1. Introduction
In recent years, China’s accelerated urbanization has driven the rapid expansion of underground space development [1,2,3,4,5,6,7,8,9,10], which has emerged as a critical component of modern urban development strategies [11,12,13,14,15,16,17,18]. However, this progress has revealed significant engineering challenges [19,20,21,22,23,24,25], particularly the growing concerns within both engineering and academic communities regarding structural anti-floating issues [26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42,43,44]. Practical engineering scenarios demonstrate that abrupt groundwater level surges—caused by factors including inadequate design or construction practices [45,46,47,48,49,50,51,52,53], sudden torrential rainfall [54,55,56,57,58,59,60,61,62,63,64], and tidal influences [65,66,67,68,69]—can induce dramatic short-term increases in structural buoyancy, especially in the complex urban underground environment, where the mechanism of structural force change caused by the rise of water level has not yet been clarified. These phenomena pose substantial safety hazards to subsurface structures in high-water-table regions, necessitating urgent technical attention [70,71,72,73,74,75,76].
Current anti-floating design for underground structures primarily focuses on determining waterproofing levels, typically calculated by Archimedes’ principle [77,78,79,80]. However, actual engineering scenarios prove more complex, as geological conditions, surrounding environments, and water level fluctuations may yield varying outcomes [81,82,83,84,85,86,87,88,89,90]. Domestic and international scholars have, therefore, conducted multi-faceted research on how groundwater level changes affect structural buoyancy. Mei et al. [91,92,93,94] investigated buoyancy variation patterns under different groundwater levels in clay through laboratory model tests, concluding that while the variation patterns remained fundamentally consistent across water levels, measured values were consistently lower than theoretical values calculated by Archimedes’ principle. Zhou et al. [95] simulated the entire process of seepage-induced characteristic changes in sandy soil under varying water pressures using PFC software, revealing variation patterns of multiple parameters and demonstrating that soil–water interaction persists throughout the seepage process. Xu et al. [96,97] compared seepage conditions with/without underground barriers, establishing that barrier impact depends on both the barrier’s width within the aquifer and its burial depth, they believe that the existence of underground structures blocks the free flow of groundwater, causing the water level downstream to not be replenished in time. Zeng [25,76] also holds this view. He analyzed the impact of pumping on the surrounding environment through engineering examples, which also mentioned the barrier effect on groundwater. Mu et al. [98,99] conducted model tests to examine how vertical cross-flow seepage in confined aquifers affects pore pressure near underground structures and structural buoyancy. Tang et al. [100,101] analyzed pore pressure variations in clay foundations during water level fluctuations under different stress conditions, finding that moderate water level changes would not immediately reduce pore pressure thresholds to levels causing structural uplift. Zhang et al. [102] designed silo models with different diameters and tested them in pure water, sand and clay. They analyzed the effects of friction between soil and structure, negative pressure at the bottom and other factors on buoyancy. Liu et al. [103,104,105] studied the reduction coefficient of groundwater buoyancy in clayey soil by model test, finite element simulation and machine learning. In their study, they measured the buoyancy reduction coefficient of various clay soils and found that it was mainly affected by the permeability coefficient and saturation.
All the above studies have provided help for people to understand the law of the influence of groundwater level changes on structural buoyancy under different conditions but few people have studied the process of the influence of water head changes on the buoyancy of building structures when there are barriers. This paper will simulate the buoyancy change of the structure in the process of water level rise through the model test, and systematically analyze the change law of the structure buoyancy in this process.
2. Test Scheme
2.1. Test Equipment
The experimental equipment used in the whole test includes a self-made model box simulating soil layer environment (Figure 1c), the size of which is 2.4 m × 0.5 m × 1.2 m; A small steel model box (Figure 1a) used to simulate the building structure, with a size of 0.495 m × 0.4 m × 0.7 m and a mass of 10 kg; Counterweight iron block, total mass of 150 kg; Acrylic panels to simulate barriers around buildings(Figure 1b); PVC pipe observation well, LVDT displacement sensor, water and soil pressure box; The resistance strain gauge and computer data acquisition system are used to collect experimental data.
2.2. Soil Parameters and Test Conditions
In this study, medium fine sand was used as the model soil mass. The basic physical properties of the soil mass were obtained according to the Standard of Geotechnical Test Methods after the soil was saturated with water, as shown in Table 1, and the particle gradation curve was shown in Figure 2.
There are two working conditions in this test, one without barrier and the other with barrier. Details of working conditions are shown in Table 2, where H is the distance between the barrier and the structure, D is the depth of the barrier inserted into the soil, and H is the buried depth of the structure. The test arrangement with barrier is shown in Figure 3, where A is the target structure and B is the barrier structure.
2.3. Test Procedure
(1). Test preparation. Before the experiment, the water and soil pressure box was put into pure water for calibration and repeated 4 times; the two sides of the barrier structure (acrylic plate) were installed with transparent water sealing film to achieve better water-blocking effect; the main structure (steel model box) was coated with vaseline and PVC film from the bottom up to 30 cm around, on the one hand to reduce the friction between the structure and the soil, on the other hand to prevent water from leaking out from the bottom corners of the structure.
(2). Lay the soil and place the structure. The soil layer is laid and compacted in layers of 10cm each until the thickness reaches 70 cm. The quality of each layer of soil is controlled during the filling process, and the compacted soil density is tested with a micro-penetration instrument to ensure the similarity of the compacted soil inside the box. In addition, in the process of soil laying, they are buried and filled in strict accordance with the positions of the lower structures and measuring points in Figure 3. When the building structure is placed, the counterweight is added to it immediately and the data are recorded.
(3). The soil is static and saturated. Slowly drain water from the tank until the water level reaches about 70 cm and maintain this water level all the time, waiting for 3d to saturate the soil. During this process, the L-shaped water level tube on the side of the model box is observed at regular intervals to confirm that the overall water level has reached the set state.
(4). Rising water level. Start the experiment and put water into the tank. The water level starts from 70 cm and rises successively to 80 cm, 90 cm, 100 cm and 110 cm. The L-shaped water level tube, observation well and water and soil pressure box data are always observed during each water level raising process. Once the L-shaped water level gauge and soil-pressure sensors demonstrated consistent readings with less than 1% variation over a 20 min period, the system would proceed to the next stage of controlled water level elevation.
3. Results and Analysis
In this paper, four different water level elevations were carried out in both working conditions, namely 70–80 cm, 80–90 cm, 90–100 cm and 100–110 cm. Accordingly, the influence data of the rising water level on the structure under different head water level conditions were obtained, including two aspects of water level and buoyancy. Through these two aspects, the change process of water level and buoyancy at the structure with time is explored.
3.1. Water Level Change Process
Figure 4 reveals the dynamic effects of water level uplift on water level at the structure under different working conditions. Comparing the monitoring data of two typical working conditions (barrier/no barrier), it can be seen that the barrier structure has a significant regulation effect on the water level response rate under different hydraulic gradients. When there is a seepage barrier, the water level rise rate at the structure is reduced by about 42–57% compared with the condition without a barrier, and the typical time–history curve shows obvious slow change characteristics. In addition, the final stable head converges to the set value (ΔH = 10 cm) in all operating conditions, which is attributed to the stepped head maintenance mechanism adopted in the test design (each stage head retention time ≥ 1.4 h).
Figure 5 further verifies the hydraulic delay effect of the barrier system through quantitative analysis. Comparing the water level stabilization time parameters under the four groups of characteristic water heads (80 cm, 90 cm, 100 cm, 110 cm), it is found that the average water level response characteristic time at the structure under the non-barrier condition is about 1 ± 0.5 h, while it is extended to about 1.5 ± 0.5 h under the barrier condition, and the time delay rate is 50%. It is worth noting that although the total test duration remained constant at 6.5 h (including all levels of head stability periods), the effective response time of a single stage of water level rise under the barrier condition was about 50% shorter than that of the control group. The quantitative analysis results are mutually verified with the time–history curve of the figure, which jointly reveals the physical mechanism that the seepage barrier causes non-Darcy seepage zone to form around the structure by changing the permeability anisotropy of the medium, thus significantly delaying the pore water pressure transfer process.
3.2. Buoyancy Change Process
Since the structural displacement is monitored by the LVDT displacement sensor during the whole test process, the reading change of the displacement sensor from the beginning to the end is less than 0.3 mm, which can be approximately regarded as the structure does not float up. Therefore, the forces on the structure include self-weight plus counterweight G, buoyancy F of groundwater on the structure, effective soil reaction P, and friction f around the structure and between the soil, as shown in Figure 6.
Measures to reduce the friction of the structure were been mentioned above. In order to simplify the calculation, the friction force f can be ignored in this study, and the following equation can be obtained:
G = F + P
In the formula, G remains constant throughout the experiment, equal to the self-weight plus the counterweight by calculation, a total of 1.6 KN; F is the buoyancy force on the structure; The effective soil reaction P can be converted from the test value of the earth pressure box. It should be noted that the value measured by the earth pressure box test is the total reaction force including pore water pressure, while the effective soil reaction P refers to the load of the model box, which can be calculated by the following formula, where K1 is the total reaction force obtained by the test of the earth pressure box. K2 is the water pressure obtained by the water pressure box (K1 = σ × a, σ is the stress obtained by the water pressure box, A is the bottom area of the structure):
P = K1 − K2
Take structural buoyancy changes in the process of water level rising from 90–100 cm to 100–110 cm as an example (Figure 7). It can be seen from both figures that when there is no barrier in front of the structure, buoyancy increases rapidly at the beginning of each stage of water level change, and then gradually slows down until it becomes stable. After the barrier is set up, the growth of buoyancy always maintains a slow and continuous state, and the time required to reach stability is significantly longer. This difference is basically the same in each stage of the water level. The reason is that the barrier acts as a “speed bump” in the path of groundwater. When the water level rises, the groundwater can rush directly to the structural area without a barrier; therefore, the buoyancy response is rapid. When there is a barrier, the groundwater needs to bypass the obstacle and percolate along a more tortuous path, which naturally takes more time.
Groundwater changes in the surrounding environment are also different due to head uplift under different hydraulic conditions. Taking the situation without a barrier as an example, in order to see the change process of buoyancy over time more clearly, the time and the buoyancy force subjected to the structure are normalized and expressed by the time ratio a (the total time of time/change to stability) and the buoyancy change ratio b (the change in buoyancy/absolute value of the final change in buoyancy), respectively.
As can be seen from Figure 8, when the water level changes from 100 cm to 110 cm, the time required for b to approach 1 is shorter than the time required for the water level to change from 70 cm to 80 cm, and the overall trend shows that with an increase in hydraulic gradient, the buoyancy change rate of the structure is getting faster and faster. At the same time, it can also be seen from the comparison of different working conditions that the dynamic response of water level and the evolution process of buoyancy present significant synchronization in time domain characteristics. Therefore, it can be considered that the change of water level under a high water level in a certain period of time has a greater impact on the structure than the change of water level under a low water level. The reason for this phenomenon is that the initial pore water pressure in the soil layer is greater under the high head water level, which causes the groundwater flow rate to become faster when the water level is raised than at the low head level. In practical projects, especially in high-water level areas (such as coastal areas), attention should be paid to the harm to the building when the water level rises caused by rainfall or other circumstances, and preventive or remedial measures should be taken more quickly.
3.3. Buoyancy Attenuation Coefficient
Based on the test results, the final buoyancy force F and theoretical buoyancy force F at the bottom of the structure under different conditions can be obtained, as shown in Figure 9. In addition, by comparing the ultimate buoyancy force F of the structure obtained by the test with the theoretical value F of the structure subjected to buoyancy under the same conditions, the buoyancy reduction coefficient as shown in Figure 10 can be obtained. It is worth noting that the water level in both images is the distance below which the structure is submerged, not the water head level.
It can be seen from Figure 9 that the final buoyancy of the structure obtained by changing the head water pressure in the sandy soil layer is slightly smaller than the theoretical value obtained by Archimedes’ law, but the overall trend is basically consistent with the theory. In addition, the author obtained the predicted buoyancy value of the structure under different water level uplifts by fitting the measured data. As can be seen from the figure, the rule is basically linear, but the research results need to be further verified by more measured projects.
As can be seen from Figure 10, the reduction coefficient (η) obtained by the ratio of the measured and theoretical value of the final buoyancy of the structure at different water levels under two working conditions is roughly between 0.78 and 0.96, and the reduction amount of buoyancy is small. This result is also in good agreement with the final part of the conclusion in a previous study [86,87]. In this study, the authors observed that the reduction coefficient range under the sandy soil foundation is 0.85–0.95. The deviation may stem from different test conditions, such as soil density and soil saturation. From the above comprehensive results, it can be seen that when there is a barrier effect in sandy soil geological conditions, the change of the structure’s buoyancy force will have a certain difference, but the final buoyancy force of the structure will be consistent with the theoretical value under Archimedes’ law, and there is only a small amount of reduction. In practical engineering, the theoretical value obtained by Archimedes’ law can be basically calculated.
4. Discussion
This study mainly explains a common problem, that is, when adjacent underground structures produce a barrier effect, due to some reason, this influences the process of the rising groundwater level in the distance on the buoyancy of the structure behind the barrier. The purpose is to evaluate the timeliness of the changes in the force characteristics of the structure under the above circumstances, so as to take anti-buoyancy measures for the structure in a timely manner. However, in actual engineering, the stratum structure we encounter is often complex, and the soil layer is usually a multi-layer structure rather than a single sandy soil layer. In addition, in actual engineering, underground structures are diverse and could be subway stations or pile foundations, and groundwater also flows away from both sides around the structure. In order to study this issue better and more systematically, more numerical simulation studies and on-site engineering monitoring are still needed in the future. These are all the key points of future research.
5. Conclusions
(1). Under the same change of head pressure, the buoyancy growth of the structure with the barrier effect is significantly slower than that without a barrier, which indicates that the situation with other structures around the building has more sufficient time to deal with the accident of water level surge.
(2). Regardless of whether there is a barrier or not, the influence rate of water level change under high head water pressure on the structural stress is much higher than that under low head water pressure. Therefore, more attention should be paid to the detection of the water levels around the building structure in practical projects to avoid engineering accidents caused by sudden changes to water levels under high head water pressure.
(3). No matter whether there is a barrier or not, the pore pressure and buoyancy of the structure are basically consistent with the theoretical values based on Archimedes’ law under sandy geological conditions, with only a small amount of reduction, and the reduction coefficient is between 0.78 and 0.96.
Conceptualization, Z.F. and C.Z.; Methodology, Z.F. and C.Z.; Software, Z.F. and K.Y.; Validation, C.X.; Formal analysis, Z.F.; Investigation, X.X.; Writing—original draft, Z.F.; Writing—review & editing, K.Y. and C.Z.; Supervision, Z.F., C.X. and C.Z.; Project administration, C.Z. All authors have read and agreed to the published version of the manuscript.
Data is contained within the article.
The authors are grateful for the warm and efficient work of the editors and reviewers.
The authors declare no conflict of interest.
Footnotes
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Figure 1 The main structure used in the test: (a) steel model box diagram, (b) acrylic panels, (c) simulated soil layer environment model box.
Figure 2 Soil particle gradation.
Figure 3 Structure and monitoring site layout: (a) plan Layout, (b) side layout.
Figure 4 Time–history of water level change at the contrast structure with or without barrier.
Figure 5 Time required for water level stabilization under each water head.
Figure 6 Structural stress analysis.
Figure 7 Variation of structural buoyancy under different water levels with time: (a) 90–100 cm, (b) 100–110 cm.
Figure 8 Structural buoyancy changes during water level rise (without barrier).
Figure 9 Buoyancy force under different water levels of the structure with or without barriers (fitting analysis).
Figure 10 Buoyancy reduction coefficient under each water level.
Parameters of the model soil.
| Soil Type | Dry Density | Wet Density | Moisture | Void Ratio | Specific Gravity | Permeability (m/d) |
|---|---|---|---|---|---|---|
| Sandy | 1.61 | 1.85 | 14.66 | 0.7 | 2.65 | 7.65 |
Test conditions.
| Conditions | H | D | h |
|---|---|---|---|
| no barrier | 0 | 0 | 25 cm |
| barrier | 50 cm | 50 cm | 25 cm |
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1 Hunan Provincial Key Laboratory of Geotechnical Engineering for Stability Control and Health Monitoring, School of Civil Engineering, Hunan University of Science and Technology, Xiangtan 411201, China; [email protected] (Z.F.); [email protected] (K.Y.); [email protected] (X.X.)
2 State Key Laboratory of Performance Monitoring Protecting of Rail Transit Infrastructure, East China Jiaotong University, Nanchang 330013, China; [email protected]