Application of Slope Radar ( S-SAR ) in Emergency Monitoring of the “ 11 . 03 ” Baige

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Introduction
In the early morning of October 11, 2018, a large-scale landslide occurred in Baige Village, Jiangda County of the Tibet Autonomous Region, referred to as the "10.11" landslide. e scope of the landslide is shown in Figure 1, the red dotted line. e 10.11 landslide blocked the Jinsha River and formed a barrier dam that was relieved after natural flood discharge. At GMT +8 17:40 on November 3, 2018, the back edge of the landslide area slid again. e scope of the landslide is shown in Figure 1, the yellow solid line; it blocked the river again and formed a larger lake. Excavation of the spillway was completed at GMT +8 16:00 on November 11. At GMT +8 8:00 on November 12, the water volume of the barrier lake reached 5.2 × 10 8 m 3 . e danger of flood discharge was successfully relieved at GMT +8 10:00 on November 12 as the barrier lake water storage capacity reached 5.2 × 10 8 m 3 . e dangers of flooding were successfully evaded, making this event an example of successful manual intervention in a major barrier lake. e landslide and subsequent flood affected approximately 102,000 citizens in Tibet, Sichuan, and Yunnan provinces. Approximately 86,000 people were relocated, and more than 3,400 homes were collapsed [1].
Future trends in landslide prediction will also be fostered by technological advancements in monitoring techniques. e most striking example is related to recent developments in interferometric satellites. A continuous check of satellite data would have permitted scientists to properly forecast deadly events such as the Xinmo landslide (Maoxian, China) in 2017 [33], which caused >100 casualties, and a landslide in an undisclosed copper open-pit mine that killed several workers [34]. Even terrestrial instruments are changing which were only recently considered as consolidated assumptions. For example, the capability of modern GB-InSAR apparatuses to monitor areas (not only single points) in a few tens of seconds enables us to further push the limits of what was considered (near) real-time monitoring [9,35,36]. GB-InSAR also has the advantage of performing measurements over a broad coverage area (instead of on single discrete points) [37].
Based on field investigation and the interpretation of UAV aerial images, the basic characteristics of the 11.03 landslide and the deformation pattern of the landslide mass were analyzed in this study.
e Beidou displacement monitor and crack displacement metre data of the 11.03 landslide indicate that the main rock body experienced three separate accelerated stages before beginning to slide. During the excavation and construction of discharge grooves, we applied an S-SAR for deformation monitoring and early warning forecasting, delimited the K1, K2, and K3 areas, and identified 48 meaningful points on the cumulative deformation map. e revisiting time was 15 minutes with a total monitoring time of eight days. e strong deformation zone was identified accordingly. Near real-time monitoring of K1, K2, and K3 was performed, and the deformation evolution stages of the landslide were defined. We also conducted hazard area identification and judgement, sliding warning threshold value calculation, and slip damage identification and prediction before summarizing the radar monitoring results of the survey slope. e construction of a Weir Plug dam spillway and the removal of dangerous barrier lakes are recommended according to the results.  e peak acceleration of ground motion in the area where the landslide was located was 0.20 g. On August 12, 2013, the neighbouring Zuogong and Mangkang counties at the junction of the north latitude 30.0°and 98.0°east longitude experienced a 6.1 magnitude earthquake. ere was no significant seismic activity in the area just prior to the landslide. e elevation of the 11.03 landslide is 2880-3720 m. e height difference between the front and rear margin is approximately 840 m. e sliding direction of the main sliding body of the "10.11" landslide was 85°. e back edge and the left/right sides of the landslide are bounded by exposed fresh bedrock. e shear outlet is located at the foot of the slope approximately 70 m above the river surface. e slope profile of the landslide is in the form of a fold line with an average slope length of approximately 1420 m. Gullies developed on the right side of the landslide filled with seasonal running water. e plane shape is an irregular rectangle wider from the middle to the back and towards the front. e average slope width is approximately 570 m, and the landslide area is approximately 60 × 10 4 m 2 . e lithology of the outcrop layer in the landslide area is the Proterozoic Xiongsong group (P t xn a ). Gneiss assemblages lie in the west Wari ophitic belt (ψ w4 ), as shown in Figure 1.

11.03 Landslide Characteristics and
After the landslide occurred, there were several tensile fractures on the platform at the back edge, the longest of which was approximately 290 m, extending along the NNW direction, approximately parallel to the Borot-Muxie fault. e upper part of the left side boundary (the upstream side) of the landslide had a tensile crack, approximately 150 m in length, which was nearly parallel to the left side boundary. ere was a tension crack in the middle and lower parts of the right side boundary (the downstream side) of the landslide, which was approximately 550 m in length and nearly parallel to the right side boundary. e downward fault of the crack was obvious. A bank slope landslide was on the right side of the south border, and there were seven displaced platforms from top to toe. e displacement direction was approximately 45°, roughly along with the airport for the Baige landslide slope foot. A total of 16 homes and 110 people were relocated in 2013.

Characteristics of Metamorphosis.
Combined with topography and surface deformation signs, the slide body of the 11.03 landslide can be divided into the K1, K2, and K3 deformation zones. e K1 deformation region was the posterior residual after two landslides. e main sliding body of the 11.03 landslide is shown in Figure 1 with a volume of approximately 356 × 10 4 m 3 [38]. e free face direction has a slope of 85°, a trailing surface with two landslides that further expanded the international airport. e free face was a nearly upright and inverted triangle, and there were still two pieces of dangerous rock in the middle. e opening condition was good, and there was a possibility of collapse. e volume was estimated to be approximately 55 × 10 4 m 3 , and small stones often fell during monitoring, as shown in Figure 2. e K2 deformation area was the slope body on the right side of the landslide. In the case of the 11.03 landslide, there was a small-scale collapse on the downstream side of the slope top, with a volume of approximately 12 × 10 4 m 3 [38]. e bounds of K2 were rectangular in shape, the surface direction was approximately 35°, with trailing edge boundaries visible through cracks from high to low, and the slope had the shape of a V groove under the direction of the fault. e back wall was staggered with an elevation difference of approximately 2-3 m. ere was the possibility of collapse, and the falling direction was along the free surface, with a local estimated volume of approximately 240 × 10 4 m 3 , often with surface soil collapse during monitoring, as shown in Figure 2. e K3 deformation area was the left slope of the landslide, and the shallow surface rock and soil body also underwent small-scale collapse during the 11.03 landslide.
e K3 area has a narrow width and can be divided into two parts. K3-1 is the upstream side of the upper slope, and the deformation body wall surface is smooth. e airport had a plane direction of approximately 160°, and the volume of the area was estimated to be approximately 120 × 10 4 m 3 . During monitoring, topsoil and rock mass collapsing often occurred along the slide face, as shown in Figure 2. K3-2 was the lower part of the upstream side of the landslide, with an "inverted bell shape," and the overall stability was good. ere was the possibility of shallow collapse, and an instability collapse causes a rise in the water level of barrier lake, and the estimated volume was approximately 62 × 10 4 m 3 .

Principle of S-SAR Deformation Monitoring
e slope synthetic aperture radar (S-SAR) is a GB-InSAR monitoring and early warning system [39]. S-SAR allows for the long-range, continuous monitoring of fixed points. A preset slope deformation amount and deformation rate threshold can be optimized to facilitate early warning of disasters in regions where landslides are possible.
As shown in Figure 3(a), a high-precision linear rail in the S-SAR carries radar interferometer and transceiver bifurcations to continuously transmit high-frequency electromagnetic signals in a fixed-polarization manner; the signals are reflected by the slope target area so that echo signals are continuously received. SAR complex images of the monitoring area are obtained after pulse compression, beam sharpening, and imaging processing. At a fixed time interval (revisiting time) as the slope is monitored, two SAR complex images are created, as shown in Figure 3(b). If a target point on the slope or the target area is deformed slightly in the two image scans, the displacement of the space target moved from point A to point B, point A′ to point B′, which means when two radar images present interference, the corresponding pixel phase difference can be used to determine the displacement (deformation) of the two point targets.
e interference unit within the corresponding phase values reflects the radar antenna and target as the slope of the line-of-sight (LOS) deformation. e deformation is the actual displacement component along the LOS direction, which is referred to here as the apparent deformation. e Mathematical Problems in Engineering symbol reflects that the deformation target moves relatively far from or near to the radar. Many researchers have verified the high accuracy of S-SAR [37].

Identification and Delineation of Strong Deformation
Zones. e primary purpose of the S-SAR is to identify and determine the deformation conditions of a given slope surface. S-SAR results may divide the monitoring area into several continuously distributed pixels, where each pixel is the minimum unit of an S-SAR monitoring result. Different colors represent the variation of cumulative apparent deformation displacement of different pixels. e real-time deformation map of the monitoring area can be displayed on the computer of the slope radar, which can not only quickly identify the strong deformation area of the monitoring area but also click on any pixel to view the cumulative apparent deformation-time curve of the point. All the monitoring data of the point can be downloaded for later data analysis.  accumulated apparent deformation in the three deformation zones. Colors range from green, yellow, red, and light blue, corresponding to "weak" to "strong" deformation, respectively. e deployment map of the target pixels delimits the range of strong deformation zones, as shown in Figure 5(a).
e deformation zones are mainly distributed in four distinct regions, and the characteristics of each deformation zone are shown in Table 1.

Near Real-Time Monitoring of Overall K1, K2, and K3 Area Deformation Rules.
e S-SAR generates a cumulative apparent deformation-time curve of target pixels in near real time. In the emergency excavation stage, it is crucial that all relevant personnel fully understand the deformation pattern of the hazardous zone. Figures 6-8 show the cumulative apparent deformation-time curve of each target pixel (where slight cumulative deformation and no displacements occurred). As shown in Figure 6, in the emergency excavation stage, the accumulated apparent deformation at the lower part of the multiple free faces on the downstream side of the deformation body (J5) is the largest among the target pixels. e accumulated apparent deformation reached 49.7 mm at its peak. In the barrier lake release stage, the accumulated apparent deformation of the middle and upper parts of the free face on the downstream side of the deformation body (J39, J40, and J41) and the central part of the deformation body (J6) is the largest; the accumulated apparent deformation of J40 reached a maximum of 75.8 mm. e fitting formula of J40 and J5 is shown below. e fitting formula can provide a reference and basis for judging the deformation trend in the later stage.   each target pixel reached 1.88 mm/h and 1.39 mm/h, respectively. As shown in Figure 7, deformation was largest in the central part of K2 (J13) at a maximum value of 39.8 mm at GMT+8 16:09 on November 12. e deformation characteristics of the K2 area were characterized by oscillation and time correlation. e oscillation is more obvious and occurs over a larger range in the K2 region than in the K1 region. e J13 and J10 curves are the most representative of these alternating peaks and troughs (with five of each in total). e appearance of wave peaks and troughs is consistent with thawing-freezing, day-to-night cycles. Peaks and troughs occur between 4 and 6p.m. and between 5 and 9a.m. e highest morning temperature in the landslide area was 7°C, and the low temperature was −10°C; the largest temperature difference was 17°C, occurring from 6p.m. to 5a.m. the following morning. As the temperature fell to below 0°C, water in the lower part of the slope surface soil and rock joints gradually froze and expanded. Between 9a.m. and 4p.m., the temperature gradually increased, and the resulting thawing increased the water content of the rock and soil mass, decreased the shear strength, and caused the collapse of the surface slope body at the target pixel.
As shown in Figure 8, in the middle part of the slope foot of the landslide where J44 is located, continuous collapse of the shallow surface rock and soil mass produced the maximum apparent deformation in the observation area. is target pixel also showed the largest accumulated apparent deformation among all target pixels. e curves of the K3 deformation zone continually increased over the observation period and fluctuated within a relatively small range. e fitting formula of J44 and J43 is shown below. e fitting formula can provide a reference and basis for judging the deformation trend in the later stage.

Determining the Deformation Zone.
e correct judgement of slope deformation evolution stages is the basis for accurate early landslide warning [40][41][42]. ere are three basic deformation stages that occur as the landslide evolves: initial deformation, constant deformation, and accelerated deformation.
e deformation rate and deformation acceleration of each target pixel can be calculated according to the accumulated apparent deformation data of each target pixel as obtained by the S-SAR. e stage that the deformation area has reached can then be determined by analyzing the deformation rate-time and deformation acceleration-time curve.
Take the J40 target pixel, which has the largest accumulated apparent deformation in the K1 area, as an example.   Before the landslide enters the critical slip stage, the acceleration shows a sharp oscillation. e amplitude of oscillation was limited to a certain range in the 11.03 Baige landslide. e S-SAR monitoring deformation acceleration critical slip warning value can be set according to 0.03 mm (15 min) −2 . is value is not fully accurate or unique but can be used to correctly identify any abnormal jumps in acceleration. e value can also be further adjusted as a warning indicator of an impending slide over a longer monitoring period. Figure 15, the velocitytime curve is based on the monitored deformation rate, deformation acceleration-time curve, and real-time dynamic deformation of the area. e acceleration deformation rate of each monitoring station may jump sharply at the same time corresponding to the moment and location of sliding damage; these data can be coupled with the visual surveillance and multiphase UAV aerial image contrast results. e location of target pixels under an impending slide must be reported immediately to headquarters to facilitate early warning. As shown in Figures 9-14, again with target pixels J40, J13, and J44 in the K1, K2, and K3 areas, respectively, as examples with the largest accumulated apparent deformation, 11 possible moments of imminent slip failure were identified ( Table 2).     Mathematical Problems in Engineering 9

Conclusion
On the basis of the field investigation and aerial photograph of the UAV, S-SAR was used in this study to carry out emergency landslide monitoring based on the 11.03 Baige landslide. e results can be summarized as follows: 1. After the 11.03 landslide, several tensile cracks emerged on the platform at the back edge and the left/right boundaries. e stability of the K1, K2, and K3 areas is relatively poor. Local rock falling and collapse of the shallow surface soil occurred during the monitoring period. Beidou displacement metre data indicate that the landslide mass experienced three separate iterations of accelerated deformation before the main sliding body began to slide. (2) e S-SAR was applied to characterize the strong deformation area. e real-time pixel point cloud deformation map obtained via S-SAR was used to delimit four strong deformation areas in the deformed body. e overall deformation pattern of the K1, K2, and K3 areas was monitored in real time.
(3) Distinct deformation stages across the deformation zone were also effectively assessed in this study to identify an early warning imminent sliding value. e K1, K2, and K3 zones are all in constant deformation stages. e early warning value of acceleration corresponding to an impending landslide, according to the S-SAR data of the 11.03 Baige landslide, is 0.03 mm (15 min) −2 . (4) Local near-slip failure in deformation areas was also predicted effectively in this study. e target pixels and the corresponding time at which the deformation velocity and acceleration sharply jumped were used to determine the points of failure-11 potentially problematic points were identified in total across the study area. Combined with visual monitoring and multiphase UAV aerial image comparison results, this study suggests there is a danger that should be immediately reported to headquarters for the purpose of early warning. e general advantages, disadvantages, and raw monitoring data of S-SAR and GNSS displacement monitoring systems were comprehensively assessed to find that the S-SAR system provides reliable and suitable information for both emergency and long-term monitoring of geological disasters such as landslides. e S-SAR monitoring time was short, so the conclusions based on the monitoring data are limited. In the future, we will continue to carry out multimeans monitoring on the rock mass of the 11.03 landslide to better understand the deformation patterns and characteristics of the landslide. e deformation and failure mechanism of the Baige landslide also merit further research.

Data Availability
All data, models, and codes generated or used during the study appear in the submitted article.

Conflicts of Interest
e authors declare that they have no conflicts of interest.