover,it can estimate the EM velocity of the grouting mortar, which is critical not only for the accurate thickness estimation, but also for the quality characterization of the grouting layer behind the lining. To speed up the data acquisition, we developed a new CMP measurement system using two designed bowtie antennas. To examine its ability to imaging the grouting mortar at different curing age, we acquired four datasets in two field tunnels, one of which is under operation and the other is under construction. We applied a frequency wavenumber (FK) filter to suppress the coherent clutter and enhance the hyperbolic reflection signal. A new algorithm for velocity spectrum analysis of the CMP dataset was also proposed.We show that the dielectric permittivity and layer thickness of the backfill grouting can be accurately estimated.

II. CMP S YSTEM

To achieve the specific penetration requirement of about 1 m for the grouting mortar detection and better resolution, we designed two bowtie antennas as show in Fig. 4.Each antenna has a dimension of 25cm*17cm*8cm. It has a copper shield for minimization of the radiation and reception of EM wave behind the antenna, which is important in the special enclosed environment in a tunnel.

Figure 4. Bowtie antennas with copper shield

Frequency [GHz]

P o w e r [d B ]

(a)

-4

Time [ns]A m p l i t u d e

(b)

Figure 5. Transmission signal of the designed bowtie antenna. (a)

Frequency spectrum and (b) Time domain signal.

Figure 6. CMP measurement system

Fig. 5 shows the transmission signal measured in an anechoic chamber with an antenna separation of 1 m. We can see that this antenna has a broadband characteristic and can work in the frequency band from 250 MHz to 1.5 GHz as shown in Fig. 5(a). From the time domain signal in Fig. 5(b), we could find that the antenna transmits and receives almost a pure short pulse with a low level of ringing component. An antenna delay measurement was also conducted in anechoic chamber putting the antennas face to face. The transmission signal was recorded with distance between antennas ranging from 0.2 m to 1.4 m with a step of 0.1m. The antenna delay was estimated to be 2.02 ns.

As shown in Fig.6,two bowtie antennas were assembled to a wood structure for quick acquisition of a CMP dataset. A rotating shaft can drag the transmitter and receiver apart from the middle through a thin steel wire. The antenna offset could be changed from 21 cm to 138 cm with a step of 2 cm.

III. F IELD E XPERIMENTS

To examine the ability of CMP technique to image grouting mortar at different age, we carried out field experiments in two shield tunnels in Shanghai, China in January 2012, one of which is under operation and the other is under construction. Their locations are shown in Fig.1. Both of them are constructed by the same shield machine.Its diameter equals to 15.43 m, which was a world record at the time. The designs of the concrete lining segment and the composition of the grouting mortar of two tunnels are also the same. The design thicknesses of the lining segment and the grouting layer are respectively 65 cm and 20 cm. Since the tunnel lining is assembled by precast concrete segment, the actual thickness of tunnel lining is known as the design thickness. Thereby, the purpose of the estimation of the layer thickness of the backfill grouting layer is equivalent to determination of the depth of the interface between the grouting layer and soil. $

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Shanghai Yangzi River tunnel started to operate in October 2009.It connects the Pudong District in Shanghai and the Changxing island in the estuary of Yangzi River. It has a total length of 8.95 km, 6.97 km of which was constructed by the shield machine under Yangzi River. Its inner space is fully utilized and separated into three parts. Fans locate in the upper section, a six-lane highway occupies the middle section and the lower section accommodates a subway transit, two evacuation passageways and equipment pipes. Our experiment was carried out in one of the passageways and two datasets were acquired with the CMP system centered at the center of Lining #95 and #96. The direction of CMP survey line was in the longitudinal direction of the tunnel. %

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Shanghai Changjiang Road Tunnel is one of the 18planned road tunnels under Huangpu River, which divides Shanghai city. It was still under construction and it will have a length of 2.8 km. The CMP measurement was conducted at

the haunch of the circular lining. Two datasets were acquired respectively at Lining #387 and #388.

The datasets in both tunnels were recorded in the frequency range from 10 MHz to 3 GHz with a sample number of 201 by Vector Network Analyzer (VNA).

IV. D ATA P ROCESSING

Fig. 7 shows one of the raw CMP profiles, which was acquired at the lining #95 in Shanghai Yangzi River tunnel. The raw dataset has been processed by time-zero correction, spherical exponential compensation gain [10] and a band-pass filter (10-500-2000-3000 MHz).

We could see clearly one hyperbolic event beginning from two-way travel-time of around 12 ns, which is the reflection from the backside of the concrete lining segment. However, the deeper events, especially the target reflection from the interface between the grouting layer and soil, could not be clearly seen. Several back-dipping events appearing in the far offset range are induced by the inclined stirrup steel bars embedded in concrete segment. In order to enhance to hyperbolic reflection event, we used frequency-wavenumber (FK) filter to filter out the coherent clutter [11]. Fig. 8 shows the FK spectrum of the raw CMP profile in dB scale. The energy of the hyperbolic reflection event is confined in the fan-shaped section. A FK filter shown in Fig. 8 was designed to filtered the energy of clutters. The CMP profile after FK filtering is shown in Fig. https://www.sodocs.net/doc/7011312716.html,paring with the raw CMP profile, we could find that FK filtering improves SCR. The reflection from the backside of the segment becomes smooth and clear. More than this, we can see another hyperbolic event beginning at the two-way travel-time of around 20 ns. It is considered to be the reflection from the interface between the grouting layer and soil.

Raw CMP profile

Distance (cm)

T i m e (n s )

Figure 7. Raw CMP profile.

2D Spectrum

F r e q u e n c y [

G

H z ]

Wavenumber [1/m]

0.5

11.522.53-60

-55-50-45-40-35-30-25-20Figure 8. Frequency-wavenumber (FK) spectrum

Wavenumber [1/m]

F r e q u e n c y [

G

H z ]

FK filter

0.5

11.522.530

0.10.20.30.4

0.50.60.70.80.91Figure 9. Designed FK filter

CMP profile

Distance (cm)

T i m e (n s )

Figure 10. CMP profile after FK filtering

V. V ELOCITY S PECTRUM A NALYSIS

Assuming that the subsurface media is homogeneous and horizontally layered, the two-way travel-time of reflected EM wave from a subsurface boundary is a hyperbolic function of the antenna offset as shown in (1).

()L ]W where Y is the radar velocity of medium above the planar reflector, ] is the depth of the horizontal reflector, L [is the antenna offset in the L -th channel.

Velocity spectrum has been commonly used to estimate propagation velocity in seismic data processing and also GPR data processing [12]. It is a robust method which displays the stacked coherency of signal in different channels along the hyperbolic curve defined by a range of trial velocity. The coherency usually is measured by semblance [13] which is computed from real amplitude of radar signal. Semblance is a function of two-way zero-offset travel-time and trial velocity, and the expression is given in (2).

2

12

1

()()

1L L L 1

L L L 6

I 1I W W §·

¨??1|| (2) where ()L L I W is the amplitude of signal acquired in the L -th channel at two-way travel-time L W .

However, GPR signal usually appears to have an oscillating characteristic due to the limited bandwidth restricted by the antenna resonance.Each reflection event will result in several responses, which makes the identification of the reflection events and determination of the arrival time confusing [14,15]. Radar signal can be converted to analytic signal by Hilbert transform. Since the envelope of a radar signal has only one peak, which makes the piking of arrival time of reflection signal simple, we proposed the envelop velocity spectrum, which was calculated from the analytic signal as shown in (3). It could be interpreted by the ratio of the output total power to the input total power [13].

2

12

1

()()

()()

1

L

L

L

L

L 1

L L L L L 6I J 1I J W W W W

|| (3)

where I W and J W are respectively the real part and imaginary part of the analytical signal obtained by Hilbert transform. Figure 11. Velocity spectrum

The calculated envelope velocity spectrum from the FK

filtered CMP profile is shown in Fig.11.Two reflection events of high energy are marked by $ and %. They correspond with the hyperbolic events beginning from the two way travel-time of around 12 ns and 18 ns respectively. We confirm that they are respectively the reflection form the backside of the concrete segment and that from the interface between grouting mortar and soil. By picking the maximum amplitude point of each reflection response in the velocity spectrum, the RMS velocities and two-way zero-offset travel-times of the reflections from the first interface ($) and the second interface (%) are determined respectively from the horizontal axis and vertical axis of the velocity spectrum. For the first layer, that is the concrete segment, the interval velocity int,1Y is the same as the RMS velocity of $as given in (4).

int,1,UPV $Y Y (4)

where

,UPV $Y denotes the RMS velocity of reflection

from the backside of concrete segment.

The thickness of the concrete segment 1

G could be estimated by (5)

1int,1$G Y W (5)

where $W denotes two-way zero-offset travel-time of reflection from the backside of concrete segment.

The interval velocity int,2Y of the second layer, that is the backfill grouting layer, is calculated by Dix equation [16] in

(6).

int,2Y

(6)

where

,UPV %Y denotes the RMS velocity of reflection

from the mortar/soil interface and %W denotes its two-way

zero-offset travel-time.

The thickness of the grouting layer 2G could be estimated by (7).

2int,2()%$G Y W W (7)

VI. R ESULTS

The estimated results of radar velocity and layer thicknesses of the first layer (concrete segment) and the second layer (grouting mortar) at four different tunnel lining are given in Table 1.

Velocity (m/ns)

T i m e (n s )

Velocity Spectrum

5

101520

0.2

0.4

0.6

0.8

A

B

T ABLE I.E STIMATED RADAR VELOCITY AND LAYER THICKNESS.

Velocity (m/ns)Layer thickness

(cm)

/1/2/1/2

Yangzi River Tunnel Lining #950.1050.04160.515.8 Lining #960.1050.04361.417.2

Huangpu River Tunnel Lining #3870.110.1659.329.4 Lining #3880.1050.04760.120.5

/1 and /2 respectively denote the first layer (Segment) and the second layer (Grouting layer).

VII. D ISCUSSION

The radar velocity of the concrete segment at four different lining segments are estimated to be around 0.105 m/ns, which gives the dielectric permittivity of 8.16. This agrees well with a previous study [5]. The thickness estimation results of the lining segments are also almost the same, round 60 cm. The actual thickness of the concrete segment is 65 cm. The small estimation error could be caused by the antenna positioning uncertainty during the experiment. The antenna was moved manually and the antenna offset was overestimated at some points.

The radar velocity of the grouting layer are estimated to be about 0.045 m/ns except at Lining #387 in Huangpu River tunnel, which gives the dielectric permittivity of 44. It means the grouting mortar is fully saturated with groundwater. This is in accordance with the fact that both tunnels are constructed beneath a river. The thicknesses of the grouting layer behind these three linings are respectively estimated to be 15.8 cm, 17.2 cm and 20.5 cm. Comparing with the design thickness of 20 cm, we could conclude that the grouting layer behind Lining #95 and Lining #96 in Yangzi River tunnel is inadequate.At Lining #387 in Changjiang Road tunnel under Huangpu River, the EM velocity of the grouting mortar is estimated to be 0.16 m/ns, which is evidently larger than other three locations. Considering that the EM velocity of air is 0.3 m/ns and the EM velocity of saturated grouting mortar and soil is less than 0.1 m/ns, the abnormal velocity of the grouting layer behind this segment could be caused the air voids remained in the grouting layer. This is reasonable that this segment was assembled several hours after excavation and air void can easily exist in the just grouted mortar during the measurement.

VIII. C ONCLUTSION

In this paper, we proposed to use CMP technique by GPR to image the grouting mortar distribution behind a shield tunnel. We developed a new GPR system, which includes two designed bowtie antennas and it enables fast CMP measurement. Field experiments were carried out in two shield tunnels in Shanghai. FK filter effectively improves SCR and enhances the hyperbolic events in the CMP profile. A new algorithm of envelope velocity spectrum analysis was proposed to estimate dielectric permittivity and thickness of the backfill grouting layer behind the lining segment.The results demonstrate the grouting mortar at different curing age, early age behind a tunnel under construction and old age behind a tunnel under operation, can be estimated. In addition, voids inside the grouting layer could also be identified. This technique will provide important information for evaluation of the safety of the tunnel, mitigation of the risk of ground settlement.

A new generation of CMP measurement system which enables automatic data acquisition and accurate position is going to be developed and more field experiments will be conducted.

A CKNOWLEDGMENT

This work was supported by JSPS Grant-in -Aid for Scientific Research (A) 23246076.

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[15]H. Liu and M. Sato, "Robust estimation of dielectric constant by GPR

using an antenna array," in Geoscience and Remote Sensing Symposium (IGARSS), 2011 IEEE International, Vancouver, Canada, 2011, pp. 178-181.

[16] C. Dix, "Seismic velocities from surface measurements: Geophysics,

v. 20," 1955.

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Abstract ?Holographic radar gives a useful image of sub-surface objects under favorable conditions. However when the surface has undulations of many millimeters, or is broken by stones, or elevated areas of harder material, then images are obtained which may well be a partial representation to the surface height, but may obscure the buried objects under investigation. If these are, for example, anti-personnel mines or Improvised Explosive Devices, the consequences could be serious. A simple possible solution is explored here: that is to cover the rough surface with a smoothed layer of appropriate sand. A simulated mine was buried at 40 mm depth in rough sand containing many hard sandstones, several breaking the surface by a centimeter or so. The image was full of detail correlating with the surface structure and largely obscuring the mine. A layer of sand from the same source was then covered over the rough surface and approximately smoothed by a straight edge. The simulated mine became clear.

Keywords-component; RASCAN, holographic radar, uneven surfaces.

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Abstract2 Agilent introduced FieldFox handheld network analyser in 2008. It has many attractive features for GPR engineers, such as wide bandwidth, low power consumption, light weighted and small size. To investigate the performance of using FieldFox as a GPR system, we have made following tests: (1) data acquisition speed tests (2) laboratory model tests (3) field tests. Test results show that a GPR based on Fieldfox is able to make high-resolution detections at different frequency bands. The highest frequency of Fieldfox is 6 GHz. This is a distinct feature comparing with other commercially available GPR systems. The Fieldfox based GPR can be very much suited for non-destructive testing of roads, bridges, river dykes, and testing inside buildings, tunnels etc.

Keywords-step frequency GPR, vector network analysor, handheld GPR, non-destructive testing

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从实践的角度探讨在日语教学中多媒体课件的应用

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Unit1 Americans believe no one stands still. If you are not moving ahead, you are falling behind. This attitude results in a nation of people committed to researching, experimenting and exploring. Time is one of the two elements that Americans save carefully, the other being labor. "We are slaves to nothing but the clock,” it has been said. Time is treated as if it were something almost real. We budget it, save it, waste it, steal it, kill it, cut it, account for it; we also charge for it. It is a precious resource. Many people have a rather acute sense of the shortness of each lifetime. Once the sands have run out of a person’s hourglass, they cannot be replaced. We want every minute to count. A foreigner’s first impression of the U.S. is li kely to be that everyone is in a rush -- often under pressure. City people always appear to be hurrying to get where they are going, restlessly seeking attention in a store, or elbowing others as they try to complete their shopping. Racing through daytime meals is part of the pace

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新大学日语阅读与写作1 第3课译文

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