1. Introduction
The advancement of urban development offers a favorable prospect for the investigation of deep foundation excavation support engineering. There are many problems in deep foundation pit support engineering in China, such as complex geological conditions and fluctuating strata. The existing foundation excavation support design approach is excessively cautious and fails to guarantee construction safety, leading to significant resource and material waste. Therefore, it is the only way for low-carbon geotechnical engineering to adopt reasonable methods to make the design of foundation pit support more refined.
At present, there are three design methods for foundation pit support. Zheng Gang et al. [1] used the limit balance method to analyze the failure mode of the single-row supported foundation pit and the influence of engineering piles in the pit on the stability of the foundation pit. Zhang Fei et al. [2] used the limit analysis method to study the stability of the foundation pit. Lv N [3] analyzed the design with the equivalent beam method of single fulcrum row piles in a deep foundation pit retaining structure. Zhang Jingxian et al. [4] proposed a vertical elastic foundation beam model to solve the problem of nonlinear correlation between earth pressure and support structure deformation in the design of deep foundation pit support structures. Xu jianqiang et al. [5] used an elastic foundation beam model to study the force of the support structure. With conventional design methods, the internal force can generally only be calculated, and it is difficult to calculate the deformation of the supporting structure. The third method is the finite element method, which is considered to be the most promising calculation method. Based on the foundation pit support design scheme, Li Lin [6] used the three-dimensional finite element dynamic process numerical simulation to study the impact of foundation pit excavation on the surrounding existing structures. Niu Jiandong et al. [7] established finite element analysis models to study the deformation of foundation pits. Hu Shengbin et al. [8] used the numerical simulation method to study the influence of the distance between the foundation pit and tunnel and the width and depth of foundation pit excavation on the stress of the tunnel bolt. Sun Yongshuai et al. [9] used FLAC3D 6.0, a three-dimensional finite-difference software simulation, to study the variation law of formation stress. Ample researchers have carried out research around the optimization of foundation pit engineering and proposed many optimization design methods, such as modern engineering mathematical methods [10], inverse analysis methods [11], and computer-aided design methods [12], Monte-Carlo stochastic simulation methods [13], numerical calculation methods [14], hybrid neural network methods [15], support vector machine approaches [16], projection pursuit methods [17], and system engineering optimization design methods [18]. In order to determine the relationship between influencing factors and the best bid plan, Shi, HW [19] developed an evaluation model for deep foundation pit support schemes based on UM. Most studies use only a single approach, and the optimization effect is not obvious. Furthermore, Lei Gang et al. [20] used an optimized MSD method to predict foundation pit deformation under specific formation conditions. Guangdong Han et al. [21] studied the internal process control of deep foundation pit engineering and the coordination of internal and environmental systems. According to the rule of the genetic algorithm, Wang Hui [22] designed the optimization design system of the pile anchor supporting structure in a deep foundation pit. These studies provide important guidance for the practical engineering application of foundation pit support.
Some scholars have used theoretical calculation and numerical simulation optimization design methods to study the deep foundation pit support, but most of the numerical simulation methods have given up the calculation accuracy in order to pursue the calculation efficiency, that is, simplifying the undulating strata to horizontal strata to establish a numerical model and carry out simulation. In order to improve the simulation accuracy, this paper establishes a numerical model of the volatile formation on the basis of theoretical calculations and uses the numerical simulation method to optimize the support scheme. In this way, the refined design of foundation pit support can be realized, the consumption of engineering resources can be reduced, and the low-carbon design can be realized.
2. The Engineering Situation
2.1. Site Condition
The north side of the relying project is a school and residential area, and the south side is woodland and village collective land. The northern side of the foundation pit is adjacent to a 40-m-wide highway designed for a speed of 60 km/h. The rest of the pipelines have been rerouted, and there are no other buildings around. The excavation pit has a length of 168 m and a width of 27.3 m, with an average depth of approximately 28 m, resulting in an excavated area of 129,360 m2. The safety level of the foundation pit, taking into account both its surroundings and its own environment, is classified as level I, and the construction safety level is also level I. Therefore, a safety factor of 1.1, which is considered important, is applied. Figure 1 shows the surrounding environment of the foundation pit.
The construction site is situated within the Laoshan District of Qingdao. The landform along the line belongs to the denudation slope ~ intermountain flood alluvial landform. The formation parameters are shown in Table 1.
2.2. Support Design Scheme
The foundation pit support scheme employs the support form of anchor pulling in combination with internal support. The supporting structure comprises reinforced concrete bored piles and high-pressure rotary piles, with diameters of 1200 mm and 700 mm, respectively, and spacings of 1500 mm and 850 mm, respectively. The length of the bored pile is 35 m, and the concrete grade is C45. The steel mesh is φ8@200 mm × 200 mm and is hung between the piles, on which 100 mm thick C20 concrete is sprayed, and the reinforcement mesh is connected to form an integral water stop curtain.
The foundation pit is a relatively regular long strip foundation pit with three internal supports. The first one is a reinforced concrete beam, and the lower two are steel pipe beams. The grade of the concrete is C30, and prestress is applied. The 2.5-m-high soil layer is supported by a temporary enclosure. The first internal support is supported at 2.5 m underground, and the vertical spacing between the latter two is 7 m and 4 m, respectively. HRB400 steel bar is used as an anchor bolt, which is anchored by a nut and steel plate. Grouting material: cement mortar. Anchorage strength is not less than 25 MPa. The prestress locking value of the foot locking bolt is 500 kN. Information on foundation pit design is shown in Table 2.
3. Foundation Pit Support Scheme Design
3.1. Theoretical Calculation Design
3.1.1. Calculation Model
From Figure 2, it is apparent that the foundation pit has a depth of 28 m and utilizes a composite support system consisting of anchor piles and internal bracing. The pile length is 33.5 m, and three internal supports and twelve bolts are arranged. The parameters of the anchor bolt and internal support are shown in Table 3 and Table 4, respectively.
3.1.2. Calculation Working Conditions
Excavation of the foundation pit is carried out by the open excavation method, with simultaneous excavation and support. The design calculation is based on the parameters of the soil layer on site, including calculating the magnitude of the active soil pressure and determining the maximum depth at which the soil layer can remain stable after excavation. This is used to determine the depth of excavation for each layer. According to the engineering situation of reasonable engineering excavation layered calculation, finally achieve support completion. The working conditions are divided as shown in Figure 3.
The computer-aided design method is employed to calculate the supporting structure of the deep foundation pit, which involves the calculation of earth pressure, the design of equal section reinforcement of piles, the calculation of internal force and deformation, the calculation of anchor pile and bolt, the checking calculation of uplift resistance of the supporting pile, the checking calculation of overall stability, and the checking calculation of anti-overturning.
3.2. Numerical Simulation Optimization
3.2.1. Numerical Simulation Optimization Scheme
The theoretical calculation and design of the foundation pit revolve around the anchor pile and internal support structure. Due to the length of the pile (i.e., 35 m), the construction is inconvenient and costly. Therefore, it is recommended to use the numerical simulation method to optimize the structure based on local engineering experience. The southeast side of the foundation pit is high, and the corresponding load is large, so the steel pipe piles and anchor support are adopted. The anchor is pulled at the top of the steel pipe pile and 1.5 m underground. The rest of the upper part of the support is supported by reinforced concrete bored piles with a diameter of 1000 mm and a spacing of 1500 mm and jet grouting piles with a diameter of 900 mm and a spacing of 600 mm. The length of the pile is 13 m, and the grade of the concrete is C45.
The lower part of the foundation pit is supported by a φ168 @ 1500 steel pipe pile with a minimum insertion depth of 1.5 m and a pile length of 16.5 m. Additionally, prestressed anchors using HRB400 steel bars are installed to anchor 14 m below the top of the steel pipe pile.
The foundation pit is a regularly shaped, elongated pit with a concrete support as the initial support, measuring 1200 × 900 in size and made of C30 reinforced concrete. The second and third supports are constructed with φ800 mm and t = 20 mm steel tubes, with a vertical spacing of 7 m and 4 m, respectively, and a horizontal spacing consistent with the theoretical design. The bolts have a horizontal spacing of 1.5 m and an inclination angle of 15°. The specific parameters are presented in Table 5.
3.2.2. Foundation Pit Numerical Model
The excavation pit has a length of 168 m and a width of 27.3 m, with an average depth of approximately 28 m. The general length of the horizontal direction around the foundation pit in the model is about 3~4 times the side length of the foundation pit. The length of the depth direction of the model is 2~4 times of the depth of the downward extension foundation pit. Since the jet grouting pile is mainly used as a waterproof curtain, this study mainly focuses on the calculation of deformation and stress.
The foundation pit model is 416.5 m × 197.3 m × 92 m. The coordinate origin is located in the upper left corner of the proximal soil layer. The length of the grid element near the foundation pit is 1 m and 3 m in other positions. The numerical model has 162,039 grids in total, as shown in Figure 4.
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(1). Soil layer model and parameters
The Mohr–Coulomb constitutive relation model is used for the soil and rock mass model, so the Mohr–Coulomb theory is suitable for the stability of deep foundation pit excavation. Information on the soil layer is shown in Table 6.
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(2). Structural unit parameters
The structure includes an anchor rod and supporting pile. The parameters are as follows (Table 7, Table 8 and Table 9).
4. Calculation Results Comparison Analysis
4.1. Theoretical Design Calculation Results Analysis
The computer-aided design software is used to calculate the supporting structure of a deep foundation pit, including the deformation analysis of the foundation pit, the internal force analysis of the structure, and the overall stability analysis. According to the needs of design and construction conditions, the excavation calculation is carried out according to the division of labor.
4.1.1. Foundation Pit Deformation Analysis
The theoretical calculation of foundation pit settlement is mainly calculated by the parabolic method, the triangular method, and the exponential method. The results calculated by different methods are different. In the actual design, in order to ensure the safety of construction, the maximum value is taken as the design calculation. The results of the deep foundation pit are shown in Figure 5.
As shown in Figure 5, the maximum result calculated using the exponential method is 55 mm, while the result calculated using the triangular method is 37 mm, and the result calculated using the parabolic method is 29 mm. The settlement values of the deep foundation pit ground calculated by the three methods are within the range of 0.2% H (56 mm) allowed by the specification, but the settlement of the elastic method is too close to the standard. During the construction process, the reinforcement of the ground settlement of the long side wall should be strengthened as well.
In the analysis of the horizontal displacement of the foundation pit’s sidewall, the elastic method was employed to design the support structure. Based on the foundation pit’s ultimate working condition, it was determined that the maximum horizontal displacement of the support structure anchored with piles is 33.94 mm. This displacement value satisfies the requirement of the first-level deep foundation pit, which is set at 0.3% H.
4.1.2. Internal Force Analysis of Deep Foundation Pit Support
The internal force analysis of the deep foundation pit support structure primarily involves the application of classical and elastic methods. The internal forces of the supporting structure for the foundation pit are determined using the elastic fulcrum method, where the calculated values are multiplied by a safety importance coefficient of 1.25. Table 10 presents the maximum bending moments and shear forces on both the inner and outer sides of the foundation pit, while Table 11 displays the internal forces acting on the anchor rods.
4.1.3. Overall Stability Analysis of Deep Foundation Pit
The comprehensive stability analysis of a deep foundation pit is determined using the Swedish slice method, and the calculation model is depicted in Figure 6. The calculation theory used is the total stress method of earth pressure, and the width of each soil band is 1.00 m. The radius of the sliding arc is 25.826 m, and the coordinates of the arc center are X = −5.592 m and Y = 17.927 m. The software computes the safety factor for the overall stability of the deep foundation pit to ensure that the foundation pit remains stable. According to the calculation of the minimum value analysis, it can be concluded that the overall stability safety factor of the foundation pit is Ks = 2.292 > 1.350, which meets the safety requirements of the specification.
4.2. Analysis of Numerical Simulation Optimization
The simulation analysis of deep foundation pit support construction is to simulate the unloading process of rock and soil mass under actual conditions, but the unloading stress paths of different heights and different parts of the foundation pit are completely different. Based on the principle of finite difference, FLAC3D 6.0 has the capability to model excavation processes and display changes in displacement and stress.
4.2.1. Results of Foundation Pit Settlement
The construction process for the deep foundation pit supported by bored piles involves first leveling the site and subsequently executing the pile support construction. After the supporting pile is added to the model, the displacement of the foundation pit unit soil is shown in Figure 7. The strata are uneven; the overlying soil layer is plain fill, and the lower soil layer is granite. As a result of the high elevation in the center of the foundation pit, after site leveling measures are taken, the gravitational stress of the soil is relieved, resulting in an upward displacement of the ground surface with a maximum settlement of 6.58 mm. After driving into the retaining pile, the soil settlement under the foundation pit changes slightly, and the maximum downward settlement displacement of the model is 5.26 mm.
The excavation of the foundation pit adopts the NULL model, and the settlement of the first inner support is shown in Figure 8. From the side wall of the foundation pit, it can be seen that the settlement inside the foundation pit is almost unchanged due to the action of the supporting pile, which indicates that the supporting pile bears almost all the earth pressure. With the increase in excavation depth, it is obvious that the supporting pile alone cannot maintain the stability of the foundation pit. Therefore, it is necessary to apply internal support and an anchor rod to share the shear force of the supporting pile.
The addition of internal bracings significantly reduces the internal force of retaining piles and limits the horizontal displacement of excavation. When FLAC3D 6.0 simulation is carried out, the beam element is used to represent the internal support simulation. The displacement when the internal support is added is shown in Figure 9. Taking into consideration the analysis of the obtained results, it can be concluded that, in addition to the uplift caused by the previous site leveling, the maximum land subsidence is 5.26 mm.
Finally, the supporting effect of the bolt is simulated. The bolt element is used to reduce the stress on the pile foundation and the inner support, and the durability of the supporting structure is increased. A prestress of 500 kN is applied to the bolt. The displacement settlement after adding the bolt is shown in Figure 10. The observation of Figure 10 reveals that the ground settlement does not change, and the bolt shares part of the shear force of the supporting pile.
Monitoring points in numerical models are established in the center of the long side of the foundation pit, and Figure 11 illustrates the settlement changes observed throughout the entire construction process. The midpoint settlement of the foundation pit is gradually increasing with the excavation. As the settlement of the support structure is gradually improved by the side wall, the displacement curve becomes gentle. After the support is completed, the curve is stable, and the maximum surface settlement of the midpoint at the long side of the foundation pit is 2.12 mm.
4.2.2. Horizontal Displacement of Foundation Pit Sidewalls by Numerical Calculation
Prior to the excavation of the deep foundation pit, supporting piles are driven into the ground first, resulting in minimal horizontal displacement of the foundation pit’s sidewalls following excavation. The horizontal displacement of the side wall of the foundation pit gradually increases with the excavation of the foundation pit. The horizontal displacement of the surface in the middle of the long side of the foundation pit is shown in Figure 12. As a consequence of stress redistribution resulting from the excavation of the foundation pit, horizontal soil displacement begins to increase. Upon excavation to the bottom, maximum horizontal displacement deformation is attained. The change in maximum horizontal displacement decreases with the improvement of supporting structures. The horizontal displacement of the middle section of the foundation pit’s long side gradually decreases and approaches a state of stability. The final stable displacement of the supporting structure measures 0.2836 mm, complying with the deformation requirements specified for the foundation pit.
4.2.3. Results of the Internal Force of Structural Element Simulation
When the foundation pit is not excavated, the force exerted on the supporting pile can be disregarded. Subsequent to the excavation of the foundation pit, the supporting pile constrains the deformation of the foundation pit’s sidewall and is subject to lateral soil pressure. The force of the supporting pile is shown in Figure 13. At this time, no internal support is added, and the soil pressure borne by the supporting pile is very uneven. The shear force of the supporting pile is 1.75 × 106 N, and the maximum shear force of the single pile is 1.341 × 106 N in design calculation. The simulated shear force obviously exceeds the calculated value, which is unfavorable to the structure.
When the inner support is added, it can be seen that the pile force is not only reduced but also becomes very uniform, and the inner support balances the earth pressure on both sides. The internal support and supporting pile force are shown in Figure 14. It can be seen from the figure that the shear force in the supporting pile is 1 × 106 N, and the maximum shear force in the design value of the supporting pile is 1.341 × 106 N. The shear force is significantly reduced.
Upon the inclusion of the anchor rod, Figure 15 illustrates the force acting on the supporting structure. Due to the addition of the anchor rod, the maximum shear force of the pile unit is reduced, and the shear force of most piles is 0.25106 N. As a result of implementing the anchor rod, the internal force exerted on the supporting pile decreases and the supporting capacity of the anchor-pile structure increases. Compared with the design value of 1.341106 N, the diameter of the pile can be reduced. According to material quantity estimation, the material can be saved by about 20%. The maximum force of the anchor rod is prestress and appears in the anchor pull section.
The simulation results of the optimization scheme show that the optimized supporting structure has a good constraint effect on the deformation of the foundation pit. There are 6 anchor rods, and the longest supporting pile is 16.5 m, which is far less than the length of a single pile in the design calculation. The maximum shear force of the supporting pile is 1.25 × 106 N, which is less than the shear force of 1.341 × 106 N calculated by design. The maximum force of the inner support is 2 × 106 N, which is less than the maximum internal force value of 2.69 × 106 N in the design calculation. The maximum force of the bolt is 0.5 × 106 N, which is less than the maximum force of 0.8 × 106 N in the design calculation. All of them meet the requirements for foundation pit support and foundation pit deformation. The optimized design scheme is reasonable and effective.
5. Conclusions
The deep foundation pit support is theoretically designed through software utilization, and numerical simulations are performed to optimize the support scheme. The following conclusions are drawn:
(1). Computer-aided software is used to design the supporting structure of the deep foundation pit. The maximum settlement of the foundation pit is 55 mm, which is less than 0.2% of the depth of the foundation pit (56 mm). The maximum horizontal displacement of the foundation pit is 33.94 mm, which is less than 0.3% of the depth of the foundation pit (84 mm). The maximum shear force of the supporting pile is 1341.8 kN, and the maximum internal force of the anchor rod is 1295.88 kN;
(2). The numerical simulation method is used to establish a three-dimensional deep foundation pit model, and the support scheme is optimized. The final settlement of the surface, the maximum horizontal displacement, and the force of the support structure are less than the design value of the theoretical calculation;
(3). This paper combines computer-aided design software and numerical simulation software and plays to their respective advantages. Computer-aided design software has great advantages in the selection of supporting forms, and numerical simulation can intuitively reveal the stress and displacement changes of the foundation pit structure. The combination of the two can not only improve efficiency but also reduce the waste of resources. While improving the design economy, it greatly saves resources and achieves low-carbon design.
Methodology, Y.L. and J.X.; Software, J.L.; Writing—original draft, X.W. and H.X.; Writing—review & editing, W.W. and Z.Z. All authors have read and agreed to the published version of the manuscript.
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Footnotes
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Enlarge this image.Figure 9. Settlement diagram of foundation pit with internal support after excavation.
Enlarge this image.Figure 12. Horizontal displacement of the monitoring points by numerical calculation.
Mechanical parameters of soil.
| No. | Hydrogeology | Depth/m | γ/(kN·m−3) | c/kPa | φ/° | qsik/kPa |
|---|---|---|---|---|---|---|
| 1 | Plain fill | 4.5 | 18 | 16 | 20 | 20 |
| 2 | Coarse-grained sand with clayey soil | 4.2 | 20.5 | 9 | 38 | 120 |
| 3 | Strongly weathered granite | 1.4 | 23 | 7.5 | 43 | 180 |
| 4 | Moderately weathered granite | 2.75 | 26 | 16 | 55 | 400 |
| 5 | Slightly weathered granite | 15 | 26.5 | 22 | 65 | 800 |
Information on foundation pit design.
| Foundation Pit Depth H/m | Embedment Depth/m | Concrete Strength | Pile Diameter/m | Pile Spacing/m | Crown Beam Width/m | Crown Beam Height/m | Overload/kPa |
|---|---|---|---|---|---|---|---|
| 28 | 7 | C45 | 1.2 | 1.5 | 1 | 1.2 | 20 |
Parameters of anchor support.
| Number | Support Anchor Type | Horizontal Spacing (m) | Vertical Spacing (m) | Angle of Incidence (°) | Overall Length (m) | Length of Anchorage Section (m) |
|---|---|---|---|---|---|---|
| 1 | internal bracing | 9.000 | 1.500 | --- | --- | --- |
| 2 | Anchor Rod | 1.500 | 1.500 | 25.00 | 24.00 | 9.50 |
| 3 | Anchor Rod | 1.500 | 2.000 | 25.00 | 23.50 | 10.00 |
| 4 | Anchor Rod | 1.500 | 2.000 | 25.00 | 20.00 | 7.50 |
| 5 | Anchor Rod | 1.500 | 2.000 | 25.00 | 19.00 | 7.50 |
| 6 | internal bracing | 3.000 | 0.500 | --- | --- | --- |
| 7 | Anchor Rod | 1.500 | 1.500 | 25.00 | 16.50 | 6.00 |
| 8 | Anchor Rod | 1.500 | 2.000 | 25.00 | 15.50 | 6.00 |
| 9 | internal bracing | 3.000 | 0.500 | --- | --- | --- |
| 10 | Anchor Rod | 1.500 | 1.500 | 25.00 | 15.00 | 6.00 |
| 11 | Anchor Rod | 1.500 | 2.000 | 25.00 | 14.00 | 6.00 |
| 12 | Anchor Rod | 1.500 | 2.000 | 25.00 | 13.00 | 6.00 |
| 13 | Anchor Rod | 1.500 | 2.000 | 25.00 | 12.50 | 6.00 |
| 14 | Anchor Rod | 1.500 | 2.000 | 25.00 | 12.50 | 6.00 |
| 15 | Anchor Rod | 1.500 | 2.000 | 25.00 | 12.50 | 6.00 |
Information on internal support.
| Number | Support Type | Horizontal Spacing (m) | Vertical Spacing (m) |
|---|---|---|---|
| 1 | Reinforced concrete internal support | 9 | 1.5 |
| 2 | Steel pipe supports | 3 | 7 |
| 3 | Steel pipe supports | 3 | 4 |
Numerical simulation of anchor support information.
| Number | Anchor Type | Horizontal Spacing/m | Vertical Spacing/m | Angle of Incidence/° | Overall Length/m | Length of Anchorage Section/m |
|---|---|---|---|---|---|---|
| 1 | Anchor Rod | 1.500 | 2.000 | 15.00 | 13.00 | 7.00 |
| 2 | Anchor Rod | 1.500 | 2.000 | 15.00 | 13.00 | 7.00 |
| 3 | Anchor Rod | 1.500 | 2.000 | 15.00 | 13.00 | 6.00 |
| 4 | Anchor Rod | 1.500 | 2.000 | 15.00 | 12.00 | 6.00 |
| 5 | Anchor Rod | 1.500 | 2.000 | 15.00 | 12.00 | 6.00 |
| 6 | Anchor Rod | 15.000 | 2.000 | 15.00 | 12.00 | 6.00 |
Information on the soil layer.
| Number | Name | γ/(kN·m−3) | c/kPa | φ/° | Young’s Modulus/Mpa | Poisson’s Ratio |
|---|---|---|---|---|---|---|
| 1 | Plain fill | 1800 | 16 | 10 | 23 | 0.3 |
| 2 | Coarse-grained sand with clayey soil | 2050 | 9 | 27 | 32 | 0.25 |
| 3 | Strongly weathered granite | 2300 | 7.5 | 30 | 9000 | 0.23 |
| 4 | Moderately weathered granite | 2600 | 16 | 40 | 15,000 | 0.17 |
| 5 | Strongly weathered granite | 2650 | 22 | 48 | 22,000 | 0.14 |
Support pile parameter information.
| Number | Name | Distance from the Ground/m | Young’s Modulus/(×105 Mpa) | Poisson’s Ratio | Cross-Sectional Area/m2 |
|---|---|---|---|---|---|
| 1 | Bored Pile | 1.5 | 3.2 | 0.28 | 23 |
| 2 | Steel pipe piles | 14 | 3.5 | 0.3 | 7 |
Anchor rod parameter information.
| Young’s Modulus/(×105 Mpa) | Compressive Strength/kN | Tensile Strength/kN | Cross-Sectional Area/(×10−4 m2) |
|---|---|---|---|
| 2.1 | 300 | 3000 | 3.14 |
Support parameter information.
| Number | Name | Distance from the Ground/m | Young’s Modulus/(×105 Mpa) | Poisson’s Ratio | Cross-Sectional Area/m2 |
|---|---|---|---|---|---|
| 1 | Reinforced concrete beams | 1.5 | 0.3 | 0.3 | 1.08 |
| 2 | Steel pipe beam | 8.5 | 3.55 | 0.27 | 0.502 |
| 3 | Steel pipe beam | 11.5 | 3.55 | 0.27 | 0.502 |
Maximum shear and bending moment values for the inside and outside of deep foundation pit.
| Internal Force Type | Calculated Value by Elastic Method | Classical Method of Calculating Values | Internal Force Design Value | Practical Value of Internal Force |
|---|---|---|---|---|
| Maximum bending moment inside foundation pit (kN·m) | 2504.24 | 2146.62 | 2926.83 | 2926.83 |
| Maximum bending moment outside foundation pit (kN·m) | 2358.81 | 2207.47 | 2756.86 | 2756.86 |
| Maximum shear force (kN) | 1325.29 | 1040.69 | 1822.27 | 1822.27 |
Maximum internal force values of anchor rod.
| Anchor Road Number | Maximum Internal Force Elasticity Method (kN) | Maximum Internal Force Classical Method (kN) |
|---|---|---|
| 1 | 0.00 | 385.71 |
| 2 | 300.00 | 8.00 |
| 3 | 450.00 | 10.00 |
| 4 | 400.00 | 12.00 |
| 5 | 550.00 | 128.33 |
| 6 | 300.00 | 128.33 |
| 7 | 450.00 | 10.00 |
| 8 | 450.00 | 12.00 |
| 9 | 550.00 | 128.33 |
| 10 | 800.00 | 10.00 |
| 11 | 800.00 | 10.00 |
| 12 | 800.00 | 10.00 |
| 13 | 800.00 | 15.00 |
| 14 | 750.00 | 15.00 |
| 15 | 550.00 | 15.00 |
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; Xie, Haodong 2 ; Zhang, Zixuan 2 1 Xi’an Research Institute of High-Tech, Xi’an 710025, China
2 School of Highway, Chang’an University, Xi’an 710064, China