Method, device and equipment for judging inrush-resistant stability of foundation pit for deep foundation reinforcement and medium

Abstract

The invention discloses a deep foundation reinforcement foundation pit inrush resistance stability judgment method, device and equipment and a medium, and the method comprises the steps that foundation pit engineering parameters corresponding to a to-be-judged foundation pit are obtained, and a foundation pit reinforcement area of the to-be-judged foundation pit is determined; reinforcing area mechanical parameters corresponding to the foundation pit reinforcing areas are determined according to the foundation pit engineering parameters, and the reinforcing area mechanical parameters comprise reinforcing area gravity parameters and reinforcing area side resistance parameters; based on the reinforcing area mechanical parameters and the foundation pit engineering parameters, the inrush-resistant safety coefficient of the foundation pit to be judged is determined, and whether the foundation pit to be judged meets engineering requirements or not is determined according to the inrush-resistant safety coefficient. Based on the technical scheme, by considering the beneficial contribution of the deep foundation reinforcement foundation pit to the inrush resistance stability, accurate judgment of the inrush resistance stability of the deep foundation reinforcement foundation pit is achieved, and then design and construction of a foundation pit excavation supporting structure under similar working conditions are effectively guided.

Description

Technical Field

[0001] The invention relates to the technical field of foundation pit engineering, and in particular to a method, device, equipment and medium for judging the anti-surge stability of a deep foundation reinforcement foundation pit. Background Art

[0002] With the continuous development of urban construction, highway and railway construction, deep foundation pit engineering is increasingly widely used in the field of civil engineering. However, the problem of sudden outbursts in foundation pits has always been a difficult and hot issue in the field of foundation pit engineering technology, especially in areas near water and areas with widespread distribution of pressurized water. Preventing and controlling the occurrence of sudden outbursts in foundation pits is a key issue faced in the design and construction of foundation pit engineering. The sudden outburst problem in foundation pits will not only affect the progress and quality of the project, but may also lead to the collapse of the foundation pit, causing serious engineering safety accidents and causing significant losses to life and property.

[0003] However, the existing safety factor of sudden surge stability only considers the ratio of the overburden weight and the pressure of the confined water to determine whether the anti-surge stability is met, without fully considering the structural characteristics of the deep foundation reinforcement pit, which leads to inaccurate safety factor of sudden surge stability. Summary of the invention

[0004] The present invention provides a method, device, equipment and medium for judging the anti-surge stability of a deep foundation reinforcement pit. By considering the beneficial contribution of the deep foundation reinforcement pit to the anti-surge stability, accurate judgment of the anti-surge stability of the deep foundation reinforcement pit can be achieved, thereby effectively guiding the design and construction of the foundation pit excavation support structure under similar working conditions.

[0005] According to one aspect of the present invention, a method for determining the stability of a deep foundation reinforcement pit against sudden surge is provided, comprising:

[0006] Acquire foundation pit engineering parameters corresponding to the foundation pit to be determined, and determine the foundation pit reinforcement area of ​​the foundation pit to be determined;

[0007] Determining the reinforcement zone mechanical parameters corresponding to each of the foundation pit reinforcement areas according to the foundation pit engineering parameters, wherein the reinforcement zone mechanical parameters include the reinforcement zone gravity parameters and the reinforcement zone lateral resistance parameters;

[0008] The anti-surge safety factor of the foundation pit to be judged is determined based on the mechanical parameters of the reinforcement area and the foundation pit engineering parameters, and whether the foundation pit to be judged meets the engineering requirements is determined according to the anti-surge safety factor.

[0009] According to another aspect of the present invention, a device for judging the stability of deep foundation reinforcement pit against sudden surge is provided, comprising:

[0010] A parameter acquisition module, used to acquire the foundation pit engineering parameters corresponding to the foundation pit to be determined, and determine the foundation pit reinforcement area of ​​the foundation pit to be determined;

[0011] A mechanical parameter calculation module, used for determining the mechanical parameters of the reinforcement area corresponding to each of the foundation pit reinforcement areas according to the foundation pit engineering parameters, wherein the mechanical parameters of the reinforcement area include the gravity parameters of the reinforcement area and the lateral resistance parameters of the reinforcement area;

[0012] The stability judgment module is used to determine the anti-surge safety factor of the foundation pit to be judged based on the mechanical parameters of the reinforcement area and the foundation pit engineering parameters, and to determine whether the foundation pit to be judged meets the engineering requirements according to the anti-surge safety factor.

[0013] According to another aspect of the present invention, an electronic device is provided, the electronic device comprising:

[0014] at least one processor; and

[0015] a memory communicatively connected to the at least one processor; wherein,

[0016] The memory stores a computer program that can be executed by the at least one processor, and the computer program is executed by the at least one processor so that the at least one processor can execute the method for judging the anti-surge stability of a deep foundation reinforcement pit as described in any embodiment of the present invention.

[0017] According to another aspect of the present invention, a computer-readable storage medium is provided, wherein the computer-readable storage medium stores computer instructions, and the computer instructions are used to enable a processor to implement the method for determining the anti-surge stability of a deep foundation reinforcement pit as described in any embodiment of the present invention when executed.

[0018] The technical solution of the embodiment of the present invention obtains the foundation pit engineering parameters corresponding to the foundation pit to be judged, determines the foundation pit reinforcement area of ​​the foundation pit to be judged, and then determines the reinforcement area mechanical parameters corresponding to each of the foundation pit reinforcement areas according to the foundation pit engineering parameters, and finally determines the anti-surge safety factor of the foundation pit to be judged based on the reinforcement area mechanical parameters and the foundation pit engineering parameters, and determines whether the foundation pit to be judged meets the engineering requirements according to the anti-surge safety factor. Based on the above technical solution, by considering the beneficial contribution of the deep foundation reinforcement pit to the anti-surge stability, the accurate judgment of the anti-surge stability of the deep foundation reinforcement pit is achieved, and the design and construction of the foundation pit excavation support structure under similar working conditions is effectively guided.

[0019] It should be understood that the contents described in this section are not intended to identify the key or important features of the embodiments of the present invention, nor are they intended to limit the scope of the present invention. Other features of the present invention will become easily understood through the following description. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0021] Figure 1 This is a flow chart of a method for judging the anti-surge stability of a deep foundation reinforcement pit provided according to the first embodiment of the present invention;

[0022] Figure 2 is a schematic structural diagram of a deep foundation reinforcement pit provided according to Embodiment 1 of the present invention;

[0023] Figure 3 This is a schematic diagram of an engineering case of a deep foundation reinforcement pit provided in accordance with the first embodiment of the present invention;

[0024] Figure 4 It is a structural schematic diagram of a device for judging the anti-surge stability of a deep foundation reinforcement pit provided according to a second embodiment of the present invention;

[0025] Figure 5 It is a schematic diagram of the structure of an electronic device provided according to Embodiment 3 of the present invention. DETAILED DESCRIPTION

[0026] In order to enable those skilled in the art to better understand the scheme of the present invention, the technical scheme in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work should fall within the scope of protection of the present invention.

[0027] It should be noted that the terms "first", "second", etc. in the specification and claims of the present invention and the above-mentioned drawings are used to distinguish similar objects, and are not necessarily used to describe a specific order or sequence. It should be understood that the data used in this way can be interchanged where appropriate, so that the embodiments of the present invention described herein can be implemented in an order other than those illustrated or described herein. In addition, the terms "including" and "having" and any variations thereof are intended to cover non-exclusive inclusions, for example, a process, method, system, product or device that includes a series of steps or units is not necessarily limited to those steps or units that are clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0028] Embodiment 1

[0029] Figure 1 A flow chart of a method for judging the anti-surge stability of a deep foundation reinforcement pit is provided for the first embodiment of the present invention. This embodiment can be applied to determine the anti-surge safety factor of a deep foundation reinforcement pit, and determine whether the current deep foundation reinforcement pit meets the construction standards based on the anti-surge safety factor. The method can be executed by a deep foundation reinforcement pit anti-surge stability judgment device, which can be implemented in the form of hardware and / or software, and can be configured in an electronic device. Figure 1 As shown, the method includes:

[0030] S110, obtaining foundation pit engineering parameters corresponding to the foundation pit to be determined, and determining the foundation pit reinforcement area of ​​the foundation pit to be determined.

[0031] The foundation pit to be judged may be a foundation pit that needs to be judged for anti-surge stability, for example, it may be a foundation pit that is currently under construction. The foundation pit engineering parameters may be understood as engineering parameter information corresponding to the foundation pit to be judged, for example, it may be data such as the height, area, perimeter, and thickness of the foundation pit. The foundation pit reinforcement area may be different reinforcement areas within the foundation pit to be judged, and may include a grid reinforcement area and a full-height reinforcement area.

[0032] Specifically, during the foundation pit construction process, after the foundation pit to be judged is determined, the foundation pit engineering parameters corresponding to the foundation pit to be judged can be obtained, and the foundation pit reinforcement area of ​​the foundation pit to be judged can be determined, and then the anti-surge safety factor corresponding to the judged foundation pit can be calculated according to the foundation pit reinforcement area and the foundation pit engineering parameters. For example, during the construction process, the construction area can be surveyed in advance, and then the soil parameters such as gravity, cohesion, internal friction angle, etc. can be directly obtained through geotechnical tests based on the survey results. It is also possible to take values ​​according to empirical relationships or use displacement inverse analysis technology to inversely analyze the parameters to obtain more reliable soil parameters, and determine the size and shape of the foundation pit according to engineering requirements and surrounding environmental conditions, including the depth, width, length and form of the support structure of the foundation pit, and then obtain the foundation pit engineering parameters corresponding to the foundation pit to be judged.

[0033] It should be noted that the foundation pit to be determined may be a deep foundation reinforcement foundation pit, and the deep foundation reinforcement foundation pit may be composed of a foundation pit retaining structure and a deep foundation reinforcement body. The foundation pit retaining structure in the embodiment of the present invention may be a ground-connected wall or any other temporary retaining wall structure that can stabilize the foundation pit. If the foundation pit retaining structure is a ground-connected wall, the structure of the deep foundation reinforcement foundation pit is as follows: Figure 2 shown.

[0034] S120. Determine the mechanical parameters of the reinforcement area corresponding to each of the foundation pit reinforcement areas according to the foundation pit engineering parameters.

[0035] The mechanical parameters of the reinforcement area may be mechanical parameter information corresponding to the reinforcement area. For example, the mechanical parameters of the reinforcement area include gravity parameters of the reinforcement area and lateral resistance parameters of the reinforcement area.

[0036] Specifically, according to the provided foundation pit engineering parameters, the mechanical parameters of the reinforcement areas corresponding to each foundation pit reinforcement area, that is, the grid reinforcement area and the full-floor reinforcement area, can be determined. It should be noted that the grid reinforcement area is composed of cement soil with a certain replacement rate, while the full-floor reinforcement area is composed of cement soil.

[0037] On the basis of the above technical scheme, the foundation pit reinforcement area includes a grid reinforcement area and a full-span reinforcement area, and the mechanical parameters of the reinforcement area corresponding to each foundation pit reinforcement area are determined according to the foundation pit engineering parameters, including: determining the gravity parameters of the grid reinforcement area and the shear strength of the side of the soil in the grid reinforcement area based on the foundation pit engineering parameters; determining the gravity parameters of the full-span reinforcement area and the lateral resistance between the full-span reinforcement area and the foundation pit retaining structure based on the foundation pit engineering parameters.

[0038] Among them, the gravity parameter can be understood as the total gravity corresponding to the reinforcement area, which can include the total gravity of the grid reinforcement area and the total gravity of the full-hall reinforcement area.

[0039] Specifically, the gravity parameters of the grid reinforcement area and the shear strength of the soil side of the grid reinforcement area can be determined according to the foundation pit engineering parameters, and the gravity parameters of the full-slab reinforcement area and the lateral resistance between the full-slab reinforcement area and the foundation pit retaining structure can be determined according to the foundation pit engineering parameters.

[0040] For example, when calculating the gravity parameters, the engineering parameters corresponding to each reinforcement area can be obtained, and then the gravity information corresponding to each reinforcement area can be determined according to the engineering parameters and the gravity parameter calculation formula. j1 Sh1+(1-m)γ s Sh1 determines the total gravity of the grid reinforcement area, where G1 is the total gravity of the grid reinforcement area in kN, and m is the area replacement rate of the grid reinforcement area; γ j1 is the weight of the reinforcement body in the grid reinforcement area, in kN / m 2 ; For the case where the grid reinforcement area passes through multiple layers of soil, the average weight weighted by the thickness of the soil layer is taken; γ s is the weight of the soil in the grid reinforcement area, in kN / m 2 ; For the case where the grid reinforcement area passes through multiple layers of soil, the average weight weighted by the thickness of the soil layer is taken; h1 is the depth of the grid reinforcement area, in meters. j2Sh2 determines the gravity parameters of the full-chamber reinforcement area, where G2 is the total gravity of the full-chamber reinforcement area, in kN; γ j2 is the weight of the reinforcement body in the full reinforcement area, in kN / m 2 ; For the case where the grid reinforcement area passes through multiple layers of soil; take the average density weighted by the thickness of the soil layer; h2 is the depth of the full-soil reinforcement area, in m.

[0041] On the basis of the above technical scheme, the lateral resistance between the full-span reinforcement area and the foundation pit retaining structure is determined based on the foundation pit engineering parameters, including: determining the weight of the reinforcement body and the depth of the reinforcement area of ​​the full-span reinforcement area based on the foundation pit engineering parameters, and determining the lateral friction resistance between the full-span reinforcement area and the foundation pit retaining structure; substituting the weight of the reinforcement body and the depth of the reinforcement area of ​​the full-span reinforcement area and the lateral friction resistance between the full-span reinforcement area and the foundation pit retaining structure into the lateral resistance calculation formula to determine the lateral resistance between the full-span reinforcement area and the foundation pit retaining structure.

[0042] Specifically, the weight of the reinforcement in the full reinforcement area is obtained based on the geological survey report or laboratory test results. It can be obtained through sampling, testing and analysis, and the unit is kN / m 2 , and then determine the depth of the full-height reinforcement area according to the foundation pit design drawings or on-site measurement results, which can be understood as the vertical distance from the top surface to the bottom surface of the reinforcement area, in meters. Furthermore, the unconfined compressive strength of the reinforcement body in the full-height reinforcement area can be obtained through laboratory testing, or the corresponding unconfined compressive strength can be queried based on the composition of the full-height reinforcement area, in kN / m 2 , and then determine the conversion factor based on the age of the reinforcement (such as 28 days or 90 days) and the experimental data. The conversion factor is used to convert the unconfined compressive strength into the lateral friction resistance. The value range varies according to the age. For example, for the age of 28 days, it is between 0.09 and 0.3; for the age of 90 days, it is between 0.04 and 0.08. Then substitute the collected data into f s =αq u , where α is the conversion factor, q u is the unconfined compressive strength of the full reinforcement area at 28 days or 90 days. s , the plane perimeter L of the foundation pit and the depth h2 of the full-span reinforcement area are substituted into the formula for calculation to obtain the lateral resistance F2 between the full-span reinforcement area and the foundation pit retaining structure.

[0043] It should be noted that the side resistance calculation formula is: Wherein, F2 is the lateral resistance between the side of the full reinforcement area and the foundation pit retaining structure; j2 is the weight of the reinforcement body in the full reinforcement area; h2 is the depth of the full reinforcement area; K0 is the static side pressure coefficient; fs is the side friction resistance of the interface between the side of the full-slab reinforcement area and the foundation pit retaining structure; and L is the plane circumference of the foundation pit.

[0044] On the basis of the above technical solution, the shear strength of the side of the soil in the grid reinforcement area is determined based on the foundation pit engineering parameters, including: determining the weight of the reinforcement body and the depth of the reinforcement area in the grid reinforcement area based on the foundation pit engineering parameters, and determining the internal friction angle of the soil in the grid reinforcement area; substituting the weight of the reinforcement body and the depth of the reinforcement area in the grid reinforcement area and the internal friction angle of the soil in the grid reinforcement area into the shear strength calculation formula to determine the shear strength of the side of the soil in the grid reinforcement area.

[0045] Specifically, the weight of the reinforced body in the grid reinforcement area is obtained according to the geological survey report or laboratory test results, and the depth of the grid reinforcement area is determined according to the foundation pit design drawings or on-site measurement results. The vertical distance from the top surface to the bottom surface of the grid reinforcement area is used to determine the internal friction angle of the soil in the grid reinforcement area through laboratory tests or geological survey reports. For the internal friction angle of the soil in the grid reinforcement area, when there are multiple layers of soil in the grid reinforcement area, the weighted average value of the soil layer thickness can be used. Correspondingly, for the static lateral pressure coefficient and the cohesion of the soil in the grid reinforcement area, when there are multiple layers of soil in the reinforcement area, the final parameters obtained can be used as the internal friction angle, static lateral pressure coefficient and cohesion of the soil in the grid reinforcement area corresponding to the grid reinforcement area according to the weighted average value of the soil layer thickness. Then, the known static lateral pressure coefficient K0, the weight of the soil in the grid reinforcement area γ s , the perimeter L of the foundation pit plane, the depth h1 of the grid reinforcement area, the internal friction angle φ of the soil, and the cohesion c of the soil are substituted into the formula for calculation to obtain the shear strength F1 of the side of the soil in the grid reinforcement area. It should be noted that the shear strength calculation formula is: Wherein, F1 is the shear strength of the soil side of the grid reinforcement area; s is the weight of the soil in the grid reinforcement area; K0 is the static side pressure coefficient; φ is the internal friction angle of the soil in the grid reinforcement area; c is the cohesion of the soil in the grid reinforcement area; h1 is the depth of the grid reinforcement area; L is the plane circumference of the foundation pit.

[0046] S130, determining the anti-surge safety factor of the foundation pit to be judged based on the mechanical parameters of the reinforcement area and the foundation pit engineering parameters, and determining whether the foundation pit to be judged meets the engineering requirements according to the anti-surge safety factor.

[0047] Specifically, the mechanical parameters of the reinforcement area and the engineering parameters of the foundation pit can be substituted into the anti-surge safety factor calculation formula to determine the anti-surge safety factor of the foundation pit to be determined. It should be noted that the anti-surge safety factor calculation formula is: Among them, Kty is the safety factor against sudden surge, G1 is the total gravity of the grid reinforcement area, in kN; G2 is the total gravity of the full-height reinforcement area, in kN; F1 is the shear strength of the soil side in the grid reinforcement area, in kN; F2 is the lateral resistance of the full-height reinforcement area and the ground-connected wall, in kN; γ w is the density of water, in kN / m 2 ;h w is the thickness from the water level of the confined aquifer to the bottom of the full-floor reinforcement area, in m; S is the plane area of ​​the foundation pit, in m 2 .

[0048] On the basis of the above technical solution, determining whether the foundation pit to be judged meets the engineering requirements according to the anti-surge safety factor includes: obtaining a preset anti-surge safety factor threshold, and when the anti-surge safety factor is greater than the preset anti-surge safety factor threshold, determining that the foundation pit to be judged meets the engineering requirements; when the anti-surge safety factor is less than the preset anti-surge safety factor threshold, determining that the foundation pit to be judged does not meet the engineering requirements.

[0049] The preset anti-surge safety factor threshold may be a pre-set threshold value data used to determine whether the foundation pit to be judged meets the engineering requirements.

[0050] Specifically, the anti-surge safety factor is compared with a preset anti-surge safety factor threshold. When the anti-surge safety factor is greater than the preset anti-surge safety factor threshold, it is determined that the foundation pit to be judged meets the engineering requirements. When the anti-surge safety factor is less than the preset anti-surge safety factor threshold, it is determined that the foundation pit to be judged does not meet the engineering requirements. For example, taking the preset anti-surge safety factor threshold as 1.1, if the anti-surge safety factor K ty When it is greater than 1.1, it indicates that the anti-surge stability of the ground-connected wall-deep foundation reinforcement composite anchor foundation pit meets the engineering requirements; if the anti-surge safety factor K ty When it is less than or equal to 1.1, it indicates that the anti-surge stability of the ground-connected wall-deep foundation reinforcement composite anchor foundation pit does not meet the engineering requirements. At this time, the surge safety factor K can be increased by reducing the pressure head height outside the foundation pit. ty Greater than 1.1.

[0051] On the basis of the above technical solution, it can be combined Figure 3 The technical solution provided by the embodiment of the invention is further described as follows: Figure 3 As shown in Table 1, the water level of the confined water in the foundation pit project is 1.5m; the stratum conditions are shown in Table 1:

[0052] Table 1

[0053]

[0054] It should be noted that the supporting structure of the foundation pit project adopts a circular ground-connected wall with an inner diameter of 87m. The bottom of the foundation pit adopts ultra-high pressure rotary jet pile deep foundation reinforcement. The top elevation of the deep foundation reinforcement area is -18.8m, the bottom elevation is -46.8m, and the total depth is 28m. The upper part of the deep foundation reinforcement area is the grid reinforcement area with an area replacement rate of 0.95. The top elevation of the grid reinforcement area is -18.8m, the bottom elevation is -41.8m, and the depth is 23m. Ultra-high pressure jet grouting piles with a diameter of 1.7m and a pile spacing of 1.7m are used; the lower part of the deep foundation reinforcement area is the full-span reinforcement area, the top elevation of the full-span reinforcement area is -41.8m, the bottom elevation is -46.8m, the depth is 5m, and ultra-high pressure jet grouting piles with a diameter of 2.4m and a pile spacing of 1.7m are used; the unconfined compressive strength at 28 days is 4.26MPa; the weight of ultra-high pressure jet grouting piles in silty clay ④2 and silty clay ⑤ is 16.6kN / m 2 The weight of ultra-high pressure jet grouting pile in silt sand ⑦5 is 20.8kN / m 2 The unconfined compressive strength of the ultra-high pressure jet grouting pile at 28 days is 4.26 MPa. Based on the above water head, stratum and foundation pit support structure information, it can be seen that the thickness from the water level of the confined aquifer to the bottom of the full reinforcement area is h. w For: h w =1.5-(-46.8)=48.3m. The plane area S of the foundation pit is: S=3.14×(87 / 2)2=5941.665m 2 The plane perimeter of the foundation pit is L: L = 3.14 × 87 / = 273.18 m.

[0055] The weighted average weight of the high-pressure jet grouting pile reinforcement body, the weighted cohesion of the soil, the weighted internal friction angle of the soil and the weighted static side pressure coefficient in the grid reinforcement area and the full-span reinforcement area are shown in Table 2:

[0056] Table 2

[0057]

[0058] To be safe and conservative, the conversion coefficient α is taken as a smaller value, which is the lateral friction resistance f of the interface between the side of the full-floor reinforcement area and the ground-connected wall. s is: f s =αq u =0.09×4.26×10 3 =383.4kPa; the total gravity G1 of the grid reinforcement area is:

[0059] G1=mγ j1 Sh1+(1-m)γ s Sh1

[0060] =0.95×16.99×5941.665×23+(1-0.95)×18.4×5941.665×23=2331458.842kN;

[0061] The total gravity G2 of the full reinforcement area is: G2 = γ j2 Sh2=19.7×5941.665×5=58525.0025kN; the shear strength F1 of the soil side in the grid reinforcement area is:

[0062]

[0063] The lateral resistance F2 of the side of the full-floor reinforcement area and the ground-connected wall is:

[0064]

[0065] The safety factor against surge is K ty for:

[0066]

[0067] Therefore, the anti-surge stability of the ground-anchored wall-deep foundation reinforcement composite anchor foundation pit in this engineering case meets the engineering requirements.

[0068] It should be noted that the judgment calculation of anti-surge stability provided by the embodiment of the present invention is mainly based on the calculation of anti-surge of foundation pit in the specification, and fully considers the role of deep foundation reinforcement. The present invention takes into account the contribution of the grid reinforcement area and the full-height reinforcement area in the deep foundation reinforcement of the foundation pit in anti-surge. In the evaluation calculation method, not only the deadweight of the soil in the deep foundation reinforcement area is considered, but also the shear strength of the soil in the grid reinforcement area is taken into account in the anti-surge stability evaluation calculation method, which can make up for the deficiency of not considering the shear strength of the soil in the existing specifications; in the full-height reinforcement area, the friction characteristics of the interface between the full-height reinforcement area and the ground-connected wall are taken into account in the anti-surge stability evaluation calculation method, and the friction characteristics of the interface are relatively easy to obtain, and can be calculated based on the unconfined compressive strength of the full-height reinforcement area. The evaluation calculation method is more in line with the actual working conditions of the sudden surge destruction of the foundation pit of the ground-connected wall-deep foundation reinforcement composite anchor foundation, and the evaluation method is more scientific and has a stronger guiding significance. It can effectively make up for the deficiencies in the existing technology, provide an effective reference for the calculation of the stability of similar foundation pits against sudden surges, and have guiding significance for the design and construction of this type of foundation pit engineering. Compared with the conventional standard calculation method, the theoretical model of the present invention is in line with reality and consistent with the on-site results of actual engineering project cases.

[0069] The technical solution of the embodiment of the present invention obtains the foundation pit engineering parameters corresponding to the foundation pit to be judged, determines the foundation pit reinforcement area of ​​the foundation pit to be judged, and then determines the reinforcement area mechanical parameters corresponding to each of the foundation pit reinforcement areas according to the foundation pit engineering parameters, and finally determines the anti-surge safety factor of the foundation pit to be judged based on the reinforcement area mechanical parameters and the foundation pit engineering parameters, and determines whether the foundation pit to be judged meets the engineering requirements according to the anti-surge safety factor. Based on the above technical solution, by considering the beneficial contribution of the deep foundation reinforcement pit to the anti-surge stability, the accurate judgment of the anti-surge stability of the deep foundation reinforcement pit is achieved, and the design and construction of the foundation pit excavation support structure under similar working conditions is effectively guided.

[0070] Embodiment 2

[0071] Figure 4 This is a schematic diagram of the structure of a deep foundation reinforcement pit anti-surge stability judgment device provided in the third embodiment of the present invention. Figure 4 As shown, the device includes: a parameter acquisition module 410, a mechanical parameter calculation module 420 and a stability judgment module 430;

[0072] The parameter acquisition module 410 is used to acquire the foundation pit engineering parameters corresponding to the foundation pit to be determined, and determine the foundation pit reinforcement area of ​​the foundation pit to be determined;

[0073] A mechanical parameter calculation module 420 is used to determine the mechanical parameters of the reinforcement area corresponding to each of the foundation pit reinforcement areas according to the foundation pit engineering parameters, wherein the mechanical parameters of the reinforcement area include the gravity parameters of the reinforcement area and the lateral resistance parameters of the reinforcement area;

[0074] The stability judgment module 430 is used to determine the anti-surge safety factor of the foundation pit to be judged based on the mechanical parameters of the reinforcement area and the foundation pit engineering parameters, and determine whether the foundation pit to be judged meets the engineering requirements according to the anti-surge safety factor.

[0075] On the basis of the above technical scheme, the foundation pit reinforcement area includes a grid reinforcement area and a full-span reinforcement area, and the mechanical parameter calculation module is used to determine the gravity parameters of the grid reinforcement area and the shear strength of the soil side of the grid reinforcement area based on the foundation pit engineering parameters; and to determine the gravity parameters of the full-span reinforcement area and the lateral resistance between the full-span reinforcement area and the foundation pit retaining structure based on the foundation pit engineering parameters.

[0076] On the basis of the above technical scheme, the mechanical parameter calculation module is used to determine the weight of the reinforcement body and the depth of the reinforcement area of ​​the full-span reinforcement area based on the foundation pit engineering parameters, and determine the lateral friction resistance between the full-span reinforcement area and the foundation pit retaining structure; the weight of the reinforcement body and the depth of the reinforcement area of ​​the full-span reinforcement area and the lateral friction resistance between the full-span reinforcement area and the foundation pit retaining structure are substituted into the lateral resistance calculation formula to determine the lateral resistance between the full-span reinforcement area and the foundation pit retaining structure.

[0077] Based on the above technical solution, the side resistance calculation formula is: Wherein, F2 is the lateral resistance between the side of the full reinforcement area and the foundation pit retaining structure; j2 is the weight of the reinforcement body in the full reinforcement area; h2 is the depth of the full reinforcement area; K0 is the static side pressure coefficient; f s is the side friction resistance of the interface between the side of the full-slab reinforcement area and the foundation pit retaining structure; and L is the plane circumference of the foundation pit.

[0078] On the basis of the above technical solution, the mechanical parameter calculation module is used to determine the weight of the reinforcement body and the depth of the reinforcement area in the grid reinforcement area based on the foundation pit engineering parameters, and determine the internal friction angle of the soil in the grid reinforcement area; the weight of the reinforcement body and the depth of the reinforcement area in the grid reinforcement area and the internal friction angle of the soil in the grid reinforcement area are substituted into the shear strength calculation formula to determine the shear strength of the side of the soil in the grid reinforcement area.

[0079] On the basis of the above technical solution, the shear strength calculation formula is: Wherein, F1 is the shear strength of the soil side of the grid reinforcement area; s is the weight of the soil in the grid reinforcement area; K0 is the static side pressure coefficient; φ is the internal friction angle of the soil in the grid reinforcement area; c is the cohesion of the soil in the grid reinforcement area; h1 is the depth of the grid reinforcement area; L is the plane circumference of the foundation pit.

[0080] On the basis of the above technical solution, the stability judgment module is used to obtain a preset anti-surge safety factor threshold. When the anti-surge safety factor is greater than the preset anti-surge safety factor threshold, it is determined that the foundation pit to be judged meets the engineering requirements; when the anti-surge safety factor is less than the preset anti-surge safety factor threshold, it is determined that the foundation pit to be judged does not meet the engineering requirements.

[0081] The technical solution of the embodiment of the present invention obtains the foundation pit engineering parameters corresponding to the foundation pit to be judged, determines the foundation pit reinforcement area of ​​the foundation pit to be judged, and then determines the reinforcement area mechanical parameters corresponding to each of the foundation pit reinforcement areas according to the foundation pit engineering parameters, and finally determines the anti-surge safety factor of the foundation pit to be judged based on the reinforcement area mechanical parameters and the foundation pit engineering parameters, and determines whether the foundation pit to be judged meets the engineering requirements according to the anti-surge safety factor. Based on the above technical solution, by considering the beneficial contribution of the deep foundation reinforcement pit to the anti-surge stability, the accurate judgment of the anti-surge stability of the deep foundation reinforcement pit is achieved, and the design and construction of the foundation pit excavation support structure under similar working conditions is effectively guided.

[0082] The device for judging the anti-surge stability of a deep foundation reinforcement pit provided in an embodiment of the present invention can execute the method for judging the anti-surge stability of a deep foundation reinforcement pit provided in any embodiment of the present invention, and has the corresponding functional modules and beneficial effects of the execution method.

[0083] Embodiment 3

[0084] Figure 5 A schematic diagram of the structure of an electronic device 10 that can be used to implement an embodiment of the present invention is shown. The electronic device is intended to represent various forms of digital computers, such as laptop computers, desktop computers, workstations, personal digital assistants, servers, blade servers, mainframe computers, and other suitable computers. The electronic device can also represent various forms of mobile devices, such as personal digital processing, cellular phones, smart phones, wearable devices (such as helmets, glasses, watches, etc.) and other similar computing devices. The components shown herein, their connections and relationships, and their functions are merely examples and are not intended to limit the implementation of the present invention described and / or required herein.

[0085] like Figure 5 As shown, the electronic device 10 includes at least one processor 11, and a memory connected to the at least one processor 11, such as a read-only memory (ROM) 12, a random access memory (RAM) 13, etc., wherein the memory stores a computer program that can be executed by at least one processor, and the processor 11 can perform various appropriate actions and processes according to the computer program stored in the read-only memory (ROM) 12 or the computer program loaded from the storage unit 18 to the random access memory (RAM) 13. In the RAM 13, various programs and data required for the operation of the electronic device 10 can also be stored. The processor 11, ROM 12 and RAM 13 are connected to each other through a bus 14. An input / output (I / O) interface 15 is also connected to the bus 14.

[0086] A number of components in the electronic device 10 are connected to the I / O interface 15, including: an input unit 16, such as a keyboard, a mouse, etc.; an output unit 17, such as various types of displays, speakers, etc.; a storage unit 18, such as a disk, an optical disk, etc.; and a communication unit 19, such as a network card, a modem, a wireless communication transceiver, etc. The communication unit 19 allows the electronic device 10 to exchange information / data with other devices through a computer network such as the Internet and / or various telecommunication networks.

[0087] The processor 11 may be a variety of general and / or special processing components with processing and computing capabilities. Some examples of the processor 11 include, but are not limited to, a central processing unit (CPU), a graphics processing unit (GPU), various special artificial intelligence (AI) computing chips, various processors running machine learning model algorithms, a digital signal processor (DSP), and any appropriate processor, controller, microcontroller, etc. The processor 11 executes the various methods and processes described above, such as a method for determining the stability of a deep foundation reinforcement pit against sudden surges.

[0088] In some embodiments, the method for judging the anti-surge stability of a deep foundation reinforcement pit can be implemented as a computer program, which is tangibly contained in a computer-readable storage medium, such as a storage unit 18. In some embodiments, part or all of the computer program can be loaded and / or installed on the electronic device 10 via the ROM 12 and / or the communication unit 19. When the computer program is loaded into the RAM 13 and executed by the processor 11, one or more steps of the method for judging the anti-surge stability of a deep foundation reinforcement pit described above can be executed. Alternatively, in other embodiments, the processor 11 can be configured to execute the method for judging the anti-surge stability of a deep foundation reinforcement pit by any other appropriate means (for example, by means of firmware).

[0089] Various implementations of the systems and techniques described above herein can be implemented in digital electronic circuit systems, integrated circuit systems, field programmable gate arrays (FPGAs), application specific integrated circuits (ASICs), application specific standard products (ASSPs), systems on chips (SOCs), load programmable logic devices (CPLDs), computer hardware, firmware, software, and / or combinations thereof. These various implementations can include: being implemented in one or more computer programs that can be executed and / or interpreted on a programmable system including at least one programmable processor, which can be a special purpose or general purpose programmable processor that can receive data and instructions from a storage system, at least one input device, and at least one output device, and transmit data and instructions to the storage system, the at least one input device, and the at least one output device.

[0090] Computer programs for implementing the methods of the present invention may be written in any combination of one or more programming languages. These computer programs may be provided to a processor of a general-purpose computer, a special-purpose computer, or other programmable data processing device, so that when the computer program is executed by the processor, the functions / operations specified in the flow chart and / or block diagram are implemented. The computer program may be executed entirely on the machine, partially on the machine, partially on the machine and partially on a remote machine as a stand-alone software package, or entirely on a remote machine or server.

[0091] In the context of the present invention, a computer-readable storage medium may be a tangible medium that may contain or store a computer program for use by or in combination with an instruction execution system, device or equipment. A computer-readable storage medium may include, but is not limited to, electronic, magnetic, optical, electromagnetic, infrared, or semiconductor systems, devices or equipment, or any suitable combination of the foregoing. Alternatively, a computer-readable storage medium may be a machine-readable signal medium. A more specific example of a machine-readable storage medium may include an electrical connection based on one or more lines, a portable computer disk, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing.

[0092] To provide interaction with a user, the systems and techniques described herein may be implemented on an electronic device having: a display device (e.g., a CRT (cathode ray tube) or LCD (liquid crystal display) monitor) for displaying information to the user; and a keyboard and a pointing device (e.g., a mouse or trackball) through which the user can provide input to the electronic device. Other types of devices may also be used to provide interaction with the user; for example, the feedback provided to the user may be any form of sensory feedback (e.g., visual feedback, auditory feedback, or tactile feedback); and input from the user may be received in any form (including acoustic input, voice input, or tactile input).

[0093] The systems and techniques described herein may be implemented in a computing system that includes backend components (e.g., as a data server), or a computing system that includes middleware components (e.g., an application server), or a computing system that includes frontend components (e.g., a user computer with a graphical user interface or a web browser through which a user can interact with implementations of the systems and techniques described herein), or a computing system that includes any combination of such backend components, middleware components, or frontend components. The components of the system may be interconnected by any form or medium of digital data communication (e.g., a communication network). Examples of communication networks include: a local area network (LAN), a wide area network (WAN), a blockchain network, and the Internet.

[0094] A computing system may include a client and a server. The client and the server are generally remote from each other and usually interact through a communication network. The client and server relationship is generated by computer programs running on the corresponding computers and having a client-server relationship with each other. The server may be a cloud server, also known as a cloud computing server or cloud host, which is a host product in the cloud computing service system to solve the defects of difficult management and weak business scalability in traditional physical hosts and VPS services.

[0095] It should be understood that the various forms of processes shown above can be used to reorder, add or delete steps. For example, the steps described in the present invention can be executed in parallel, sequentially or in different orders, as long as the desired results of the technical solution of the present invention can be achieved, and this document does not limit this.

[0096] The above specific implementations do not constitute a limitation on the protection scope of the present invention. It should be understood by those skilled in the art that various modifications, combinations, sub-combinations and substitutions can be made according to design requirements and other factors. Any modification, equivalent substitution and improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. A method for judging the stability of deep foundation reinforcement pit against sudden surge, characterized in that: include: Acquire foundation pit engineering parameters corresponding to the foundation pit to be determined, and determine the foundation pit reinforcement area of ​​the foundation pit to be determined; Determining the reinforcement zone mechanical parameters corresponding to each of the foundation pit reinforcement areas according to the foundation pit engineering parameters, wherein the reinforcement zone mechanical parameters include the reinforcement zone gravity parameters and the reinforcement zone lateral resistance parameters; The anti-surge safety factor of the foundation pit to be judged is determined based on the mechanical parameters of the reinforcement area and the foundation pit engineering parameters, and whether the foundation pit to be judged meets the engineering requirements is determined according to the anti-surge safety factor.

2. The method according to claim 1, characterized in that The foundation pit reinforcement area includes a grid reinforcement area and a full-height reinforcement area. The reinforcement area mechanical parameters corresponding to each foundation pit reinforcement area are determined according to the foundation pit engineering parameters, including: Determining the gravity parameters of the grid reinforcement area and the shear strength of the side of the soil in the grid reinforcement area based on the foundation pit engineering parameters; The gravity parameters of the full-span reinforcement area and the lateral resistance between the full-span reinforcement area and the foundation pit retaining structure are determined based on the foundation pit engineering parameters.

3. The method according to claim 2, characterized in that Determining the lateral resistance between the full-stove reinforcement area and the foundation pit retaining structure based on the foundation pit engineering parameters includes: Determine the weight of the reinforcement body and the depth of the reinforcement area in the full-span reinforcement area based on the foundation pit engineering parameters, and determine the lateral friction resistance between the full-span reinforcement area and the foundation pit retaining structure; Substitute the weight of the reinforcement body and the depth of the reinforcement area in the full-span reinforcement area and the lateral friction resistance between the full-span reinforcement area and the foundation pit retaining structure into the lateral resistance calculation formula to determine the lateral resistance between the full-span reinforcement area and the foundation pit retaining structure.

4. The method according to claim 3, characterized in that The side resistance calculation formula is: Wherein, F2 is the lateral resistance between the side of the full reinforcement area and the foundation pit retaining structure; j2 is the weight of the reinforcement body in the full reinforcement area; h2 is the depth of the full reinforcement area; K0 is the static side pressure coefficient; f s is the side friction resistance of the interface between the side of the full-slab reinforcement area and the foundation pit retaining structure; and L is the plane circumference of the foundation pit.

5. The method according to claim 2, characterized in that: Determining the shear strength of the soil side of the grid reinforcement area based on the foundation pit engineering parameters includes: Determine the weight of the reinforcement body and the depth of the reinforcement area in the grid reinforcement area based on the foundation pit engineering parameters, and determine the internal friction angle of the soil in the grid reinforcement area; Substitute the weight of the reinforced body and the depth of the reinforced area in the grid reinforcement area and the internal friction angle of the soil in the grid reinforcement area into the shear strength calculation formula to determine the shear strength of the side of the soil in the grid reinforcement area.

6. The method according to claim 5, characterized in that The shear strength calculation formula is: Wherein, F1 is the shear strength of the soil side of the grid reinforcement area; s is the weight of the soil in the grid reinforcement area; K0 is the static side pressure coefficient; φ is the internal friction angle of the soil in the grid reinforcement area; c is the cohesion of the soil in the grid reinforcement area; h1 is the depth of the grid reinforcement area; L is the plane circumference of the foundation pit.

7. The method according to claim 1, characterized in that The determining whether the foundation pit to be determined meets engineering requirements according to the anti-surge safety factor includes: Obtaining a preset anti-surge safety factor threshold, and when the anti-surge safety factor is greater than the preset anti-surge safety factor threshold, determining that the foundation pit to be determined meets the engineering requirements; When the anti-surge safety factor is less than the preset anti-surge safety factor threshold, it is determined that the foundation pit to be judged does not meet the engineering requirements.

8. A deep foundation reinforcement pit anti-surge stability judgment device, characterized in that: include: A parameter acquisition module, used to acquire the foundation pit engineering parameters corresponding to the foundation pit to be determined, and determine the foundation pit reinforcement area of ​​the foundation pit to be determined; A mechanical parameter calculation module, used for determining the mechanical parameters of the reinforcement area corresponding to each of the foundation pit reinforcement areas according to the foundation pit engineering parameters, wherein the mechanical parameters of the reinforcement area include the gravity parameters of the reinforcement area and the lateral resistance parameters of the reinforcement area; The stability judgment module is used to determine the anti-surge safety factor of the foundation pit to be judged based on the mechanical parameters of the reinforcement area and the foundation pit engineering parameters, and to determine whether the foundation pit to be judged meets the engineering requirements according to the anti-surge safety factor.

9. An electronic device, characterized in that: The electronic device comprises: at least one processor; and a memory communicatively connected to the at least one processor; wherein, The memory stores a computer program executable by the at least one processor, and the computer program is executed by the at least one processor so that the at least one processor can execute the method for determining the anti-surge stability of a deep foundation reinforcement pit as described in any one of claims 1-7.

10. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores computer instructions, and the computer instructions are used to enable a processor to implement the method for determining the anti-surge stability of a deep foundation reinforcement pit according to any one of claims 1 to 7 when executing the computer instructions.

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