Mechanical Response and Health Monitoring of Deep Excavations Under Extreme Rainfall

Abstract

Real-time monitoring and early warning of foundation pits are critical for geotechnical safety. However, the rainfall-induced hydro-mechanical coupling effects on water-rich sandy excavations remain poorly understood. The impact of rainstorms on excavation stability demands urgent investigation. This study examines the response of a deep excavation at Beijing Daxing Airport during the “31.7” extreme rainfall event using a multi-sensor monitoring network and numerical simulations. Results reveal that excavation-induced displacement features a neutral point at 0.4–0.6H (H = slope height), with retaining pile displacements reaching 0.14%H_e (H_e = excavation depth). Extreme rainfall events elevate the groundwater table, triggering a rise in pore-water pressure within the soil mass. This process can induce excessive displacement in the excavation, posing a substantial threat to its overall stability. It is recommended to set the critical groundwater rise threshold for Beijing at 15% of the slope height (H) and to provide a 20% axial load-bearing safety margin for support systems in rainfall-prone areas. The safety threshold established in this study will serve as a scientific basis for early warning systems of excavation safety during extreme weather events.

1. Introduction

In recent years, under the backdrop of global warming, extreme weather events have significantly intensified worldwide [1,2]. According to the China Meteorological Administration, since 2010, extreme precipitation has accounted for 27% of all extreme weather events in China, ranking first among extreme climate events [3]. On 31 July 2023, influenced by the remnant circulation of Typhoon Doksuri moving northward, Beijing experienced a catastrophic “31.7” rainstorm. The highest recorded rainfall in the city occurred at Wangjiayuan Reservoir in Changping, measuring 744.8 mm, marking the greatest instrumentally recorded rainfall in Beijing in the past 140 years [4,5]. Following the extreme rainfall, the groundwater level rose, soil moisture content increased, and the hydraulic properties of unsaturated soils changed [6,7,8,9,10], markedly reducing the contribution of matric suction [11,12] to soil shear strength and posing substantial risks to structural safety. Despite the availability of various analytical models for rainfall-induced seepage in foundation pits [13,14,15], comprehensive monitoring and numerical simulation studies remain imperative.

Research on foundation pit engineering has a long history, yielding well-established findings. Liu et al. [16] proposed an analytical method accounting for multilayer soil to assess excavation-induced disturbances to adjacent buildings. Zhang and Zhao et al. [17,18] developed failure analysis models for existing structures near excavation sites. Lyu [19] established a quantitative formulation for ground settlement analysis that considers the effects of foundation pit dewatering. Furthermore, Harahap and Zhou et al. [20,21] conducted valuable numerical investigations into the interaction between deep excavations and supporting structures. As evidenced by the foregoing research, effective groundwater management is crucial during foundation pit excavation, with most studies concentrating on dewatering strategies [22,23,24]. However, studies on foundation pit responses to rainfall, particularly under extreme weather conditions leading to groundwater level rise, remain scarce. In theoretical studies, Shahrokhabadi et al. (2019) [25] developed an analytical framework incorporating soil pressure variations induced by transient infiltration, while Huang et al. (2019) [26] examined rainfall effects on pile-supported retaining structures using the Richards equation and earth pressure theory. In numerical simulations and experimental studies, several researchers have made significant contributions. For example, Wang et al. (2021) [27] developed a two-dimensional numerical model to study a large metro station on a composite soil-rock foundation under heavy rainfall conditions, and Dong et al. (2017) [28] examined the infiltration characteristics of gravelly soils under rainfall through one-dimensional and two-dimensional seepage tests, proposing three permeability formulas expressed by relevant indicators.

In summary, foundation pit engineering is inherently high-risk, region-specific, and operates with limited safety margins [29,30,31,32]. Therefore, mitigating the effects of extreme weather on foundation pit projects is a pressing challenge in the engineering field. However, there remains a lack of field-validated numerical analyses integrating multi-sensor monitoring data with hydro-mechanical coupling under real extreme rainfall events. Moreover, in the context of intensifying global climate change, monitoring excavations during rare extreme weather events is becoming increasingly crucial. To address this issue, this study investigates a foundation pit project in Beijing’s Daxing District (Figure 1), following the “31.7” catastrophic rainstorm. Using field monitoring data collected before and after the rainstorm, a three-dimensional numerical model incorporating hydro-mechanical coupling effects was developed. The model was employed to investigate the effects of rainfall on soil displacement and support structure deformation, with a critical groundwater level proposed as a hazard threshold. The findings of this research provide both technical guidance and theoretical support for the construction and safe support of deep foundation pit projects under extreme weather conditions.

2. Engineering Overview

2.1. Engineering Background

The Xiong’an New Area to Beijing Daxing International Airport Express (Jingxiong Express) is a regional rapid transit line traversing Beijing, Langfang (Hebei Province), and Xiong’an New Area. The mainline section between K155+900 and K156+500 spans 600 m and is located within the third open-cut segment between Yongqing Linkong Station and Daxing Airport Station. The foundation pit adopts a support system consisting of bored piles with a cement mixing pile curtain for groundwater cutoff, with excavation depth (H_e = excavation depth) ranging from approximately 10.4 to 19.4 m. In some sections, a sloped excavation method or a combination of Φ800 bored piles (spaced at 1400/1600 mm) with cement mixing piles is employed. The excavation boundary is more than 120 m from the operational Jingxiong Intercity Airport Tunnel No. 2 on the west. The surrounding site is open, and the plan view of the alignment is shown in Figure 1.

This study selects section 10-10 at YK156+130 along the mainline as a representative site for analysis. The cross-sectional conditions and primary geological strata at this location are shown in Figure 2. The enclosure structure consists of Φ800 bored piles spaced at 1400 mm, while the groundwater cutoff curtain is formed by Φ650 cement mixing piles spaced at 450 mm.

2.2. Geological and Hydrogeological Conditions

The project is located in the North China Plain, predominantly characterized by alluvial plains. The terrain is flat and open, with ground elevations ranging from approximately 19.03 to 33.76 m, and a gentle slope from northwest to southeast. All soil parameters used in this research were determined exclusively through direct in situ field testing. The engineering properties of the various geotechnical layers are detailed in

Table 1. Foundation soil layer parameters.

Number	Soil Layer	Thickness H (m)	E (MPa)	γ (kN/m3)	c (kPa)	φ (°)
①2	Plain Fill	1.42	8	17.5	21	13.5
②2	Silt	10.9	8.75	18.7	14	28
②1	Organic Silty Clay	1.6	4.33	18.6	34	14
②4	Silty Clay	3.4	5.7	19.8	31	18
②72	Silty Fine Sand	2.68	10.94	20.5	4	30
②4	Silty Clay	2.92	5.7	19.8	31	18
⑤1	Silty Fine Sand	12.74	16.2	20.5	4	30
⑥2	Silt	4.34	8.89	20.2	17	25
⑦	Water-Stop Curtain Pile	27.62	82.6	25.5
⑧	Drilled Pile	18	3 × 104	25.5

.

The groundwater in this project is classified as phreatic water. Detailed groundwater level data were acquired from drilling investigations conducted using an SH-30 drill rig in May 2021. The initial observed groundwater depth ranges from 5.30 to 20.60 m, with an elevation of 9.23 to 16.35 m. The stable groundwater depth varies from 4.80 to 20.40 m, with an elevation of 10.13 to 17.15 m. The groundwater is primarily distributed within the silty fine sand layer (②7) and the silt layer (②2). The shallowest groundwater depth is found within the Tiantang River channel, while the deepest is located in the spoil heap area of the site.

3. Field Monitoring

This study employs a comprehensive monitoring system to track key parameters of a deep foundation pit in the Beijing Daxing Airport area during construction. The monitored variables comprise: (1) slope crest settlement at eight locations (C1–C8); (2) foundation pit surface settlement at six points (T1–T6); (3) lateral deformation of retaining piles, measured at 0.5 m intervals along the pile shaft; (4) internal support forces, gauged at both ends of each strut; and (5) groundwater levels, monitored at 5 m intervals along the alignment. The monitoring items, instrument locations, required instrumentation, and measurement accuracy for the excavation are summarized in

Table 2. Monitoring Items, Instruments, and Accuracy.

Number	Monitoring Item	Instrument	Monitoring Accuracy
1	Horizontal displacement at Slope Crest	Total Station	≤1.0 mm
2	Vertical displacement at Slope Crest	Electronic Level	≤0.3 mm
3	Horizontal displacement of retaining pile	Inclinometer	≤0.25 mm/m
4	Strut axial force	Automatic Frequency Reader	≥0.5%F·S
5	Ground surface settlement	Electronic Level	≤0.3 mm
6	Groundwater level	Integrated Water Level Gauge	≤10 mm

.

The objective is to assess the impact of staged excavation and groundwater level rise following rainfall on foundation pit stability. The overall layout of monitoring instruments is shown in Figure 3.

3.1. Slope Crest and Surface Settlement

A total of eight settlement monitoring points (C1~C8) were symmetrically installed along the cross-section of the slope crest, with horizontal spacings of 2 m, 4 m, and 6 m.

Additionally, six settlement monitoring points (T1~T6) were placed on the foundation pit surface at 1 m intervals. The monitoring layout is illustrated in Figure 4 and Figure 5.

3.2. Support Monitoring System

The support system in this project consists of the retaining structure and internal supports.

3.2.1. Monitoring of Retaining Piles

As shown in Figure 6, inclinometer tubes were embedded within the reinforcement cages of the retaining piles to measure lateral deformation after pile casting. Monitoring points were marked at 0.5 m intervals along the pile depth.

3.2.2. Monitoring of Supports

The internal support system consists of a concrete support at the top of the foundation pit and two layers of steel struts. An automatic axial force acquisition system was installed on the struts to monitor their force distribution. The installation of axial force gauges is detailed in Figure 7.

3.3. Groundwater Level Monitoring

Automated groundwater level monitoring was employed in this study. The monitoring wells were drilled using a geological drilling rig with a borehole diameter of 110 mm. A Φ48 mm filter pipe was installed inside the borehole, and a monitoring probe was used to track groundwater level fluctuations. The layout of the groundwater monitoring points is shown in Figure 8.

4. Hydro-Mechanical Coupled 3D Numerical Model

4.1. Model Description

This study utilizes the FLAC3D 6.0 finite difference software to develop a three-dimensional numerical model of section 10-10 at YK156+130 along the Jingxiong Express. The stratigraphic conditions were generalized to represent the geological characteristics of this section accurately.

At section 10-10, the foundation pit is supported by both concrete and steel bracing. The first concrete support is a 600 × 800 mm² concrete brace at 8 m intervals, while the second and third supports are Φ609 × 16 mm steel pipe braces at 4 m intervals. A calculation model unit with a depth of 16 m was created, with each unit containing two concrete braces and three steel braces. To account for the foundation pit’s influence range, the distance from the pit edge to the model’s long boundary is set to three times the maximum excavation depth. The model dimensions are 94 m × 16 m × 40 m (length × width × height).

According to the FLAC3D User Manual and related equivalent calculation methods [28,33], the water-stop curtain, constructed with P.O 42.5 cement-soil mixing piles of length 27.5 m, can be equivalently represented as a retaining wall with a width of 0.65 m. The bored piles, made of C30 reinforced concrete, can be equivalently modeled as retaining walls with a width of 0.8 m. The 3D numerical model of the foundation pit, retaining structure, and supports is shown in Figure 9.

For the model mesh, a refined grid with an element size of 0.5 m is applied within one excavation width on both sides, transitioning to a coarser grid of 1.0 m beyond this zone. Regarding the stress field simulation, fixed displacement boundaries are prescribed at the model’s sides and bottom. For post-rainfall seepage analysis, the lateral boundaries are defined as permeable, with pore water pressures fixed at the cross-section. The solution convergence is set to a force imbalance tolerance of 1 × 10⁻⁵.

4.2. Hydro-Mechanical Coupling Method

To investigate the behavior of unsaturated soils under excavation and groundwater rise, the Biot consolidation theory is adopted to account for hydro-mechanical coupling [33], and groundwater flow is described using Darcy’s law.

• The governing equation for the saturated–unsaturated groundwater flow can be formulated as follows:

$$\left\{{\displaystyle \frac{\partial }{\partial x}}\left[k_x{\displaystyle \frac{\partial H}{\partial x}}\right]+{\displaystyle \frac{\partial }{\partial y}}\left[k_y{\displaystyle \frac{\partial H}{\partial y}}\right]+{\displaystyle \frac{\partial }{\partial z}}\left[k_z\left({\displaystyle \frac{\partial H}{\partial z}}+1\right)\right]\right\}=\left(C(h)+S\cdot S_s\right){\displaystyle \frac{\partial H}{\partial t}}$$

(1)

$H$—the total head;

$k_x,k_y,k_z$—the permeability of soils;

$C(h)=\left(\partial \theta /\partial H\right)$—the specific moisture capacity;

$\theta$—the volumetric moisture content;

$S$—the degree of saturation;

$S_s$—is the specific storage.

2.

For the specific storage $S_s$, the compressibility of soil particles can be neglected for simplification, yielding:

$$S_s=\left(n{\rho }_{w}g/K_w\right)$$

(2)

$n$—the ratio of the volume of voids to the total volume;

${\rho }_w$—the water density;

$g$—the gravitational acceleration

$K_w$—the compression modulus of the air–water mixture

3.

The hydraulic boundary conditions are defined as follows:

$$-q_w=q_x{n}_x+q_y{n}_y+q_z{n}_z$$

(3)

$q_w$—the value of inflow;

$q_x,q_y,q_z$—the vector components of the total discharge;

$n_x,n_y,n_z$—the outward pointing normal vector components on the boundary.

4.3. Support Beam Elements

For the concrete and steel supports installed in the foundation pit of this project, the Beam structural element in FLAC3D was used for modeling. The connection between the structural elements and the soil is represented as a Link rigid connection, which constrains the horizontal displacement and rotation of the steel supports and the foundation pit sidewalls. The parameter values for the structural elements and the structure are shown in

Table 3. Parameter values for support structural elements.

Support	First Support	Second Support	Third Support
Material	C30 Concrete	Q235B Steel Support	Q235B Steel Support
Section	Φ600 × 800	Φ609 × 16	Φ609 × 16
E (Pa)	3 × 1010	21 × 1010	21 × 1010
Poisson’s Ratio ν	0.3	0.25	0.25
Cross-sectional Area A (m2)	0.48	2.98 × 10−2	2.98 × 10−2
Density ρ (kg/m3)	3000	7850	7850
Moment of Inertia Iy (m4)	2.56 × 10−2	1.31 × 10−3	1.31 × 10−3
Moment of Inertia Iz (m4)	2.56 × 10−2	1.31 × 10−3	1.31 × 10−3

and Figure 10.

4.4. Soil Parameters and Constitutive Models

The constitutive models for soil include various types such as the elastic model, elastoplastic model, hardening strain model, and small strain model [34,35,36]. The accurate determination of geotechnical parameters is crucial for the precision of numerical simulations. Although some studies suggest that the HS (Hardening Soil) model is suitable for simulating foundation pit excavation [33,37], this model requires numerous parameters and specialized tests for determination [38,39,40], which may affect the accuracy of the research because improper determination of these parameters may compromise the reliability of the results. Therefore, in cases where the basic soil parameters can be precisely determined, this study uses the typical Mohr-Coulomb constitutive model for numerical analysis.

Given the inherent variability and uncertainty of soil parameters, values for this study were sourced from in situ tests, with final selections based on sensitivity analyses to ensure reasonable and conservative estimates [21,33]. While the dilatancy angle plays a non-negligible role in sandy soils, a value of ψ = 3° is adopted for the analysis. This selection is based on prior sensitivity studies and accounts for the significant presence of a thick clay layer within the excavation depth [41]. For the retaining structure, the elastic model is used for the numerical analysis. The material parameters for the soil and supports are shown in Table 1, Table 2 and Table 3.

4.5. Model Assumptions and Limitations

The numerical model incorporates several necessary simplifying assumptions to balance computational efficiency with engineering practicality:

• Isotropic Soil Behavior: The soil is assumed to exhibit isotropic deformation under stress. While this assumption may overestimate the overall soil stiffness, it is considered a reasonable and common simplification for this study, which focuses on global vertical settlement rather than localized, detailed deformations.
• Neglect of Time-Dependent Consolidation Effects: The model employs the Mohr-Coulomb elastoplastic constitutive model and does not account for time-dependent behaviors such as creep and consolidation. Consequently, the predicted deformations are instantaneous. This simplification primarily affects the accuracy of long-term deformation predictions. Given that this research concentrates on the short-term excavation response under extreme rainfall, where time-dependent effects are not the controlling factor, this simplification is deemed acceptable.
• Quasi-Static Groundwater Conditions: The groundwater level is assumed to rise steadily with each rainfall time step, and the pore-water pressure distribution is simplified as steady-state. This approach may underestimate the potential instability associated with infiltration in the unsaturated zone and the redistribution of pore-water pressure. However, as the model assumes saturated soil conditions, the methodology adopted is applicable and effective for assessing the controlling influence of the overall groundwater rise on the global stability of the slope.

4.6. Numerical Simulation Setup

This study primarily simulates the deformation effect on the foundation pit and support structure during layered excavation and after excavation, under conditions of extreme rainfall causing a rise in groundwater level. The working conditions for the study are set as shown in

Table 4. Numerical simulation working conditions.

Working Conditions		Research Indicators
Groundwater rise	1 m	Horizontal displacement of the foundation pit
	2 m	Displacement of surrounding soil
	3 m	Axial force of foundation pit supports
Layered Excavation Support	Excacation① Excacation② Excacation③ Excacation④	Horizontal displacement of the foundation pit
		Displacement of surrounding soil
		Axial force of foundation pit supports

.

4.6.1. Layered Excavation Working Condition Setup Steps

The excavation stages in the numerical simulation are shown in Figure 11.

Step 1: Establish the structural model, assign constitutive models to soil layers, diaphragm walls, and water-stop curtains, and balance the initial geostatic stress.

Step 2: Eliminate the displacement and rate fields corresponding to the initial geostatic stress field. In FLAC 3D, the command “initial” can be used to zero the displacement.

Step 3: Excavate the first layer of soil from the foundation pit, setting the bottom elevation to −13.62 m, thus the top of the foundation pit will be at 0 m. Excavate to −1.49 m and compute the structural force balance.

Step 4: Apply the first concrete support using the Beam element, assign elastic constitutive parameters to the material, excavate the pit to −5.45 m, and compute the structural force balance.

Step 5: Apply the second steel pipe support using the Beam element, assign elastic constitutive parameters to the material, excavate the pit to −9.97 m, and compute the structural force balance.

Step 6: Apply the third steel pipe support using the Beam element, assign elastic constitutive parameters to the material, excavate the pit to the bottom elevation of −13.62 m, and compute the structural force balance.

4.6.2. Groundwater Level Rise Setup Steps

Step 1: Establish the structural model and assign constitutive models to soil layers, diaphragm walls, and water-stop curtains. As shown in Figure 12,the initial water level is set according to the construction drawing section, with the water level on the outside of the water-stop curtain at an elevation of 13.2 m, and the groundwater level at the bottom of the foundation pit set 2 m below the excavation bottom.

Step 2: Simulate the rise of the groundwater level by 1 m outside the water-stop curtain and perform hydraulic coupling calculations.

Step 3: Simulate the rise of the groundwater level by 2 m outside the water-stop curtain and perform hydraulic coupling calculations.

Step 4: Simulate the rise of the groundwater level by 3 m outside the water-stop curtain and perform hydraulic coupling calculations.

5. Results and Analyses

5.1. Excavation-Induced Response During Layered Construction

The displacement at each stage of the segmented excavation are shown in Figure 13. From the displacement contour maps, it is evident that after layered excavation, the soil at the bottom of the foundation pit exhibits an upward heave. When the excavation depth reaches twice the excavation depth, soil displacement significantly decreases. Therefore, this study suggests that the displacement influence range of the water-rich sandy foundation pit in this region can be approximately defined as twice the foundation pit width, measured from the center of the pit.

5.1.1. Ground Surface Uplift–Subsidence Transition

By analyzing the vertical displacement of the slope soil at positions 0~14 m from the crest, it was found that the numerical simulation results align well with the monitoring data. Figure 14 shows that defining the slope height H as the distance from the crest to the excavation bottom, increased excavation depth induces heave near the crest and settlement farther away. A displacement inflection point occurs at a distance Xt from the crest, marking the transition from heave to settlement. According to this study, for a water-rich sandy foundation pit undergoing staged excavation, the critical disturbance is observed when the ratio H/X_t ranges between 0.4 and 0.6.

5.1.2. Excavation Surface Deformation Pattern

As shown in Figure 15, the study reveals that after foundation pit excavation, the surrounding soil exhibits an upward heave trend, with noticeable vertical uplift at the secondary platform surface. The uplift displacement increased from 7 mm during the first excavation to 23 mm after the fourth excavation. The maximum uplift displacement δ_hm, relative to the slope height H, is approximately 0.1%H.

However, the numerical simulation value of soil displacement is slightly smaller than the field measured value. This phenomenon may be due to the difference between the Mohr-Coulomb constitutive model and the actual soil [33,37,42].

5.1.3. Retaining Structure Deformation Behavior

As shown in Figure 16, with the layered excavation of the foundation pit, the bending deformation of the retaining piles gradually increases, and the final maximum deformation reaches δ_hm = 14.7 mm. The ratio of δ_hm to the slope height H_e is 0.14%, which is smaller than the 0.2% threshold for maximum deformation. The maximum deformation occurs at the lower side of the pile base, and the depth at which the maximum displacement occurs increases with the excavation depth.

5.1.4. Strut Force Variation and Quantification

As shown in Figure 17, the study indicates that the axial force in the foundation pit supports gradually increases with excavation. Upon excavation completion, the axial force of the concrete support is the lowest at 1550 kN, representing a 19% increase from the initial value. The axial force of the second steel support on the lower side of the foundation pit reaches a maximum of 2000 kN. This result aligns well with the lateral deformation trend of the retaining piles, demonstrating good consistency.

5.2. Excavation Behavior and Failure Prediction Under Extreme Rainfall

This study examines the displacement and structural response of the foundation pit slope and supports when the groundwater level outside the water-stop curtain rises incrementally by 3 m from the initial level of 13.2 m (with the pit bottom elevation set at 0 m) after excavation reaches the excavation bottom. Notably, field monitoring after actual rainfall recorded a maximum groundwater rise of 2 m; therefore, this study utilizes numerical simulation to predict the potential effects of a 3 m groundwater rise.

As shown in Figure 18 and Figure 19, numerical simulation results indicate that as the groundwater level rises, soil displacement and slope settlement increase, raising the risk of slope failure. As the groundwater level rises, increased soil saturation weakens matric suction, reducing soil strength. When the active earth pressure in the foundation pit exceeds the passive resistance, failure occurs [32,43,44].

Figure 19c shows that when the groundwater level reaches 3 m, slope failure occurs at the toe of the secondary slope. Based on the research findings of this project, we recommend setting the warning threshold for groundwater level rise in deep foundation pit engineering in Beijing at 15%H.

5.2.1. Ground Surface Uplift–Subsidence Transition

As shown in Figure 20, groundwater level rise induces settlement at the slope crest, with settlement magnitude decreasing as the distance increases. The rate of decrease gradually stabilizes. When the groundwater level rises by 3 m, the maximum settlement at the slope crest reaches 41.5 mm, approximately 0.2%H, where H represents the height from the slope crest to the foundation pit bottom.

This study attributes the settlement to the groundwater rise, which increases soil saturation, reduces the contribution of matric suction to soil strength [12], and decreases the effective stress in the soil.

5.2.2. Excavation Surface Deformation Pattern

As shown in Figure 21, settlement at the top of the foundation pit increases with rising groundwater levels. The settlement magnitude gradually decreases with increasing distance from the pit. When the groundwater level rises by 1~2 m, surface settlement reaches 13.6 mm and 24.5 mm, respectively, representing an 80% increase. Numerical simulations predict that a 3 m groundwater rise will result in a settlement of 32.5 mm, marking a further 30% increase compared to the 2 m level. The findings indicate that when the groundwater level rises by 3 m, the settlement increment at the pit surface approaches 0.15%H.

5.2.3. Retaining Structure Deformation Behavior

As shown in Figure 22, results indicate that the displacement of the retaining piles progressively increases with the rise of the groundwater level. When the groundwater level rises to 2 m, the maximum displacement of the retaining piles, δ_hm, reaches 24.9 mm, with a δ_hm/H_e ratio of 0.24%, which is consistent with the range of 0.2% to 0.5% reported by Ou et al. [45]. Numerical simulations predict that when the groundwater level rises to 3 m, δ_hm will reach 28 mm. Moreover, at a groundwater level of 3 m, the maximum displacement occurs near the bottom of the excavation, with δhm increasing by 90% compared to the non-rainfall condition. These findings align well with existing research results [33].

5.2.4. Strut Force Variation and Redundancy

As shown in Figure 23, the study indicates that the axial force in the foundation pit supports increases significantly with the rise in groundwater level, with a maximum increase of 16%. Numerical simulation results show that when the groundwater level rises by 3 m, the axial force of the concrete support increases from 1550 kN to 1800 kN, a 16% increase; the axial force of the second steel support increases from 2180 kN to 2500 kN, a 15% increase; and the first steel support experiences the smallest increase, rising from 1980 kN to 2200 kN, an 11% increase.

6. Discussion

6.1. Excavation Settlement

Analysis of this study reveals that the rise in groundwater level due to rainfall is a critical factor triggering excavation deformation. A comparison with a numerical case study of a multi-layered soil excavation with a similar depth of 14 m [21] shows that the maximum settlement at the excavation center falls within the range of 35–40 mm in both cases, and the settlement values decrease gradually from the center towards the periphery (Figure 24a). This result confirms that the coupled hydro-mechanical simulation is a viable method for excavation analysis.

6.2. Impact of Rainfall on Supporting Structures

Rainfall has a pronounced effect on the lateral displacement of support piles, potentially increasing it by more than 50%. This result concurs with that reported from another excavation case in clay. The maximum lateral displacement of the retaining piles is typically observed at two-thirds of the pile depth, rather than at the top, a pattern which agrees with existing literature [33] (Figure 24b). Therefore, rational bracing design is an effective measure to mitigate the deformation of supporting structures under rainstorms [8]. Previous studies also suggest that the soil-nailing method can effectively control lateral excavation displacement [46]. In addition, scientific methods for testing the bearing capacity of supporting piles can benefit from the adoption of emerging technologies [47].

6.3. Mechanisms of Rainfall-Induced Excavation Response

Several mechanisms explain the increased excavation deformation and supporting structure forces. Under extreme rainfall conditions, fine particle migration in sandy soils reduces the soil permeability and increases pore water pressure, leading to a significant increase in soil displacement. This phenomenon has also been observed in studies on rainfall-induced slope failures [14]. Simultaneously, the reduction in soil matric suction due to rainfall infiltration makes excavations more prone to failure [34].

6.4. Engineering Application

Given the low cohesion and high sensitivity of the water-rich sandy stratum in this case, the proposed 15%H critical water level rise offers greater conservatism when applied to clay or gravelly soil sites [42]. For the foundation pit with larger width, the safety index needs to be further conservatively estimated. This study’s steady-state seepage-based approach is applicable to regions with stable or slowly varying water tables; for areas experiencing seasonal drought-rainfall cycles, transient coupled analysis is necessary to establish appropriate thresholds.

7. Conclusions

This study investigates the behavior of a Beijing excavation under a rare typhoon rainfall by integrating field monitoring with FLAC3D coupled simulations. The work examines the patterns of surface settlement, structural deformation, and internal forces, thereby proposing a safety threshold for hazard prevention. As evidenced by favorable comparisons with prior studies, the presented findings are reliable. The specific results are as follows:

(1)

This study quantitatively evaluates foundation pit deformation. During staged excavation, the ground surface at the slope crest exhibits an uplift near the excavation and settlement farther away, with a critical transition occurring within the range of X_t/H = 0.4~0.6. The findings also indicate that after excavation, the maximum uplift at the pit surface is approximately 0.1%H. When the groundwater level rises by 3 m (15%H), the maximum settlement at the slope crest reaches 0.2%H, while the maximum settlement at the pit surface approaches 0.15%H.

(2)

During excavation, the maximum deflection of the retaining piles δ_hm is approximately 0.14% of H_e, with the greatest lateral deformation occurring in the lower portion of the retaining pile. When the groundwater level rises, support axial forces increase by up to 16% and the maximum lateral displacement δ_hm of the retaining piles increases by 90%, with the largest displacement observed near the excavation bottom.

(3)

For foundation pits in high rainfall risk areas, the support system should incorporate a 20% safety margin, and the design should include reinforcement measures to mitigate the significant increase in lateral deflection.

(4)

This study used numerical simulations to predict a critical water rise height of 15%H in water-rich sand excavations, offering guidance for rain-related reinforcement in sandy soils. For excavations in different soil types, the critical hazardous height may vary.

(5)

In the study of pit seepage problems, it is crucial to select a constitutive model that more accurately reflects the loading and unloading processes of the soil. This paper simplifies the problem through a combination of field monitoring and numerical simulation. The Mohr-Coulomb model served as a pragmatic choice for this study due to the difficulty in determining accurate soil parameters during rainstorms. While its limitations are recognized, they are offset by its operational simplicity under current constraints. We advocate for future model refinement using the Hardening Soil (HS) or HS-Small model when a richer set of high-quality geotechnical parameters becomes available.