Deep foundation pit underwater excavation method, device, equipment and storage medium

Abstract

The application relates to the technical field of building structure design, and discloses a deep foundation pit underwater excavation method, device, equipment and storage medium, the method comprises the following steps: determining a target dry excavation depth according to a diving water level and a target depth of dry pit sudden gushing; dry excavating a deep foundation pit to be excavated according to the target dry excavation depth; determining a backfill water level depth according to a target anti-sudden gushing rule after the dry excavation is completed; backfilling the deep foundation pit to be excavated after the dry excavation according to the backfill water level depth, and underwater excavating the deep foundation pit to be excavated after the backfilling; in the above manner, the deep foundation pit to be excavated is excavated to the target dry excavation depth in a non-dewatering dry excavation mode, then the deep foundation pit to be excavated after the dry excavation is backfilled by using the backfill water level depth, so that the stability and efficiency of a support structure of the underwater excavated deep foundation pit can be effectively improved, and the cost of the underwater excavated deep foundation pit is reduced.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building structure design, and particularly relates to a deep foundation pit underwater excavation method, device, equipment and storage medium. BACKGROUND

[0002] With the rapid development of urban construction, the demand for municipal engineering infrastructure is gradually increasing, so the number of deep foundation pits in high water level, super-thick and highly permeable strata is also increasing. Therefore, perfect and advanced construction technology needs to be invested to ensure the overall construction quality. As an indispensable operation process in the current municipal engineering deep foundation pit construction, the current underwater excavation technology adopts the "strong support + thick bottom sealing" method. However, the following needs to be met during operation: 1) grooving and construction of diaphragm walls; 2) first performing partial diving dewatering operation, which has adverse effects on the surrounding environment, especially the underground water environment, and then dry excavation to the position of the designed underwater excavation; timely support during the process; 3) underwater layered and divided excavation, and timely water level recharge during the excavation process; 4) thick bottom sealing is adopted to ensure the shear resistance of the bottom, the bottom sealing parameters are calculated and designed by using the pressure balance method, and necessary concave-convex tenon and groove are set to facilitate the positioning and connection of the bottom sealing and the diaphragm wall. Obviously, the above-mentioned underwater excavation technology will cause great difficulty in underwater operation, low work efficiency and high cost, which is contrary to the original intention of underwater excavation.

[0003] The above content is only used to assist in understanding the technical solutions of the present application and does not represent the acknowledgement of the above content as prior art. SUMMARY

[0004] The main purpose of the present application is to provide a deep foundation pit underwater excavation method, device, equipment and storage medium, which aims to solve the technical problems of low efficiency and high cost of the prior art underwater excavation deep foundation pit.

[0005] To achieve the above-mentioned purpose, the present application provides a deep foundation pit underwater excavation method, which comprises the following steps:

[0006] determining a target dry excavation depth according to the diving water level and the target depth of dry excavation pit surge;

[0007] dry excavating the deep foundation pit to be excavated according to the target dry excavation depth;

[0008] after the dry excavation is completed, determining a recharge water level depth according to the target anti-surge rule;

[0009] recharging the deep foundation pit to be excavated after the dry excavation according to the recharge water level depth, and underwater excavating the deep foundation pit to be excavated after the recharging.

[0010] Optionally, the step of determining the target dry excavation depth according to the diving water level and the target depth of dry excavation pit surge comprises:

[0011] obtaining a thickness of soil layers between a top surface of a confined aquifer and a bottom plate of a deep foundation pit to be excavated and a depth of the deep foundation pit to be excavated;

[0012] calculating a total height according to the thickness of the soil layers and the depth of the deep foundation pit;

[0013] obtaining specific gravities of the soil layers between the top surface of the confined aquifer and the bottom plate of the deep foundation pit to be excavated;

[0014] calculating average specific gravities of the soil layers according to the specific gravities of the soil layers and a number of soil layers;

[0015] calculating a target depth of heave of the dry excavation pit according to the total height, the average specific gravities of the soil layers, a water specific gravity, a confined water head height and a heave stability safety factor according to a heave depth formula;

[0016] when the phreatic water level is less than the target depth of heave of the dry excavation pit, taking the phreatic water level as a target dry excavation depth;

[0017] when the phreatic water level is greater than or equal to the target depth of heave of the dry excavation pit, taking the target depth of heave of the dry excavation pit as the target dry excavation depth.

[0018] Optionally, the determining the depth of the recharging water level after the dry excavation ends according to the target anti-heave rule comprises:

[0019] obtaining the average specific gravities of the soil layers between the top surface of the confined aquifer and the bottom plate of the deep foundation pit to be excavated after the dry excavation ends;

[0020] determining a depth difference according to the target dry excavation depth and the depth of the deep foundation pit to be excavated;

[0021] calculating the depth of the recharging water level according to the target anti-heave rule, the depth difference, the average specific gravities of the soil layers and the water specific gravity according to a recharging depth formula.

[0022] Optionally, the underwater excavation of the deep foundation pit to be excavated after the recharging further comprises:

[0023] obtaining a target deep foundation pit after the underwater excavation is completed;

[0024] determining an initial sealing thickness according to a plastic twisted wire principle;

[0025] setting target mortise and tenon joint parameters according to properties of a sealing concave-convex mortise and tenon joint and properties of a diaphragm wall concave-convex mortise and tenon joint;

[0026] determining a target sealing thickness according to the target mortise and tenon joint parameters and the initial sealing thickness;

[0027] sealing the target deep foundation pit according to the target sealing thickness;

[0028] When the current intensity of the target deep foundation water pit after the bottom sealing is greater than a preset intensity threshold, the water level in the target deep foundation water pit after the bottom sealing is pumped out.

[0029] Optionally, the initial bottom sealing thickness is determined according to the plastic wire principle, comprising:

[0030] The length and width of the rectangular foundation pit floor are obtained, and a length-width ratio coefficient is calculated according to the length and width;

[0031] A first coefficient and a second coefficient are calculated according to the length-width ratio coefficient;

[0032] A third coefficient is calculated according to the resistance to be overcome by the upper edge of the soil beam to crack, the first coefficient, the second coefficient, and the length;

[0033] A critical thickness of the soil layer of the deep foundation water pit to be dug is calculated according to the third coefficient, the average specific gravity of the relative aquifuge, the water head height of the confined water, and the water specific gravity;

[0034] An initial bottom sealing thickness is calculated according to the plastic wire principle, the critical thickness, the thickness of the relative aquifuge, and the average specific gravity of the relative aquifuge according to a bottom sealing thickness formula.

[0035] Optionally, the target mortise and tenon groove parameters are set according to the bottom sealing mortise and tenon groove attributes and the diaphragm wall mortise and tenon groove attributes, comprising:

[0036] The bottom length and width of the bottom sealing mortise and tenon groove are obtained according to the bottom sealing mortise and tenon groove attributes, and the bottom length and width of the diaphragm wall mortise and tenon groove are obtained according to the diaphragm wall mortise and tenon groove attributes;

[0037] The shear failure bearing capacity of the bottom sealing mortise and tenon groove is calculated according to the bottom length, the width of the bottom sealing mortise and tenon groove, the compressive strength of the bottom sealing concrete, and the number of bottom sealing mortise and tenon grooves that bear;

[0038] The shear failure bearing capacity of the diaphragm wall mortise and tenon groove is calculated according to the bottom length, the width of the diaphragm wall mortise and tenon groove, the compressive strength of the underground continuous wall concrete, and the number of diaphragm wall mortise and tenon grooves that bear;

[0039] The surface compressive bearing capacity of the bottom sealing mortise and tenon groove is calculated according to the bearing coefficient of the bottom sealing mortise and tenon groove, the compressive strength of the bottom sealing concrete, the number of bottom sealing mortise and tenon grooves that bear, the width of the bottom sealing mortise and tenon groove, and the lateral contact surface height of the bottom sealing mortise and tenon groove;

[0040] The surface compressive bearing capacity of the diaphragm wall mortise and tenon groove is calculated according to the bearing coefficient of the diaphragm wall mortise and tenon groove, the compressive strength of the underground continuous wall concrete, the number of diaphragm wall mortise and tenon grooves that bear, the width of the diaphragm wall mortise and tenon groove, and the lateral contact surface height of the diaphragm wall mortise and tenon groove.

[0041] According to the shear failure bearing capacity and surface compression bearing capacity of the sealing bottom concave-convex tenon and groove, and the shear failure bearing capacity and surface compression bearing capacity of the diaphragm wall concave-convex tenon and groove, target concave-convex tenon and groove parameters are set.

[0042] Optionally, after the target concave-convex tenon and groove parameters are set according to the shear failure bearing capacity and surface compression bearing capacity of the sealing bottom concave-convex tenon and groove, and the shear failure bearing capacity and surface compression bearing capacity of the diaphragm wall concave-convex tenon and groove, the method further comprises:

[0043] The sealing bottom height and the concave-convex tenon and groove implementation difficulty are obtained.

[0044] According to the target concave-convex tenon and groove parameters, the sealing bottom height, and the concave-convex tenon and groove implementation difficulty, a target specification concave-convex tenon and groove is selected.

[0045] The target specification concave-convex tenon and groove is distributed at a target position of the target deep foundation pit after sealing.

[0046] After the distribution is completed, the target specification concave-convex tenon and groove is subjected to shear resistance detection, and a current shear bearing capacity is obtained.

[0047] When the current shear bearing capacity is less than a preset bearing capacity threshold, a shear bearing capacity difference value is calculated according to the current shear bearing capacity and the preset bearing capacity threshold.

[0048] The shear bearing capacity difference value is used to determine an increased number of columns and column sizes.

[0049] The current shear bearing capacity is adjusted according to the increased number of columns and column sizes.

[0050] In addition, to achieve the above-mentioned purpose, the application further provides a deep foundation pit underwater excavation device, which comprises:

[0051] A determination module is configured to determine a target dry excavation depth according to a water level and a target depth of dry pit heave.

[0052] A dry excavation module is configured to dry excavate a deep foundation pit to be excavated according to the target dry excavation depth.

[0053] The determination module is further configured to determine a water level depth for water recharge after the dry excavation is completed according to a target anti-heave rule.

[0054] A water excavation module is configured to recharge the dry-excavated deep foundation pit to be excavated according to the water level depth for water recharge, and to underwater excavate the recharged deep foundation pit to be excavated.

[0055] In addition, to achieve the above object, the application further provides a deep foundation pit underwater excavation device, which comprises a memory, a processor and a deep foundation pit underwater excavation program stored in the memory and executable on the processor, and the deep foundation pit underwater excavation program is configured to implement the deep foundation pit underwater excavation method as described above.

[0056] In addition, to achieve the above object, the application further provides a storage medium, which stores a deep foundation pit underwater excavation program, and the deep foundation pit underwater excavation program is executed by a processor to implement the deep foundation pit underwater excavation method as described above.

[0057] The deep foundation pit underwater excavation method provided by the application determines a target dry excavation depth according to a diving water level and a target dry pit surge depth, performs dry excavation on a deep foundation pit to be excavated according to the target dry excavation depth, determines a backfill water level depth according to a target anti-surge rule after the dry excavation is completed, performs backfill on the deep foundation pit to be excavated after the dry excavation according to the backfill water level depth, and performs underwater excavation on the deep foundation pit to be excavated after the backfill. In this way, the deep foundation pit to be excavated is excavated to the target dry excavation depth in a dry excavation mode without dewatering, and then the deep foundation pit to be excavated after the dry excavation is backfilled by using the backfill water level depth, so that the stability and efficiency of the enclosure structure of the deep foundation pit excavated underwater can be effectively improved, and the cost of the deep foundation pit excavated underwater can be reduced. BRIEF DESCRIPTION OF DRAWINGS

[0058] Figure 1 is a structural schematic diagram of a deep foundation pit underwater excavation device related to a hardware running environment of an embodiment scheme of the application;

[0059] Figure 2 is a flowchart of a first embodiment of a deep foundation pit underwater excavation method of the application;

[0060] Figure 3 is a flowchart of a second embodiment of a deep foundation pit underwater excavation method of the application;

[0061] Figure 4 is a functional module schematic diagram of a first embodiment of a deep foundation pit underwater excavation device of the application.

[0062] The implementation of the object, functional features and advantages of the application will be further described with reference to the embodiments and the accompanying drawings. DETAILED DESCRIPTION

[0063] It should be understood that the specific embodiments described herein are only used to explain the application, and are not used to limit the application.

[0064] Reference Figure 1 , Figure 1 is a structural schematic diagram of a deep foundation pit underwater excavation device related to a hardware running environment of an embodiment scheme of the application.

[0065] As Figure 1 shown, the deep foundation pit underwater excavation equipment can include a processor 1001, for example, a central processing unit (CPU), a communication bus 1002, a user interface 1003, a network interface 1004, and a memory 1005. The communication bus 1002 is used to realize the connection and communication between the components. The user interface 1003 can include a display screen, an input unit such as a keyboard, and an optional user interface 1003 can also include a standard wired interface, a wireless interface. The network interface 1004 can optionally include a standard wired interface, a wireless interface (such as a wireless fidelity (Wi-Fi) interface). The memory 1005 can be a high-speed random access memory (RAM) memory, or a stable non-volatile memory (NVM) such as a disk memory. The memory 1005 can also be a storage device independent of the aforementioned processor 1001.

[0066] Those skilled in the art can understand that Figure 1 the structure shown in the figure does not constitute a limitation on the deep foundation pit underwater excavation equipment, and can include more or fewer components than the figure, or combine certain components, or different component arrangements.

[0067] As Figure 1 shown, the memory 1005 as a storage medium can include an operating system, a network communication module, a user interface module, and a deep foundation pit underwater excavation program.

[0068] In Figure 1 the deep foundation pit underwater excavation equipment, the network interface 1004 is mainly used for data communication with the network integrated platform workstation; the user interface 1003 is mainly used for data interaction with the user; the processor 1001 and the memory 1005 in the deep foundation pit underwater excavation equipment can be arranged in the deep foundation pit underwater excavation equipment, and the deep foundation pit underwater excavation equipment calls the deep foundation pit underwater excavation program stored in the memory 1005 through the processor 1001, and executes the deep foundation pit underwater excavation method provided by the embodiment of the present application.

[0069] Based on the above hardware structure, the deep foundation pit underwater excavation method embodiment of the present application is proposed.

[0070] Referring to Figure 2 , Figure 2 the flowchart of the first embodiment of the deep foundation pit underwater excavation method of the present application.

[0071] In the first embodiment, the deep foundation pit underwater excavation method comprises the following steps:

[0072] In step S10, a target dry excavation depth is determined according to the phreatic water level and a target depth of dry pit heave.

[0073] It should be noted that the execution subject of the present embodiment is a deep foundation pit underwater excavation device, and can also be other devices that can achieve the same or similar functions, such as a deep foundation pit excavation controller, etc. The present embodiment does not limit this, and in the present embodiment, the deep foundation pit excavation controller is taken as an example for illustration.

[0074] It should be understood that the target depth refers to the maximum depth of dry pit heave, and the target dry excavation depth refers to the depth of dry excavation of the deep foundation pit to be excavated, which is determined by the minimum value between the phreatic water level and the target depth of dry pit heave.

[0075] Further, in step S10, the thickness of the soil layer between the top surface of the confined aquifer and the bottom plate of the deep foundation pit to be excavated and the foundation pit depth of the deep foundation pit to be excavated are obtained; the total height is calculated according to the thickness of the soil layer and the foundation pit depth; the unit weight of each soil layer between the top surface of the confined aquifer and the bottom plate of the deep foundation pit to be excavated is obtained; the average unit weight of each soil layer is calculated according to the unit weight of each soil layer and the number of soil layers; the target depth of dry pit heave is calculated according to the total height, the average unit weight of each soil layer, the water unit weight, the confined water head height, and the heave stability safety factor according to the heave depth formula; when the phreatic water level is less than the target depth of dry pit heave, the phreatic water level is taken as the target dry excavation depth; when the phreatic water level is greater than or equal to the target depth of dry pit heave, the target depth of dry pit heave is taken as the target dry excavation depth.

[0076] It can be understood that after obtaining the thickness of the soil layer between the top surface of the confined aquifer and the bottom plate of the deep foundation pit to be excavated and the foundation pit depth of the deep foundation pit to be excavated, the total height is calculated according to the thickness of the soil layer and the foundation pit depth, for example, the thickness of the soil layer is D, the foundation pit depth is H, and then the total height is D+H, and then the average unit weight of each soil layer is calculated according to the unit weight of each soil layer between the top surface of the confined aquifer and the bottom plate of the deep foundation pit to be excavated and the number of soil layers, which is The value can be 18kN / m 3 The target depth of dry pit heave is calculated according to the total height, the average unit weight of each soil layer, the water unit weight, the confined water head height, and the heave stability safety factor, which is specifically:

[0077]

[0078] wherein, is the average unit weight of each soil layer, D is the thickness of the soil layer, H is the foundation pit depth, γ wis the water density, h w is the water head height of the confined water, K w is the safety factor of the sudden inrush stability, D 突 is the target depth of the dry pit sudden inrush.

[0079] It should be noted that after obtaining the target depth of the dry pit sudden inrush, the target depth of the dry pit sudden inrush needs to be compared with the phreatic water level. When the phreatic water level is less than the target depth of the dry pit sudden inrush, the phreatic water level is taken as the target dry pit depth. When the phreatic water level is greater than or equal to the target depth of the dry pit sudden inrush, the target depth of the dry pit sudden inrush is taken as the target dry pit depth.

[0080] Step S20, dry digging the deep foundation water pit according to the target dry pit depth.

[0081] It can be understood that after obtaining the target dry pit depth, the deep foundation water pit to be dug is dry dug in a non-dewatering manner until the depth of the deep foundation water pit to be dug meets the requirements of the target dry pit depth.

[0082] Step S30, after the dry digging is completed, determining the recharge water level depth according to the target anti-sudden inrush rule.

[0083] It should be understood that the recharge water level depth refers to the depth when the deep foundation water pit after dry digging is recharged with water, and the recharge water level depth needs to meet the requirements of the target anti-sudden inrush rule. The target anti-sudden inrush rule refers to that the self-weight of the soil between the bottom plate of the deep foundation water pit to be dug and the top surface of the confined aquifer should be greater than the static water pressure of the confined water at the top surface of the confined aquifer.

[0084] Further, step S30 includes: after the dry digging is completed, obtaining the average density of each soil layer between the top surface of the confined aquifer and the bottom plate of the deep foundation water pit to be dug; determining the depth difference according to the target dry pit depth and the foundation pit depth of the deep foundation water pit to be dug; and calculating the recharge water level depth according to the target anti-sudden inrush rule, the depth difference, the average density of each soil layer, and the water density according to the recharge depth formula.

[0085] It can be understood that the depth difference refers to the depth difference between the target dry pit depth and the foundation pit depth of the deep foundation water pit to be dug. For example, the foundation pit depth of the deep foundation water pit to be dug is H, and the target dry pit depth is D1, then the depth difference is H-D1, and then the initial recharge water level depth is calculated according to the recharge depth formula, which is specifically:

[0086]

[0087] wherein H is the foundation pit depth, D1 is the target dry pit depth, is the average density of each soil layer, γ w is the water density, D2 is the initial recharge water level depth.

[0088] It should be noted that after the calculated initial recharge water level depth is obtained, it is determined whether the initial recharge water level depth meets the target anti-inrush rule, and if so, the initial recharge water level depth is taken as the recharge water level depth.

[0089] In step S40, the dry-excavated deepening foundation pit to be excavated is recharged according to the recharge water level depth, and the recharged deepening foundation pit to be excavated is underwater excavated.

[0090] It can be understood that after the recharge water level depth is obtained, the dry-excavated deepening foundation pit to be excavated is recharged according to the recharge water level depth, and then it is determined in real time whether the water level depth of the dry-excavated deepening foundation pit to be excavated is the recharge water level depth, and if so, the recharged deepening foundation pit to be excavated is underwater excavated.

[0091] In this embodiment, the target dry excavation depth is determined according to the water level of the foundation pit and the target depth of the dry-excavated pit inrush; the deepening foundation pit to be excavated is dry-excavated according to the target dry excavation depth; after the dry excavation is completed, the recharge water level depth is determined according to the target anti-inrush rule; the dry-excavated deepening foundation pit to be excavated is recharged according to the recharge water level depth, and the recharged deepening foundation pit to be excavated is underwater excavated; in the above manner, the deepening foundation pit to be excavated is excavated to the target dry excavation depth in a dry excavation without dewatering, and then the dry-excavated deepening foundation pit to be excavated is recharged by using the recharge water level depth, so that the stability and efficiency of the enclosure structure of the underwater excavated deep foundation pit can be effectively improved, and the cost of the underwater excavated deep foundation pit can be reduced.

[0092] In an embodiment, as Figure 3 The second embodiment of the method for underwater excavation of a deep foundation pit is based on the first embodiment, and after step S40, the method further includes:

[0093] In step S501, after the underwater excavation is completed, a target deep foundation pit is obtained.

[0094] It should be understood that the target deep foundation pit refers to the deep foundation pit after the underwater excavation, and the target deep foundation pit is obtained by underwater excavating the recharged deepening foundation pit to be excavated.

[0095] In step S502, an initial sealing thickness is determined according to the plastic wire principle.

[0096] It can be understood that the initial sealing thickness refers to the thickness of the preliminary determination of the sealing of the target deep foundation pit that has been excavated, that is, the initial sealing thickness is not the final sealing thickness, and the initial sealing thickness can be the preliminary determined minimum sealing thickness. The plastic wire principle refers to the principle of connecting the plastic hinges that appear continuously on the plate to form a line, and the initial sealing thickness is determined by using the plastic wire principle.

[0097] Further, the step S502 comprises: obtaining the length and width of the rectangular foundation floor, calculating a length-width ratio coefficient according to the length and width; calculating a first coefficient and a second coefficient according to the length-width ratio coefficient; calculating a third coefficient according to the resistance required to be overcome by the upper edge of the soil beam to crack, the first coefficient, the second coefficient, and the length; calculating the critical thickness of the soil layer of the deep foundation pit to be dug according to the third coefficient, the average specific weight of the relative water-resisting layer, the water head height of the confined water, and the water specific weight; and calculating the initial bottom sealing thickness according to the plastic wire principle, the critical thickness, the thickness of the relative water-resisting layer, and the average specific weight of the relative water-resisting layer according to the bottom sealing thickness formula.

[0098] It should be understood that after the length and width of the rectangular foundation floor are obtained, the length-width ratio coefficient is calculated according to the length and width, for example, the length and width of the rectangular foundation floor are l1 and l2, then the length-width ratio coefficient λ = l2 / l1, k = 1 / λ. 2 = (l2 / l1) 2 Then the first coefficient and the resistance required to be overcome by the upper edge of the soil beam to crack are calculated respectively, which are specifically as follows:

[0099]

[0100] Wherein, β is the first coefficient, λ and k are the length-width ratio coefficients.

[0101]

[0102]

[0103] Wherein, σ b is the resistance required to be overcome by the upper edge of the soil beam to crack, is the internal friction angle of the bottom plate soil layer, σ L is the tensile strength of the soil, K p is the passive earth pressure coefficient, and c is the cohesion of the bottom plate soil layer.

[0104] It should be noted that after the first coefficient and the resistance required to be overcome by the upper edge of the soil beam to crack are obtained, the third coefficient is calculated, which is specifically as follows:

[0105]

[0106] Wherein, K is the third coefficient, σ b is the resistance required to be overcome by the upper edge of the soil beam to crack, k2 is the second length-width ratio coefficient, α is the target coefficient, l1 is the length of the rectangular foundation floor, and β is the first coefficient.

[0107] It should be noted that after the third coefficient is obtained, the critical thickness of the soil layer of the deep foundation water pit to be dug is calculated according to the third coefficient, the average specific gravity of the relative aquiclude, the water head height of the confined water and the water specific gravity, and specifically:

[0108]

[0109] wherein H cr is the critical thickness of the soil layer of the deep foundation water pit to be dug, γ b is the average specific gravity of the relative aquiclude, K is the third coefficient, h w is the water head height of the confined water, and γ w is the water specific gravity.

[0110] It should be noted that after the critical thickness of the soil layer of the deep foundation water pit to be dug is obtained, the initial sealing thickness is calculated according to the sealing thickness formula, and specifically:

[0111]

[0112] wherein h d is the initial sealing thickness, H cr is the critical thickness of the soil layer of the deep foundation water pit to be dug, D is the thickness of the relative aquiclude, and γ b is the average specific gravity of the relative aquiclude.

[0113] In step S503, the target rabbet parameter is set according to the sealing rabbet attribute and the diaphragm wall rabbet attribute.

[0114] It should be understood that the target rabbet parameter refers to the relevant parameter of the rabbet, for example, the shear bearing capacity of the rabbet joint, and the target rabbet parameter is set by the sealing rabbet attribute and the diaphragm wall rabbet attribute, the sealing rabbet attribute includes but is not limited to the length and width of the bottom of the sealing rabbet, and the diaphragm wall rabbet attribute includes but is not limited to the length and width of the bottom of the diaphragm wall rabbet.

[0115] Further, the step S503 comprises: obtaining the bottom length and width of the bottom concave-convex tenon-groove according to the bottom concave-convex tenon-groove attribute, and obtaining the bottom length and width of the diaphragm wall concave-convex tenon-groove according to the diaphragm wall concave-convex tenon-groove attribute; calculating the shear failure bearing capacity of the bottom concave-convex tenon-groove according to the bottom length, width, compressive strength of the bottom concrete, and the number of bottom concave-convex tenon-grooves bearing; calculating the shear failure bearing capacity of the diaphragm wall concave-convex tenon-groove according to the bottom length, width, compressive strength of the diaphragm wall concrete, and the number of diaphragm wall concave-convex tenon-grooves bearing; calculating the surface compressive bearing capacity of the bottom concave-convex tenon-groove according to the bearing coefficient of the bottom concave-convex tenon-groove, the compressive strength of the bottom concrete, the number of bottom concave-convex tenon-grooves bearing, the width of the bottom concave-convex tenon-groove, and the lateral contact surface height of the bottom concave-convex tenon-groove; calculating the surface compressive bearing capacity of the diaphragm wall concave-convex tenon-groove according to the bearing coefficient of the diaphragm wall concave-convex tenon-groove, the compressive strength of the diaphragm wall concrete, the number of diaphragm wall concave-convex tenon-grooves bearing, the width of the diaphragm wall concave-convex tenon-groove, and the lateral contact surface height of the diaphragm wall concave-convex tenon-groove; and setting the target concave-convex tenon-groove parameters according to the shear failure bearing capacity and the surface compressive bearing capacity of the bottom concave-convex tenon-groove, and the shear failure bearing capacity and the surface compressive bearing capacity of the diaphragm wall concave-convex tenon-groove.

[0116] It can be understood that the bottom concave-convex tenon-groove refers to the concave-convex tenon-groove at the bottom, and the diaphragm wall concave-convex tenon-groove refers to the concave-convex tenon-groove at the diaphragm wall. After obtaining the bottom length and width of the bottom concave-convex tenon-groove, the shear failure bearing capacity of the bottom concave-convex tenon-groove is calculated, which is specifically:

[0117]

[0118] wherein Q 1s is the shear failure bearing capacity of the bottom concave-convex tenon-groove, f' c1 is the compressive strength of the bottom concrete, n is the number of bottom concave-convex tenon-grooves bearing, a i is the bottom length of the bottom concave-convex tenon-groove, w i is the width of the bottom concave-convex tenon-groove.

[0119] It should be understood that after obtaining the bottom length and width of the diaphragm wall concave-convex tenon-groove, the shear failure bearing capacity of the diaphragm wall concave-convex tenon-groove is calculated, which is specifically:

[0120]

[0121] wherein Q 2s is the shear failure bearing capacity of the diaphragm wall concave-convex tenon-groove, f' c2 is the compressive strength of the diaphragm wall concrete, n is the number of diaphragm wall concave-convex tenon-grooves bearing, b iLength of the bottom of the concave-convex tongue and groove of the diaphragm wall i Width of the concave-convex tongue and groove of the diaphragm wall.

[0122] It can be understood that after the shear failure bearing capacity is calculated, the surface compression bearing capacity of the bottom concave-convex tongue and groove and the surface compression bearing capacity of the diaphragm wall concave-convex tongue and groove also need to be calculated, which are specifically as follows:

[0123]

[0124] Wherein, Q 1b is the surface compression bearing capacity of the bottom concave-convex tongue and groove, a is the bearing coefficient, f' c1 is the compressive strength of the bottom concrete, n is the number of bottom concave-convex tongue and grooves that bear, w i is the width of the bottom concave-convex tongue and groove, x i is the lateral contact surface height of the bottom concave-convex tongue and groove.

[0125]

[0126] Wherein, Q 2b is the surface compression bearing capacity of the diaphragm wall concave-convex tongue and groove, a is the bearing coefficient, f' c2 is the compressive strength of the diaphragm wall concrete, n is the number of diaphragm wall concave-convex tongue and grooves that bear, w i is the width of the diaphragm wall concave-convex tongue and groove, x i is the lateral contact surface height of the diaphragm wall concave-convex tongue and groove.

[0127] It should be noted that after the shear failure bearing capacity and the surface compression bearing capacity of the bottom concave-convex tongue and groove, and the shear failure bearing capacity and the surface compression bearing capacity of the diaphragm wall concave-convex tongue and groove are calculated, the target concave-convex tongue and groove parameters are set, which are specifically to take the smaller value as the shear bearing capacity Q sk of the concave-convex tongue and groove joint, that is, Q1 = min(Q 1s , Q 1b ), Q2 = min(Q 2s , Q 2b ), Q sk = min(Q1, Q2).

[0128] It should be understood that the angle of the concave-convex tongue and groove must be within the range of (0°, 30°), and when the angle of the concave-convex tongue and groove exceeds this range, the inclined surface is prone to slip. When the angle of the concave-convex tongue and groove is within the range of (0°, 30°), the value range of the top length of the bottom concave-convex tongue and groove is (a-1.154x, a), and by analogy, the value range of the top length of the diaphragm wall concave-convex tongue and groove is (b-1.154x, b).

[0129] Further, after the target rabbet groove parameters are set according to the shearing failure bearing capacity and surface compression bearing capacity of the rabbet groove of the sealing bottom, the shearing failure bearing capacity and surface compression bearing capacity of the rabbet groove of the diaphragm wall, the target specification rabbet groove is selected according to the target rabbet groove parameters, the sealing bottom height and the rabbet groove implementation difficulty; the target specification rabbet groove is distributed at the target position of the target deep foundation water pit after the sealing bottom; after the distribution is completed, the shearing resistance of the target specification rabbet groove is detected to obtain the current shearing bearing capacity; when the current shearing bearing capacity is less than a preset bearing capacity threshold, a shearing bearing capacity difference value is calculated according to the current shearing bearing capacity and the preset bearing capacity threshold; the number and size of the columns to be added are determined according to the shearing bearing capacity difference value; and the current shearing bearing capacity is adjusted according to the number and size of the columns to be added.

[0130] It should be understood that after the sealing bottom height and the rabbet groove implementation difficulty are obtained, the target specification rabbet groove is selected according to the sealing bottom height and the rabbet groove implementation difficulty. The target specification rabbet groove can be a single rabbet groove along the sealing bottom thickness direction and the number of rabbet grooves arranged at intervals. Specifically, n' is the number of rabbet grooves arranged at intervals, Q

[0131]

[0132] wherein n' is the number of rabbet grooves arranged at intervals, Q sk is the shearing bearing capacity of the rabbet groove joint, C is the perimeter of the diaphragm wall, and Q is the shearing force applied to the sealing bottom by the diaphragm wall through the rabbet groove.

[0133] Step S504, determining a target sealing bottom thickness according to the target rabbet groove parameters and the initial sealing bottom thickness.

[0134] It can be understood that after the target rabbet groove parameters are obtained, the sealing bottom adjustment thickness is determined according to the target rabbet groove parameters, and then the initial sealing bottom thickness is adjusted by the sealing bottom adjustment thickness to obtain the target sealing bottom thickness.

[0135] Step S505, sealing the target deep foundation water pit according to the target sealing bottom thickness.

[0136] It should be understood that after the design work such as the target sealing bottom thickness, the target dry excavation depth, the recharge water level depth and the target rabbet groove parameters are determined, the target deep foundation water pit is poured with concrete and sealed according to the design parameters.

[0137] Step S506, when the current strength of the target deep foundation water pit after the sealing bottom is greater than a preset strength threshold, the water level in the target deep foundation water pit after the sealing bottom is pumped out.

[0138] It can be understood that after the bottom of the target deep foundation pit is sealed, it is necessary to determine whether the current strength of the target deep foundation pit after sealing is greater than a preset strength threshold, and if so, the water level in the target deep foundation pit after sealing is pumped out.

[0139] In the embodiment, the target deep foundation pit is obtained after underwater excavation is completed, the initial sealing thickness is determined according to the plastic wire principle, the target mortise and tenon groove parameters are set according to the sealing mortise and tenon groove attribute and the diaphragm wall mortise and tenon groove attribute, the target sealing thickness is determined according to the target mortise and tenon groove parameters and the initial sealing thickness, the target deep foundation pit is sealed according to the target sealing thickness, and the water level in the target deep foundation pit after sealing is pumped out when the current strength of the target deep foundation pit after sealing is greater than a preset strength threshold. In the above manner, the target mortise and tenon groove parameters are set according to the sealing mortise and tenon groove attribute and the diaphragm wall mortise and tenon groove attribute, the initial sealing thickness is adjusted according to the target mortise and tenon groove parameters, the target deep foundation pit is sealed according to the target sealing thickness obtained by adjustment, and it is determined whether the current strength of the target deep foundation pit is greater than a preset strength threshold, and if so, the water level in the target deep foundation pit after sealing is pumped out, so that the sealing thickness can be effectively reduced, the sealing shear resistance can be ensured, and the construction efficiency can be improved.

[0140] In addition, the embodiment of the present application also provides a storage medium, and the storage medium stores a deep foundation pit underwater excavation program. When the deep foundation pit underwater excavation program is executed by a processor, the steps of the deep foundation pit underwater excavation method described above are implemented.

[0141] Since the storage medium adopts all the technical solutions of the above-mentioned embodiments, it at least has all the beneficial effects brought by the technical solutions of the above-mentioned embodiments, which will not be repeated here.

[0142] In addition, with reference to Figure 4 The deep foundation pit underwater excavation device comprises:

[0143] The determining module 10 is configured to determine a target dry excavation depth according to the water level and the target depth of dry excavation pit sudden inrush.

[0144] The dry excavation module 20 is configured to dry excavate the deep foundation pit to be excavated according to the target dry excavation depth.

[0145] The determining module 10 is further configured to determine a backfill water level depth according to a target anti-sudden inrush rule after dry excavation is completed.

[0146] The water excavation module 30 is configured to backfill the deep foundation pit to be excavated after dry excavation according to the backfill water level depth, and to underwater excavate the deep foundation pit to be excavated after backfilling.

[0147] The embodiment determines a target dry excavation depth according to the diving water level and the target depth of dry pit sudden gushing; dry excavates the deep foundation water pit to be excavated according to the target dry excavation depth; after the dry excavation is completed, the target anti-sudden gushing rule is used to determine the depth of the water level for recharging; the deep foundation water pit to be excavated after dry excavation is recharged according to the depth of the water level for recharging, and the deep foundation water pit to be excavated after recharging is underwater excavated; in the above manner, the deep foundation water pit to be excavated is excavated to the target dry excavation depth in the dry excavation without dewatering, and then the deep foundation water pit after dry excavation is recharged by using the depth of the water level for recharging, so that the stability and efficiency of the enclosure structure of the deep foundation pit excavated underwater can be effectively improved, and the cost of the deep foundation pit excavated underwater can be reduced.

[0148] It should be noted that the above-described workflow is only illustrative and does not limit the protection scope of the present application; in actual application, a person skilled in the art can select part or all of them according to actual needs to achieve the purpose of the embodiment scheme, which is not limited here.

[0149] In addition, technical details not described in detail in the embodiment can refer to the deep foundation pit underwater excavation method provided by any embodiment of the present application, which will not be repeated here.

[0150] Other embodiments of the deep foundation pit underwater excavation device or the implementation method of the present application can refer to the above-mentioned method embodiments, which will not be repeated here.

[0151] In addition, it should be noted that in this paper, the term "includes", "contains" or any other variant thereof is intended to cover non-exclusive inclusion, so that the process, method, article or system including a series of elements not only includes those elements, but also includes other elements not explicitly listed, or includes elements inherent to such process, method, article or system. Without more limitations, the element defined by the statement "includes a" does not exclude the presence of other identical elements in the process, method, article or system including the element.

[0152] The above-mentioned embodiment number of the present application is only for description, not representing the advantages and disadvantages of the embodiments.

[0153] Those skilled in the art can clearly understand the above-mentioned embodiment method can be realized by means of software and the necessary general hardware platform, of course, can also be realized by hardware, but in many cases, the former is a better embodiment. Based on such understanding, the technical solutions of the present application essentially or say the part of the prior art contribution can be embodied in the form of software products, the computer software product is stored in a storage medium (such as read only memory (Read Only Memory, ROM) / RAM, disk, optical disk), including a number of instructions to make a terminal device (may be a mobile phone, computer, integrated platform workstation, or network equipment, etc.) executes the method described in various embodiments of the present application.

[0154] The above is only the preferred embodiment of the present application, not the patent range of the present application, any equivalent structure or equivalent flow transformation made by using the content of the present application specification and drawings, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present application.

Claims

1. A method for underwater excavation of deep foundation pits, characterized in that, The underwater excavation method for deep foundation pits includes the following steps: The target dry excavation depth is determined based on the groundwater level and the target depth of the dry excavation pit surge. Dry excavation is carried out on the deep foundation water pit to be excavated according to the target dry excavation depth; After dry excavation is completed, the recharge water level depth is determined according to the target anti-surge rule; The deep foundation pit to be excavated after dry excavation is recharged according to the recharge water level depth, and the deep foundation pit to be excavated after recharge is excavated underwater. The target anti-surge rule is: the self-weight of the soil between the bottom slab of the deep foundation pit to be excavated and the top surface of the confined aquifer should be greater than the static water pressure of the confined water at the top surface of the confined aquifer. The process of underwater excavation of the deep foundation pit after recharge also includes: After underwater excavation was completed, the target deep foundation water pit was obtained; The initial sealing thickness is determined based on the principle of plastic stranded wire; Set the target tongue and groove parameters according to the properties of the bottom sealing tongue and groove and the diaphragm wall tongue and groove; The target sealing thickness is determined based on the target tongue and groove parameters and the initial sealing thickness. The target deep foundation water pit is sealed according to the target sealing thickness; When the current strength of the target deep foundation water pit after sealing is greater than a preset strength threshold, the water level in the target deep foundation water pit after sealing is drained. The step of determining the initial sealing thickness based on the principle of plastic stranded wire includes: Calculate the aspect ratio: =l2 / l1，k=1 / 2 ； Wherein, l1 and l2 are the length and width of the rectangular foundation pit floor, respectively; Calculate the resistance required to overcome for the upper edge of the soil beam to crack due to the first coefficient and ultimate bending moment: ； ； ； Where β is the first coefficient. This represents the resistance required to overcome when the ultimate bending moment causes cracks to form at the upper edge of the soil beam. The internal friction angle of the bottom soil layer. K represents the tensile strength of the soil. p Where c is the passive earth pressure coefficient, and c is the cohesion of the bottom soil layer; Calculate the third coefficient: ； Where k2 is the second aspect ratio coefficient, and α is the target coefficient; Calculate the critical thickness of the soil layer in the deep foundation water pit to be excavated: in, h represents the average unit weight of the relative impermeable layer. w This refers to the head height of the pressurized water. It is the specific gravity of water; Calculate the initial bottom sealing thickness: ； Where D is the thickness of the relative waterproof layer. The average specific weight of the relative impermeable layer; The attributes of the bottom sealing tongue and groove are the bottom length and width of the bottom sealing tongue and groove, the attributes of the diaphragm wall tongue and groove are the bottom length and width of the diaphragm wall tongue and groove, and the target tongue and groove parameter is the shear bearing capacity of the tongue and groove joint.

2. The method for underwater excavation of deep foundation pits as described in claim 1, characterized in that, The determination of the target dry excavation depth based on the groundwater level and the target depth of the dry excavation pit surge includes: Obtain the soil layer thickness between the top surface of the confined aquifer and the bottom plate of the deep foundation water pit to be excavated, and the depth of the deep foundation water pit to be excavated; The total height is calculated based on the soil layer thickness and the foundation pit depth. Obtain the unit weight of each soil layer between the top surface of the confined aquifer and the bottom slab of the deep foundation pit to be excavated; The average unit weight of each soil layer is calculated based on the unit weight and number of soil layers. The target depth of the dry excavation pit is calculated according to the inrush depth formula based on the total height, average unit weight of each soil layer, unit weight of water, height of confined water head, and inrush stability safety factor. When the groundwater level is less than the target depth of the sudden surge in the dry excavation pit, the groundwater level shall be taken as the target dry excavation depth; When the groundwater level is greater than or equal to the target depth of the dry excavation pit surge, the target depth of the dry excavation pit surge is taken as the target dry excavation depth.

3. The method for underwater excavation of deep foundation pits as described in claim 1, characterized in that, After dry excavation is completed, the recharge water level depth is determined according to the target anti-surge rule, including: After dry excavation, obtain the average unit weight of each soil layer between the top surface of the confined aquifer and the bottom slab of the deep foundation pit to be excavated; The depth difference is determined based on the target dry excavation depth and the depth of the deep foundation water pit to be excavated; The recharge water level depth is calculated based on the recharge depth formula, the target anti-surge rule, the depth difference, the average unit weight of each soil layer, and the unit weight of water.

4. The method for underwater excavation of deep foundation pits as described in claim 1, characterized in that, The determination of the initial sealing thickness based on the principle of plastic stranded wire includes: Obtain the length and width of the rectangular foundation pit floor, and calculate the aspect ratio coefficient based on the length and width; Calculate the first coefficient and the second coefficient based on the aspect ratio coefficient; The third coefficient is calculated based on the resistance required to overcome for the upper edge of the soil beam to crack due to the ultimate bending moment, the first coefficient, the second coefficient, and the length. The critical thickness of the soil layer in the deep foundation pit to be excavated is calculated based on the third coefficient, the average unit weight of the relative impermeable layer, the height of the confined water head, and the unit weight of water. The initial sealing thickness is calculated according to the sealing thickness formula based on the principle of plastic stranded wire, the critical thickness, the thickness of the relative waterproof layer, and the average density of the relative waterproof layer.

5. The method for underwater excavation of deep foundation pits as described in claim 1, characterized in that, The step of setting the target tongue and groove parameters based on the attributes of the bottom sealing tongue and groove and the diaphragm wall tongue and groove includes: The bottom length and width of the bottom tenon and mortise groove are obtained based on the properties of the bottom tenon and mortise groove, and the bottom length and width of the bottom tenon and mortise groove of the diaphragm wall are obtained based on the properties of the diaphragm wall tenon and mortise groove. The shear failure bearing capacity of the bottom tenon and mortise groove is calculated based on the bottom length and width of the bottom tenon and mortise groove, the compressive strength of the bottom concrete, and the number of bottom tenons and mortise grooves that bear the load. The shear failure bearing capacity of the diaphragm wall tenon and mortise joint is calculated based on the bottom length and width of the diaphragm wall tenon and mortise joint, the compressive strength of the diaphragm wall concrete, and the number of diaphragm wall tenon and mortise joints that play a role in bearing the load. The surface compressive bearing capacity of the bottom tenon and mortise groove is calculated based on the bearing coefficient of the bottom tenon and mortise groove, the compressive strength of the bottom concrete, the number of bottom tenons and mortise grooves that bear the load, the width of the bottom tenon and mortise groove, and the height of the lateral contact surface of the bottom tenon and mortise groove. The surface compressive bearing capacity of the diaphragm wall tenon and mortise joint is calculated based on the bearing coefficient of the diaphragm wall tenon and mortise joint, the compressive strength of the diaphragm wall concrete, the number of diaphragm wall tenon and mortise joints that bear the load, the width of the diaphragm wall tenon and mortise joint, and the height of the lateral contact surface of the diaphragm wall tenon and mortise joint. The target tongue and groove parameters are set according to the shear failure bearing capacity and surface compressive bearing capacity of the bottom tongue and groove, and the shear failure bearing capacity and surface compressive bearing capacity of the diaphragm wall tongue and groove.

6. The underwater excavation method for deep foundation pits as described in claim 5, characterized in that, After setting the target tongue and groove parameters based on the shear failure bearing capacity and surface compressive bearing capacity of the bottom tongue and groove, and the shear failure bearing capacity and surface compressive bearing capacity of the diaphragm wall tongue and groove, the method further includes: Obtaining the bottom sealing height and the difficulty of implementing the tongue and groove joint; Select the target specification of the mortise and tenon groove based on the target mortise and tenon groove parameters, the bottom sealing height, and the difficulty of implementing the mortise and tenon groove. The target specification tongue and groove are assigned to the target position of the target deep foundation water pit after the bottom is sealed; After allocation, shear resistance testing is performed on the target specification tongue and groove to obtain the current shear bearing capacity; When the current shear bearing capacity is less than the preset bearing capacity threshold, the difference in shear bearing capacity is calculated based on the current shear bearing capacity and the preset bearing capacity threshold. The number of additional columns and the size of the columns are determined based on the difference in shear bearing capacity. The current shear bearing capacity is adjusted based on the increase in the number and size of the columns.

7. A deep foundation pit underwater excavation device, characterized in that, The deep foundation pit underwater excavation device includes: The determination module is used to determine the target dry excavation depth based on the groundwater level and the target depth of the dry excavation pit surge. The dry excavation module is used to dry excavate the deep foundation water pit to be excavated according to the target dry excavation depth. The determining module is also used to determine the recharge water level depth according to the target anti-surge rule after dry excavation is completed; The water excavation module is used to recharge the deep foundation pit to be excavated after dry excavation according to the recharge water level depth, and to excavate the deep foundation pit to be excavated underwater after recharge. The dry excavation module is also used to obtain the target deep foundation water pit after underwater excavation is completed; The initial sealing thickness is determined based on the principle of plastic stranded wire; Set the target tongue and groove parameters according to the properties of the bottom sealing tongue and groove and the diaphragm wall tongue and groove; The target sealing thickness is determined based on the target tongue and groove parameters and the initial sealing thickness. The target deep foundation water pit is sealed according to the target sealing thickness; When the current strength of the target deep foundation water pit after sealing is greater than a preset strength threshold, the water level in the target deep foundation water pit after sealing is drained. Calculate the aspect ratio: =l2 / l1，k=1 / 2 ； Wherein, l1 and l2 are the length and width of the rectangular foundation pit floor, respectively; Calculate the resistance required to overcome for the upper edge of the soil beam to crack due to the first coefficient and ultimate bending moment: ； ； ； Where β is the first coefficient. This represents the resistance required to overcome when the ultimate bending moment causes cracks to form at the upper edge of the soil beam. The internal friction angle of the bottom soil layer. K represents the tensile strength of the soil. p Where c is the passive earth pressure coefficient, and c is the cohesion of the bottom soil layer; Calculate the third coefficient: ； Where k2 is the second aspect ratio coefficient, and α is the target coefficient; Calculate the critical thickness of the soil layer in the deep foundation water pit to be excavated: in, h represents the average unit weight of the relative impermeable layer. w This refers to the head height of the pressurized water. It is the specific gravity of water; Calculate the initial bottom sealing thickness: ； Where D is the thickness of the relative waterproof layer. The average specific weight of the relative impermeable layer; The attributes of the bottom sealing tongue and groove are the bottom length and width of the bottom sealing tongue and groove, the attributes of the diaphragm wall tongue and groove are the bottom length and width of the diaphragm wall tongue and groove, and the target tongue and groove parameter is the shear bearing capacity of the tongue and groove joint.

8. A deep foundation pit underwater excavation equipment, characterized in that, The deep foundation pit underwater excavation equipment includes: a memory, a processor, and a deep foundation pit underwater excavation program stored in the memory and executable on the processor, wherein the deep foundation pit underwater excavation program is configured to implement the deep foundation pit underwater excavation method as described in any one of claims 1 to 6.

9. A storage medium, characterized in that, The storage medium stores a deep foundation pit underwater excavation program, which, when executed by a processor, implements the deep foundation pit underwater excavation method as described in any one of claims 1 to 6.

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