Method, system, device and medium for analyzing vertical bearing capacity of horizontal retaining structure

Abstract

The application provides a horizontal retaining structure vertical bearing capacity analysis method, system, device and medium, relates to the foundation pit engineering and slope supporting technical field, and the method comprises the following steps: obtaining the earth pressure coefficient according to the soil body parameters of the upper and lower soil layers of the foundation pit excavation surface; determining the inflection point depth according to the earth pressure coefficient and combining the weighted average unit weight of the upper and lower soil layers of the foundation pit excavation surface respectively; dividing the support pile of the horizontal retaining structure according to the inflection point depth, determining the positive friction resistance area and the negative friction resistance area of the support pile, and obtaining the positive friction resistance of the positive friction resistance area and the negative friction resistance of the negative friction resistance area; determining the end resistance of the support pile according to the pile body diameter of the support pile and the end resistance characteristic value of the end soil layer of the support pile; and determining the vertical bearing capacity of the horizontal retaining structure according to the positive friction resistance and the negative friction resistance, and combining the end resistance. The application improves the analysis precision of the vertical bearing capacity of the horizontal retaining structure.

Description

Technical Field

[0001] This invention relates to the field of foundation pit engineering and slope protection technology, and more specifically, to a method, system, equipment and medium for analyzing the vertical bearing capacity of horizontal retaining structures. Background Technology

[0002] In foundation pit engineering and slope protection, horizontal retaining structures typically bear both horizontal and vertical loads simultaneously. The vertical bearing capacity directly determines the overall stability and safety of the support system. Currently, foundation pit support structure design usually employs empirical analogies or simplified mechanical models.

[0003] In related technologies, the analysis of vertical bearing capacity typically simplifies the support structure as a single-span or multi-span continuous beam, neglecting pile-soil interaction, the nonlinearity of pile side friction distribution, and the mechanism of pile end resistance. This fails to accurately characterize the vertical stress characteristics of the support structure. Furthermore, due to soil unloading and rebound caused by excavation, the columns experience vertical displacement, and uneven settlement creates additional secondary stresses in the support structure, thus affecting the vertical bearing capacity. Therefore, the results of vertical bearing capacity analysis often deviate significantly from measured data, making it difficult to reflect the true stress state. Summary of the Invention

[0004] The problem addressed by this invention is how to improve the accuracy of the analysis of the vertical bearing capacity of horizontal retaining structures.

[0005] To address the aforementioned problems, this invention provides a method, system, equipment, and medium for analyzing the vertical bearing capacity of horizontal retaining structures.

[0006] In a first aspect, the present invention provides a method for analyzing the vertical bearing capacity of a horizontally supported structure, comprising: The soil pressure coefficient is obtained based on the soil parameters of the upper and lower soil layers at the excavation surface of the foundation pit. Based on the earth pressure coefficient, and combined with the weighted average unit weight of the upper and lower soil layers at the excavation surface of the foundation pit, the depth of the inflection point is determined. The support piles of the horizontal retaining structure are divided according to the depth of the inflection point to determine the positive skin friction zone and the negative skin friction zone of the support piles, and the positive skin friction of the positive skin friction zone and the negative skin friction of the negative skin friction zone are obtained. The end resistance of the support pile is determined based on the pile diameter and the end resistance characteristic value of the soil layer at the pile tip. Based on the positive and negative skin friction resistances, and in conjunction with the end resistance, the vertical bearing capacity of the horizontal retaining structure is determined.

[0007] Optionally, obtaining the earth pressure coefficient based on the soil parameters of the upper and lower soil layers at the excavation surface of the foundation pit includes: Based on the soil parameters of the upper soil layer at the excavation surface of the foundation pit, determine the internal friction angle of the upper soil layer; Based on the soil parameters of the lower soil layer at the excavation surface of the foundation pit, determine the internal friction angle of the lower soil layer; The active earth pressure coefficient is determined based on the internal friction angle of the upper soil layer; The passive earth pressure coefficient is determined based on the internal friction angle of the underlying soil layer. The active earth pressure coefficient and the passive earth pressure coefficient are used as the earth pressure coefficient.

[0008] Optionally, determining the inflection point depth based on the earth pressure coefficient and the weighted average unit weight of the upper and lower soil layers at the excavation surface includes: Based on the active earth pressure coefficient, combined with the weighted average unit weight of the upper soil layer, the excavation depth of the foundation pit, and the preset soil cohesion, the earth pressure intensity of the upper soil layer is determined. The depth of the inflection point is determined based on the passive earth pressure coefficient, the weighted average unit weight of the lower soil layer, and the earth pressure intensity of the upper soil layer.

[0009] Optionally, the step of dividing the support piles of the horizontal retaining structure according to the depth of the inflection point to determine the positive skin friction zone and the negative skin friction zone of the support piles includes: The area above the inflection point depth of the support pile is defined as the negative skin resistance zone. The region from the depth of the inflection point to the bottom of the support pile is defined as the positive friction zone.

[0010] Optionally, obtaining the positive friction resistance of the positive friction resistance zone and the negative friction resistance of the negative friction resistance zone includes: The negative skin friction is determined based on the preset negative skin friction coefficient, combined with the pile diameter of the support pile, the depth of the inflection point, and the weighted average unit weight of the upper soil layer. The positive skin friction is determined based on the negative skin friction, combined with the total length of the support pile and the pile diameter.

[0011] Optionally, determining the end resistance of the support pile based on the pile diameter and the end resistance characteristic value of the soil layer at the pile tip includes: The characteristic value of the end resistance of the soil layer at the pile tip is determined based on the type, state, and depth of the soil layer at the pile tip. The end resistance of the support pile is determined based on the pile diameter and the end resistance characteristic value.

[0012] Optionally, determining the vertical bearing capacity of the horizontal retaining structure based on the positive skin friction and the negative skin friction, combined with the end resistance, includes: The end resistance and the positive friction resistance are added together to obtain the total resistance. The difference between the sum of the resistances and the negative frictional resistance is calculated to obtain the resistance interpolation. The resistance interpolation is used as the vertical bearing capacity of the horizontal retaining structure.

[0013] Secondly, the present invention provides a vertical bearing capacity analysis system for horizontal retaining structures, comprising: The coefficient calculation unit is used to obtain the earth pressure coefficient based on the soil parameters of the upper and lower soil layers of the foundation pit excavation surface. The depth calculation unit is used to determine the inflection point depth based on the earth pressure coefficient and the weighted average unit weight of the upper and lower soil layers at the excavation surface of the foundation pit. The partition calculation unit is used to divide the support piles of the horizontal retaining structure according to the depth of the inflection point, determine the positive skin friction zone and the negative skin friction zone of the support piles, and obtain the positive skin friction of the positive skin friction zone and the negative skin friction of the negative skin friction zone. The end resistance calculation unit is used to determine the end resistance of the support pile based on the pile diameter and the end resistance characteristic value of the soil layer at the pile tip. The bearing capacity calculation unit is used to determine the vertical bearing capacity of the horizontal retaining structure based on the positive skin friction and the negative skin friction, combined with the end resistance.

[0014] Thirdly, the present invention provides an electronic device, comprising: a processor and a memory, wherein the memory is used to store a computer program; When a computer program is loaded by a processor, it causes the processor to execute the above method for analyzing the vertical bearing capacity of a horizontal support structure.

[0015] Fourthly, the present invention provides a computer-readable storage medium having a computer program stored thereon, wherein when the computer program is executed by a processor, the above-described method for analyzing the vertical bearing capacity of a horizontal retaining structure is implemented.

[0016] The present invention provides a method, system, equipment, and medium for analyzing the vertical bearing capacity of horizontal retaining structures. It obtains the earth pressure coefficient from soil parameters of the upper and lower soil layers at the excavation surface of the foundation pit, accurately acquiring foundation parameters of the pile side earth pressure distribution based on the actual soil layer characteristics, avoiding distortion in stress calculations caused by parameter simplification. By determining the inflection point depth based on the earth pressure coefficient and the weighted average unit weight of the soil layers, it accurately locates the critical position where the relative displacement direction of the pile and soil reverses, avoiding the arbitrariness of traditional empirical zoning and achieving a scientific definition of the stress zone. Furthermore, it divides the positive and negative skin friction zones of the retaining piles according to the inflection point depth and obtains the corresponding values. This invention quantifies the force contribution and weakening effect of different sections of the pile body based on skin friction, accurately reflecting the actual skin friction distribution under pile-soil interaction. By determining the end resistance based on the pile diameter and end resistance characteristic value, it accurately calculates the end bearing contribution, comprehensively covering the key components of the vertical force of the retaining pile and avoiding calculation errors caused by omitting end resistance. Furthermore, by integrating positive skin friction, negative skin friction, and end resistance to determine the vertical bearing capacity, it constructs a realistic mechanical equilibrium relationship, comprehensively considering the force influence of soil unloading and pile-soil interaction, and eliminating calculation errors caused by traditional simplified models. In summary, this invention improves the analytical accuracy of the vertical bearing capacity of horizontal retaining structures, accurately reflecting the actual stress state of the retaining structure under foundation pit excavation conditions, effectively overcoming calculation errors caused by traditional empirical analogies and simplified mechanical models, and significantly improving the safety and reliability of foundation pit and slope support engineering design. Attached Figure Description

[0017] Figure 1 This is a flowchart illustrating the method for analyzing the vertical bearing capacity of a horizontal retaining structure according to an embodiment of the present invention. Figure 2 This is a schematic diagram illustrating the vertical bearing capacity analysis of a horizontal retaining structure according to another embodiment of the present invention. Figure 3 This is a schematic diagram of the vertical bearing capacity analysis system for a horizontal retaining structure according to another embodiment of the present invention. Detailed Implementation

[0018] To make the above-mentioned objects, features, and advantages of the present invention more apparent and understandable, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. Although some embodiments of the present invention are shown in the drawings, it should be understood that the present invention can be implemented in various forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided to provide a more thorough and complete understanding of the present invention. It should be understood that the accompanying drawings and embodiments of the present invention are for illustrative purposes only and are not intended to limit the scope of protection of the present invention.

[0019] It should be understood that the various steps described in the method embodiments of the present invention may be performed in different orders and / or in parallel. Furthermore, the method embodiments may include additional steps and / or omit the steps shown. The scope of the present invention is not limited in this respect.

[0020] The term "comprising" and its variations as used herein are open-ended, meaning "including but not limited to"; the term "based on" means "at least partially based on"; the term "one embodiment" means "at least one embodiment"; the term "another embodiment" means "at least one additional embodiment"; the term "some embodiments" means "at least some embodiments"; and the term "optionally" means "optional embodiments". Definitions of other terms will be given in the following description. It should be noted that the concepts of "first," "second," etc., mentioned in this invention are used only to distinguish different devices, modules, or units, and are not intended to limit the order of functions performed by these devices, modules, or units or their interdependencies.

[0021] It should be noted that the terms "a" and "a plurality of" used in this invention are illustrative rather than restrictive. Those skilled in the art should understand that, unless otherwise expressly indicated in the context, they should be understood as "one or more".

[0022] Combination Figure 1 As shown, the method for analyzing the vertical bearing capacity of a horizontal retaining structure provided in this embodiment of the invention includes: The soil pressure coefficient is obtained based on the soil parameters of the upper and lower soil layers at the excavation surface of the foundation pit.

[0023] Specifically, the earth pressure coefficient is determined based on the actual soil parameters of the soil layers above and below the excavation surface of the foundation pit. This can reflect the natural stress state of the soil inside and outside the foundation pit, and provide basic parameters that conform to the actual engineering situation for the subsequent pile stress and inflection point positioning. This avoids the earth pressure calculation from deviating from the actual situation due to the simplification of soil parameters or empirical values.

[0024] Based on the earth pressure coefficient and the weighted average unit weight of the upper and lower soil layers at the excavation surface of the foundation pit, the depth of the inflection point is determined.

[0025] Specifically, the depth of the inflection point is determined based on the earth pressure balance condition. The inflection point is taken as the critical position where the relative displacement direction of the pile and soil changes. The stress range of the pile body is scientifically divided, replacing traditional experience judgment or simplified assumptions. This gives the stress zoning of the support pile a clear mechanical basis and improves the rationality and accuracy of subsequent friction calculation.

[0026] The support piles of the horizontal retaining structure are divided according to the depth of the inflection point to determine the positive skin friction zone and the negative skin friction zone of the support piles, and the positive skin friction of the positive skin friction zone and the negative skin friction of the negative skin friction zone are obtained.

[0027] Specifically, the pile body is divided into a negative skin friction zone and a positive skin friction zone with the inflection point as the boundary. The skin friction of the corresponding sections is calculated separately. This can simultaneously consider the downward load generated by the settlement of the soil around the pile and the upward bearing capacity provided by the soil on the side of the pile, thereby restoring the nonlinear skin friction distribution under the interaction between the pile and the soil and solving the problem that the traditional method only calculates the positive skin friction and ignores the influence of the negative skin friction.

[0028] The end resistance of the support pile is determined based on the pile diameter and the end resistance characteristic value of the soil layer at the pile tip.

[0029] Specifically, the pile end resistance is calculated by combining the pile body size and the bearing characteristics of the soil layer at the pile tip, which accurately reflects the contribution of the bearing layer at the pile tip to the vertical bearing capacity, fully covers the core components of the vertical force of the support pile, and avoids incomplete bearing capacity calculation due to ignoring the pile end resistance or simplifying the end force.

[0030] Based on the positive and negative skin friction resistances, and in conjunction with the end resistance, the vertical bearing capacity of the horizontal retaining structure is determined.

[0031] Specifically, positive skin friction, negative skin friction, and end resistance are incorporated into a unified mechanical equilibrium relationship for calculation. The net bearing capacity is used to reflect the true vertical bearing capacity of the support structure. The actual working conditions such as excavation unloading and relative displacement of piles and soil are fully considered, which greatly reduces the deviation from the measured stress state and makes the calculation results safer and more in line with the actual engineering situation.

[0032] The present invention provides a method for analyzing the vertical bearing capacity of horizontal retaining structures. This method obtains the earth pressure coefficient from soil parameters above and below the excavation surface of the foundation pit, accurately acquiring foundation parameters for the distribution of earth pressure on the pile side based on actual soil layer characteristics, thus avoiding distortion in stress calculations caused by parameter simplification. By determining the inflection point depth based on the earth pressure coefficient and the weighted average unit weight of the soil layers, the critical position where the relative displacement direction of the pile and soil reverses is accurately located, avoiding the arbitrariness of traditional empirical zoning and achieving a scientific definition of the stress zone. Furthermore, by dividing the branch retaining pile into positive and negative skin friction zones based on the inflection point depth and obtaining the corresponding skin friction... This invention quantifies the force contribution and weakening effect of different sections of the pile, accurately reflecting the actual skin friction distribution under pile-soil interaction. By determining the end resistance based on the pile diameter and end resistance characteristic value, it accurately calculates the pile end bearing contribution, comprehensively covering the key components of the vertical force of the retaining pile and avoiding calculation errors caused by omitting pile end resistance. Furthermore, by integrating positive skin friction, negative skin friction, and end resistance to determine the vertical bearing capacity, it constructs a realistic mechanical equilibrium relationship, comprehensively considering the force influence of soil unloading and pile-soil interaction, and eliminating calculation errors caused by traditional simplified models. In summary, this invention improves the analytical accuracy of the vertical bearing capacity of horizontal retaining structures, accurately reflecting the actual stress state of the retaining structure under foundation pit excavation conditions, effectively overcoming calculation errors caused by traditional empirical analogies and simplified mechanical models, and significantly improving the safety and reliability of foundation pit and slope support engineering design.

[0033] Optionally, obtaining the earth pressure coefficient based on the soil parameters of the upper and lower soil layers at the excavation surface of the foundation pit includes: Based on the soil parameters of the upper soil layer at the excavation surface of the foundation pit, determine the internal friction angle of the upper soil layer; Based on the soil parameters of the lower soil layer at the excavation surface of the foundation pit, determine the internal friction angle of the lower soil layer; The active earth pressure coefficient is determined based on the internal friction angle of the upper soil layer; The passive earth pressure coefficient is determined based on the internal friction angle of the underlying soil layer. The active earth pressure coefficient and the passive earth pressure coefficient are used as the earth pressure coefficient.

[0034] Specifically, by first extracting the soil parameters of the soil layers on the excavation surface and the underlying soil layers and determining their corresponding internal friction angles, the active earth pressure coefficient is calculated using the internal friction angle of the upper soil layer according to classical earth pressure theory, and the passive earth pressure coefficient is calculated using the internal friction angle of the lower soil layer. Finally, the active and passive earth pressure coefficients are combined as the overall earth pressure coefficient, thus fully realizing the accurate acquisition of earth pressure coefficients by layer and region. Figure 2 As shown, the earth pressure coefficients correspond to the active earth pressure distribution area above the bottom of the foundation pit and the passive earth pressure distribution area below the bottom of the foundation pit, respectively.

[0035] In a preferred embodiment of the present invention, the formula for calculating the active earth pressure coefficient is: ; The formula for calculating the passive earth pressure coefficient is: ; in, The active earth pressure coefficient is dimensionless. The passive earth pressure coefficient is dimensionless. The internal friction angle of the soil layer above the excavation surface of the foundation pit, in degrees (°). The internal friction angle of the soil layer below the excavation surface of the foundation pit is expressed in degrees (°).

[0036] In this embodiment of the invention, by obtaining soil parameters in layers and calculating the active and passive earth pressure coefficients separately, the differences in mechanical properties between the upper and lower soil layers on the excavation surface of the foundation pit can be taken into account. This avoids the deviation in earth pressure calculation caused by using uniform parameters, making the earth pressure coefficient closer to the actual stress state of the site. This provides accurate and reliable basic parameters for subsequent inflection point positioning and friction calculation, thereby improving the accuracy and rationality of vertical bearing capacity analysis from the source.

[0037] Optionally, determining the inflection point depth based on the earth pressure coefficient and the weighted average unit weight of the upper and lower soil layers at the excavation surface includes: Based on the active earth pressure coefficient, combined with the weighted average unit weight of the upper soil layer, the excavation depth of the foundation pit, and the preset soil cohesion, the earth pressure intensity of the upper soil layer is determined. The depth of the inflection point is determined based on the passive earth pressure coefficient, the weighted average unit weight of the lower soil layer, and the earth pressure intensity of the upper soil layer.

[0038] Specifically, based on the determined active earth pressure coefficient, the earth pressure intensity of the upper soil layer is calculated by combining the weighted average unit weight of the upper soil layer, the excavation depth of the foundation pit, and the preset soil cohesion. Then, based on this earth pressure intensity, and combining the passive earth pressure coefficient and the weighted average unit weight of the lower soil layer, the inflection point depth is obtained according to the principle of equal balance between active and passive earth pressure. The inflection point where the earth pressure is zero is used as the calculation boundary, and the inflection point depth is determined through mechanical equilibrium conditions. This defines the specific process of calculating the inflection point depth step-by-step from earth pressure intensity calculation to earth pressure equilibrium conditions. In a preferred embodiment of the invention, the point where the earth pressure is 0 is the inflection point, and the expression for the earth pressure intensity at the inflection point is: ; in, Earth pressure intensity, unit: kPa; The weighted average unit weight of the soil layer above the excavation surface of the foundation pit, in kN / m³. 3 ; The depth of the foundation pit is expressed in meters. ρ represents the cohesion of the soil layer, expressed in kilopascals (kPa), and q represents the ground surcharge, which is taken as 0 when there is no surcharge.

[0039] The horizontal active earth pressure and the passive earth pressure are equal. Then we have: ; in, It is the weighted average unit weight of the soil layer below the excavation surface of the foundation pit.

[0040] Therefore, the depth y of the inflection point is: ; If the soil is cohesive, c can be 0, which simplifies the calculation: .

[0041] In another preferred embodiment of the invention, combined with Figure 2 As shown, the inflection point is marked at a depth of 2-3m below the bottom of the foundation pit. The inflection point is the zero point of equilibrium between active earth pressure and passive earth pressure, and it is also the dividing point where the relative displacement direction of the pile and soil reverses. This intuitively reflects the physical meaning and positioning logic of the inflection point.

[0042] In this embodiment of the invention, by first calculating the soil pressure intensity of the upper soil layer and then determining the inflection point depth based on the mechanical parameters of the upper and lower soil layers and the soil pressure balance condition, the critical position of the reversal of the relative displacement between the pile and the soil can be located with strict mechanical principles. This eliminates the arbitrariness of traditional empirical values ​​and simplified zoning, making the inflection point depth more consistent with the actual pile-soil stress state after the foundation pit is excavated, and fundamentally improving the scientificity and accuracy of bearing capacity analysis.

[0043] Optionally, the step of dividing the support piles of the horizontal retaining structure according to the depth of the inflection point to determine the positive skin friction zone and the negative skin friction zone of the support piles includes: The area above the inflection point depth of the support pile is defined as the negative skin resistance zone. The region from the depth of the inflection point to the bottom of the support pile is defined as the positive friction zone.

[0044] Specifically, in combination Figure 2As shown, the negative skin friction of the support pile section above the inflection point, from the ground surface to the inflection point, represents the downward pulling load generated by the unloading and heave of the soil around the pile. The section below the inflection point to the pile bottom is the positive skin friction zone, providing upward bearing capacity. This clearly illustrates the distribution range and direction of positive and negative skin friction. By defining the spatial division rules for the stress zoning of the support piles, the section above the inflection point is defined as the negative skin friction zone, and the section below the inflection point to the pile bottom is defined as the positive skin friction zone. The inflection point, where the earth pressure is zero, is used as the critical position for the reversal of the relative displacement direction between the pile and the soil. This clearly defines the specific implementation method of the stress zoning of the support piles and provides a clear structural boundary for the subsequent separate calculation of positive and negative skin friction.

[0045] In this embodiment of the invention, the positive and negative skin friction zones are divided by the depth of the inflection point, strictly following the mechanical mechanism of pile-soil interaction. This truly reflects the actual working condition of the soil around the pile being unloaded and heaving after the foundation pit is excavated, and the relative displacement direction of the pile and soil reversing along the pile body. This avoids the misjudgment of stress caused by the traditional method of using empirical zoning or only considering a single positive skin friction. This makes the physical meaning of the skin friction calculation clearer and more consistent with the actual engineering situation, laying a reliable foundation for the accurate analysis of vertical bearing capacity from the stress zoning stage.

[0046] Optionally, obtaining the positive friction resistance of the positive friction resistance zone and the negative friction resistance of the negative friction resistance zone includes: The negative skin friction is determined based on the preset negative skin friction coefficient, combined with the pile diameter of the support pile, the depth of the inflection point, and the weighted average unit weight of the upper soil layer. The positive skin friction is determined based on the negative skin friction, combined with the total length of the support pile and the pile diameter.

[0047] Specifically, based on the defined positive and negative skin friction zones, the skin friction is quantified through step-by-step calculation. First, using a preset negative skin friction coefficient as the core parameter, combined with the pile diameter, inflection point depth, and weighted average unit weight of the upper soil layer, the negative skin friction of the negative skin friction zone above the inflection point is calculated. Then, based on the negative skin friction, combined with the total length and diameter of the pile, the positive skin friction of the positive skin friction zone below the inflection point is calculated. The skin friction of different sections of the pile is quantified layer by layer, using the inflection point as the boundary, defining the specific calculation logic and parameter association of positive and negative skin friction, providing accurate component stress data for subsequent vertical bearing capacity balance calculations. In a preferred embodiment of the invention, the negative skin friction occurs in the section above the inflection point, directed downwards, and its calculation formula is: ; Positive skin friction occurs in the section from the inflection point to the pile bottom, and is directed upwards. The calculation formula is as follows: ; in: Negative skin friction, unit: kN; This is the negative friction coefficient, dimensionless; y represents the diameter of the support pile in meters; y represents the depth of the inflection point. It is the weighted average unit weight of the soil layer above the excavation surface of the foundation pit. This represents positive frictional resistance, expressed in kN. The total length of the support piles is expressed in meters.

[0048] In this embodiment of the invention, a layered and correlated method for calculating skin friction is used to quantify the downward load in the negative skin friction zone and the bearing capacity in the positive skin friction zone, thereby accurately restoring the nonlinear skin friction distribution law under the relative displacement difference between the pile and the soil. This avoids the problem of overly optimistic calculations caused by traditional methods that only consider a single positive skin friction and ignore the weakening effect of negative skin friction. At the same time, the calculation process is simplified by parameter correlation, making the skin friction calculation more consistent with the actual stress state after the foundation pit is excavated. This further improves the accuracy and safety of vertical bearing capacity analysis from the perspective of sub-item stress calculation.

[0049] Optionally, determining the end resistance of the support pile based on the pile diameter and the end resistance characteristic value of the soil layer at the pile tip includes: The characteristic value of the end resistance of the soil layer at the pile tip is determined based on the type, state, and depth of the soil layer at the pile tip. The end resistance of the support pile is determined based on the pile diameter and the end resistance characteristic value.

[0050] Specifically, in combination Figure 2 As shown, the end resistance at the bottom of the retaining pile directly reflects the final bearing capacity contribution of the bearing layer at the pile tip to the vertical bearing capacity. By first combining multi-dimensional geological parameters such as the type, physical state, and burial depth of the soil layer at the pile tip, the characteristic value of the end resistance of the soil layer at the pile tip is comprehensively determined. Then, the pile diameter of the retaining pile is introduced, and the end resistance of the retaining pile is finally determined according to the pile tip bearing capacity calculation formula. This technical path, which matches the end resistance parameters based on actual geological conditions and calculates the pile tip bearing capacity in conjunction with the pile size, clearly defines the multi-factor sources of the end resistance characteristic value and its coupling calculation relationship with the pile diameter, and clarifies the specific calculation process of the end resistance. In the preferred embodiment of this invention, the end pile resistance characteristic value is a parameter reflecting the bearing capacity of the soil layer at the pile tip. It is usually determined by referring to tables based on the "Code for Design of Building Foundations" or local standards, combined with the type, state, and depth of the soil layer at the pile tip; or it can be obtained through on-site static load tests. If there is no test data, it can be estimated based on empirical formulas or regional engineering experience values.

[0051] In another preferred embodiment of the present invention, the end resistance calculation formula is as follows: ; in, The characteristic value of the end pile resistance, in kPa. The diameter of the support pile is in meters (m). This is the end resistance.

[0052] In this embodiment of the invention, by comprehensively considering soil layer type, state, and depth to determine the end resistance characteristic value, the true bearing characteristics of the pile end bearing layer can be accurately reflected. This avoids the problem of overestimation or underestimation of end resistance caused by the single empirical value of traditional methods. Furthermore, by combining the pile diameter for standardized calculation, the core influencing factors of pile end stress are fully covered, making the determination of end resistance more consistent with the actual engineering geology. This effectively eliminates the bearing capacity calculation deviation caused by mismatch of bearing layer parameters, further improving the reliability and safety of the vertical bearing capacity analysis of horizontal retaining structures from the pile end bearing capacity calculation stage.

[0053] Optionally, determining the vertical bearing capacity of the horizontal retaining structure based on the positive skin friction and the negative skin friction, combined with the end resistance, includes: The end resistance and the positive friction resistance are added together to obtain the total resistance. The difference between the sum of the resistances and the negative frictional resistance is calculated to obtain the resistance interpolation. The resistance interpolation is used as the vertical bearing capacity of the horizontal retaining structure.

[0054] Specifically, the end resistance, which contributes to the bearing capacity, is first added to the positive skin friction to obtain the total bearing capacity of the retaining piles. Then, the difference between this total resistance and the negative skin friction, which weakens the bearing capacity, is calculated to obtain the net bearing capacity interpolation. Finally, the net bearing capacity interpolation is directly used as the vertical bearing capacity of the horizontal retaining structure. By integrating positive skin friction, negative skin friction, and end resistance to construct a unified mechanical equilibrium equation, the specific implementation method of obtaining the vertical bearing capacity from the addition and subtraction of individual forces is defined, completing the closed-loop calculation from individual forces to the overall bearing capacity. In a preferred embodiment of the invention, the formula for calculating the vertical bearing capacity is: ; in, The total vertical bearing capacity of the retaining piles, in kN. For end resistance, For positive friction resistance, It is a negative frictional resistance.

[0055] In this embodiment of the invention, a vertical bearing capacity calculation model that conforms to the actual stress state of the support pile is constructed through mechanical equilibrium calculation. It comprehensively considers the combined effects of pile end bearing, positive skin friction bearing and negative skin friction pull-down, and truly reflects the net bearing capacity of pile-soil interaction under the unloading of the foundation pit. It solves the problem that the calculation results are too optimistic and have safety hazards due to the traditional simplified model ignoring negative skin friction and only summing the bearing terms.

[0056] In summary, in the preferred embodiment of the present invention, combining all the calculation formulas described above, the internal friction angle of the upper soil layer is 25°, and the internal friction angle of the lower soil layer is 30°. The earth pressure coefficient is first calculated as follows: ; ; Based on this, the weighted average unit weight of the upper soil layer is 18 kN / m. 3 The excavation depth of the foundation pit is 8m, the soil cohesion is 10kPa, and the depth of the inflection point y is calculated as follows: ; The negative skin friction coefficient is 0.25, and the pile diameter is 0.8m. Calculate the negative skin friction Q. sk1 for: ; Meanwhile, the total length of the support pile is 15m, and the positive skin friction Q is calculated. sk2 for: ; The characteristic value of the end pile resistance was found to be 2000 kPa. The end resistance Q was then calculated. pk for: ; Finally, calculate the total vertical bearing capacity R: .

[0057] Combination Figure 3 As shown, another embodiment of the present invention provides a vertical bearing capacity analysis system for horizontal retaining structures, comprising: The coefficient calculation unit is used to obtain the earth pressure coefficient based on the soil parameters of the upper and lower soil layers of the foundation pit excavation surface. The depth calculation unit is used to determine the inflection point depth based on the earth pressure coefficient and the weighted average unit weight of the upper and lower soil layers at the excavation surface of the foundation pit. The partition calculation unit is used to divide the support piles of the horizontal retaining structure according to the depth of the inflection point, determine the positive skin friction zone and the negative skin friction zone of the support piles, and obtain the positive skin friction of the positive skin friction zone and the negative skin friction of the negative skin friction zone. The end resistance calculation unit is used to determine the end resistance of the support pile based on the pile diameter and the end resistance characteristic value of the soil layer at the pile tip. The bearing capacity calculation unit is used to determine the vertical bearing capacity of the horizontal retaining structure based on the positive skin friction and the negative skin friction, combined with the end resistance.

[0058] The advantages of the horizontal retaining structure vertical bearing capacity analysis system of the present invention compared with the prior art are the same as the advantages of the above-mentioned horizontal retaining structure vertical bearing capacity analysis method compared with the prior art, and will not be repeated here.

[0059] Another embodiment of the present invention provides an electronic device comprising: a processor and a memory, wherein the memory is used to store a computer program; When the computer program is loaded by the processor, it causes the processor to execute the method for analyzing the vertical bearing capacity of the horizontal retaining structure as described above.

[0060] The electronic device of the present invention has the same advantages over the prior art as the above-mentioned method for analyzing the vertical bearing capacity of horizontal support structures, and will not be repeated here.

[0061] Another embodiment of the present invention provides a computer-readable storage medium having a computer program stored thereon. When the computer program is executed by a processor, it implements the above-described method for analyzing the vertical bearing capacity of a horizontal retaining structure.

[0062] The advantages of the computer-readable storage medium of the present invention compared to the prior art are the same as the advantages of the above-mentioned method for analyzing the vertical bearing capacity of horizontal retaining structures compared to the prior art, and will not be repeated here.

[0063] While the present invention has been disclosed above, its scope of protection is not limited thereto. Those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and all such changes and modifications will fall within the scope of protection of the present invention.

Claims

1. A method for analyzing the vertical bearing capacity of a horizontally supported structure, characterized in that, include: The soil pressure coefficient is obtained based on the soil parameters of the upper and lower soil layers at the excavation surface of the foundation pit. Based on the earth pressure coefficient, and combined with the weighted average unit weight of the upper and lower soil layers at the excavation surface of the foundation pit, the depth of the inflection point is determined. The support piles of the horizontal retaining structure are divided according to the depth of the inflection point to determine the positive skin friction zone and the negative skin friction zone of the support piles, and the positive skin friction of the positive skin friction zone and the negative skin friction of the negative skin friction zone are obtained. The end resistance of the support pile is determined based on the pile diameter and the end resistance characteristic value of the soil layer at the pile tip. Based on the positive and negative skin friction resistances, and in conjunction with the end resistance, the vertical bearing capacity of the horizontal retaining structure is determined.

2. The method for analyzing the vertical bearing capacity of a horizontal retaining structure according to claim 1, characterized in that, The process of obtaining the earth pressure coefficient based on the soil parameters of the upper and lower soil layers at the excavation surface of the foundation pit includes: Based on the soil parameters of the upper soil layer at the excavation surface of the foundation pit, determine the internal friction angle of the upper soil layer; Based on the soil parameters of the lower soil layer at the excavation surface of the foundation pit, determine the internal friction angle of the lower soil layer; The active earth pressure coefficient is determined based on the internal friction angle of the upper soil layer; The passive earth pressure coefficient is determined based on the internal friction angle of the underlying soil layer. The active earth pressure coefficient and the passive earth pressure coefficient are used as the earth pressure coefficient.

3. The method for analyzing the vertical bearing capacity of a horizontal retaining structure according to claim 2, characterized in that, The determination of the inflection point depth based on the earth pressure coefficient and the weighted average unit weight of the upper and lower soil layers at the excavation surface includes: Based on the active earth pressure coefficient, combined with the weighted average unit weight of the upper soil layer, the excavation depth of the foundation pit, and the preset soil cohesion, the earth pressure intensity of the upper soil layer is determined. The depth of the inflection point is determined based on the passive earth pressure coefficient, the weighted average unit weight of the lower soil layer, and the earth pressure intensity of the upper soil layer.

4. The method for analyzing the vertical bearing capacity of a horizontal retaining structure according to claim 1, characterized in that, The process of dividing the support piles of the horizontal retaining structure according to the depth of the inflection point, and determining the positive skin friction zone and negative skin friction zone of the support piles, includes: The area above the inflection point depth of the support pile is defined as the negative skin resistance zone. The region from the depth of the inflection point to the bottom of the support pile is defined as the positive friction zone.

5. The method for analyzing the vertical bearing capacity of a horizontal retaining structure according to claim 3, characterized in that, The step of obtaining the positive friction resistance of the positive friction resistance zone and the negative friction resistance of the negative friction resistance zone includes: The negative skin friction is determined based on the preset negative skin friction coefficient, combined with the pile diameter of the support pile, the depth of the inflection point, and the weighted average unit weight of the upper soil layer. The positive skin friction is determined based on the negative skin friction, combined with the total length of the support pile and the pile diameter.

6. The method for analyzing the vertical bearing capacity of a horizontal retaining structure according to claim 1, characterized in that, The step of determining the end resistance of the support pile based on the pile diameter and the end resistance characteristic value of the soil layer at the pile tip includes: The characteristic value of the end resistance of the soil layer at the pile tip is determined based on the type, state, and depth of the soil layer at the pile tip. The end resistance of the support pile is determined based on the pile diameter and the end resistance characteristic value.

7. The method for analyzing the vertical bearing capacity of a horizontal retaining structure according to claim 1, characterized in that, The determination of the vertical bearing capacity of the horizontal retaining structure based on the positive skin friction and the negative skin friction, combined with the end resistance, includes: The end resistance and the positive friction resistance are added together to obtain the total resistance. The difference between the sum of the resistances and the negative frictional resistance is calculated to obtain the resistance interpolation. The resistance interpolation is used as the vertical bearing capacity of the horizontal retaining structure.

8. A system for analyzing the vertical bearing capacity of a horizontal retaining structure, characterized in that, include: The coefficient calculation unit is used to obtain the earth pressure coefficient based on the soil parameters of the upper and lower soil layers of the foundation pit excavation surface. The depth calculation unit is used to determine the inflection point depth based on the earth pressure coefficient and the weighted average unit weight of the upper and lower soil layers at the excavation surface of the foundation pit. The partition calculation unit is used to divide the support piles of the horizontal retaining structure according to the depth of the inflection point, determine the positive skin friction zone and the negative skin friction zone of the support piles, and obtain the positive skin friction of the positive skin friction zone and the negative skin friction of the negative skin friction zone. The end resistance calculation unit is used to determine the end resistance of the support pile based on the pile diameter and the end resistance characteristic value of the soil layer at the pile tip. The bearing capacity calculation unit is used to determine the vertical bearing capacity of the horizontal retaining structure based on the positive skin friction and the negative skin friction, combined with the end resistance.

9. An electronic device, characterized in that, include: Processor and memory, the memory being used to store computer programs; When the computer program is loaded by the processor, it causes the processor to execute the method for analyzing the vertical bearing capacity of a horizontal retaining structure as described in any one of claims 1-7.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by the processor, it implements the method for analyzing the vertical bearing capacity of a horizontal retaining structure as described in any one of claims 1-7.

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