A construction method and system for transferring the load of a cross column by pressing soil in the opposite direction

Abstract

The application provides a transverse column load transmission counter-pressure soil construction method and system, and relates to the field of foundation pit construction.The method comprises the following steps: dividing a counter-pressure soil area into construction sections, determining a target construction section, installing a horizontal steel pipe, installing one end of the horizontal steel pipe on a side wall of a cover-excavation floor, pouring mortar in the horizontal steel pipe, installing the other end of the horizontal steel pipe on a side wall of an open-excavation floor, excavating the target construction section, pouring a reinforced concrete raft on the top of the horizontal steel pipe and the top surface of the counter-pressure soil which is not excavated, measuring and judging whether the concrete strength of the reinforced concrete raft reaches a preset requirement, if yes, continuing to excavate a next construction section or ending the construction, if not, pouring again until the concrete strength of the reinforced concrete raft reaches the preset requirement, continuing to excavate the next construction section or ending the construction.The application can effectively control the deformation of the cover-excavation structure, greatly simplifies the construction process and shortens the construction period.

Description

Technical Field

[0001] This invention relates to the field of foundation pit construction, and in particular to a method and system for constructing counter-pressure soil with transverse column load transfer. Background Technology

[0002] When excavating large-area deep foundation pits, the excavation is usually divided into multiple zones. Different construction methods are used for different zones. When two adjacent zones use different methods—for example, one side is constructed using a cut-and-cover method, excavating the pit to the design depth and completing the retaining structure during excavation to obtain the existing structural area; the other side is constructed using an open-cut method—a backfill is often pre-reserved between the cut-and-cover and open-cut zones to control deformation of the structure built using the cut-and-cover method. Later, the backfill construction typically uses the cut-and-cover method, where the top slab is first supported to create a force-transfer system on both sides before the backfill is excavated. This method has a complex construction process and a long construction period. Summary of the Invention

[0003] To address the aforementioned problems, this invention provides a method and system for constructing counterweight soil with transverse column load transfer, specifically including:

[0004] A method for constructing counter-pressure soil with transverse column load transfer, the method comprising:

[0005] S1. Divide the anti-pressure soil area into construction sections to obtain m construction sections. Number the m construction sections sequentially in the tunneling direction. The first construction section to be excavated in the tunneling direction is the first construction section.

[0006] S2. The first construction section is designated as the target construction section;

[0007] S3. Install multiple parallel horizontal steel pipes within the target construction section, install one end of each horizontal steel pipe on the side wall of the cut-and-cover floor slab, inject cement mortar into the horizontal steel pipe, and install the other end of each horizontal steel pipe on the side wall of the open-cut floor slab.

[0008] S4. Excavate the backfill soil in the target construction section after the horizontal steel pipe is installed until the horizontal steel pipe is exposed. Pour a reinforced concrete raft slab on the top of the horizontal steel pipe and the top surface of the unexcavated backfill soil. The reinforced concrete raft slab connects the cut-and-cover floor slab and the open-cut floor slab. The height of the reinforced concrete raft slab, the height of the cut-and-cover floor slab, and the height of the open-cut floor slab are the same.

[0009] S5. Determine whether the concrete strength of the reinforced concrete raft slab meets the preset requirements based on the rebound method:

[0010] If the concrete strength of the reinforced concrete raft slab reaches the preset requirement, determine whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, take the next construction segment as the target construction segment and repeat step S3. If there is no next construction segment, the construction ends.

[0011] If the concrete strength of the reinforced concrete raft slab does not meet the preset requirements, the reinforced concrete raft slab is re-poured until the concrete strength of the reinforced concrete raft slab meets the preset requirements. It is then determined whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, the next construction segment is taken as the target construction segment, and step S3 is repeated. If there is no next construction segment, the construction ends.

[0012] Optionally, the step of determining whether the concrete strength of the reinforced concrete raft slab meets the preset requirements based on the rebound method in S5 includes:

[0013] S501. The preset requirement for the concrete strength of the reinforced concrete raft slab is to reach 75% of the design strength.

[0014] S502. The rebound method is used to measure the concrete strength of reinforced concrete raft slabs.

[0015] S503. If the concrete strength of the reinforced concrete raft slab is ≥75% of the design strength, then the preset requirement is met.

[0016] Otherwise, the preset requirements have not been met.

[0017] Optionally, the step S3, which involves installing multiple parallel horizontal steel pipes within the target construction section, installing one end of each horizontal steel pipe on the side wall of the cut-and-cover slab, filling the horizontal steel pipes with cement mortar, and installing the other end of each horizontal steel pipe on the side wall of the open-cut slab, includes:

[0018] S301. Select multiple horizontal steel pipes of the same specification, wherein the diameter of the horizontal steel pipes is 150mm to 300mm;

[0019] S302. Multiple horizontal steel pipes are sequentially inserted into the side wall of the cut-and-cover floor slab by means of pipe jacking construction at the same end. The net distance between two adjacent horizontal steel pipes is 0 to 600 mm.

[0020] S303. Cement mortar is injected into the interior of each of the horizontal steel pipes, wherein the strength of the cement mortar is M5 to M7.5.

[0021] S304. Insert the other end of the plurality of horizontal steel pipes into the side wall of the open-cut floor slab by means of pipe jacking construction.

[0022] Optionally, the step of inserting the same end sides of the plurality of horizontal steel pipes sequentially into the side wall of the cut-and-cover floor slab using a pipe jacking construction method in step S302 includes:

[0023] Measure the depth of the counter-pressure soil in the target construction section, and mark a point where the depth of the counter-pressure soil in the target construction section is 1 / 2 to 2 / 3 times the length of the bottom surface of the target construction section; mark a point where the depth of the counter-pressure soil in the target construction section is the same as the height of the cut-and-cover floor slab.

[0024] Horizontal steel pipes were installed at the marked locations using a pipe jacking method.

[0025] Optionally, the method of excavating the backfill soil in the target construction section after the horizontal steel pipe is installed in S4 until the backfill soil in the horizontal steel pipe is exposed is the open excavation method.

[0026] Optionally, the excavation requirements of the open-cut method include: excavating the backfill soil within the target construction section so that the top elevation of the unexcavated backfill soil is the same as the bottom elevation of the cut-and-cover floor slab.

[0027] Optionally, the excavation requirements of the open-cut method include: excavating the counterweight soil within the target construction section so that the bottom elevation of the horizontal steel pipe is the same as the top elevation of the unexcavated counterweight soil.

[0028] Optionally, the method further includes step S0, which is performed before step S4, and step S0 includes:

[0029] Measure the cohesion and internal friction angle of the counterweight soil so that the slope angle of the soil slope generated after the excavation of the counterweight soil in the target construction section is smaller than the internal friction angle of the counterweight soil.

[0030] A transverse column load transfer counterweight earthwork construction system includes:

[0031] The construction section division module is used to divide the counter-pressure soil area into construction sections, resulting in m construction sections. The m construction sections are numbered sequentially in the tunneling direction, and the first construction section to be excavated in the tunneling direction is the first construction section.

[0032] The target construction section selection module is used to identify the first construction section as the target construction section;

[0033] A horizontal steel pipe laying module is used to install multiple parallel horizontal steel pipes in a target construction section. One end of each horizontal steel pipe is installed on the side wall of the cut-and-cover floor slab, cement mortar is poured into the horizontal steel pipe, and the other end of each horizontal steel pipe is installed on the side wall of the open-cut floor slab.

[0034] The excavation module is used to excavate the backfill soil in the target construction section after the horizontal steel pipe is installed until the horizontal steel pipe is exposed. A reinforced concrete raft slab is poured on the top of the horizontal steel pipe and the top surface of the unexcavated backfill soil. The reinforced concrete raft slab connects the cut-and-cover floor slab and the open-cut floor slab. The height of the reinforced concrete raft slab, the height of the cut-and-cover floor slab, and the height of the open-cut floor slab are the same.

[0035] The judgment module is used to determine whether the concrete strength of the reinforced concrete raft slab meets the preset requirements based on the rebound method.

[0036] If the concrete strength of the reinforced concrete raft slab reaches the preset requirement, determine whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, take the next construction segment as the target construction segment and repeat step S3. If there is no next construction segment, the construction ends.

[0037] If the concrete strength of the reinforced concrete raft slab does not meet the preset requirements, the reinforced concrete raft slab is re-poured until the concrete strength of the reinforced concrete raft slab meets the preset requirements. It is then determined whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, the next construction segment is taken as the target construction segment, and step S3 is repeated. If there is no next construction segment, the construction ends.

[0038] Optionally, the determination module includes:

[0039] The concrete strength preset submodule is used to set the preset requirements for the concrete strength of the reinforced concrete raft slab. The preset requirement is to reach 75% of the design strength.

[0040] The concrete strength measurement submodule is used to measure the concrete strength of reinforced concrete raft slabs using the rebound method.

[0041] The concrete preset requirement judgment submodule is used to compare the concrete strength of the reinforced concrete raft slab with the design strength of the concrete.

[0042] If the concrete strength of the reinforced concrete raft slab is ≥75% of the design strength, then the preset requirement is met;

[0043] Otherwise, the preset requirements have not been met.

[0044] The above technical solution has at least the following advantages compared with the existing technology:

[0045] This scheme determines the slope angle of the counter-pressure earthwork construction section based on the mechanical parameters of the soil samples. A horizontal steel pipe connects the cut-and-cover area structure to the open-cut area structure, acting as a column to transfer horizontal earth pressure to the sidewalls of the excavation pit through the steel pipe and the open-cut area structure. This method effectively controls deformation of the cut-and-cover structure during construction and greatly simplifies the construction process of counter-pressure earthwork excavation, shortening the construction period. Attached Figure Description

[0046] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0047] Figure 1 A flowchart of a method for constructing counter-pressure soil with transverse column load transfer provided by the present invention;

[0048] Figure 2 This invention provides an initial structural schematic diagram of a construction site for transverse column load transfer and counter-pressure soil.

[0049] Figure 3 This invention provides a schematic diagram of the construction section division structure for a method of constructing counter-pressure soil with transverse column load transfer.

[0050] Figure 4 This invention provides a schematic diagram of the horizontal steel pipe laying method for a counter-pressure soil construction method for transferring horizontal column loads.

[0051] Figure 5 A schematic diagram showing the connection between the cut-and-cover floor slab and the open-cut floor slab via horizontal steel pipes in a method for transferring counter-pressure soil with horizontal column load provided by the present invention.

[0052] Figure 6 A schematic diagram of reinforced concrete raft slab laying for a method of constructing counter-pressure soil with transverse column load transfer provided by the present invention.

[0053] Figure 7 This is a schematic diagram of the excavation of the second construction section of a method for constructing counter-pressure soil with transverse column load transfer provided by the present invention.

[0054] Figure 8 A system block diagram of a horizontal column load transfer counter-pressure soil construction system provided by the present invention;

[0055] Figure 9 This is a structural schematic diagram of a horizontal column load transfer counter-pressure soil construction system provided by the present invention.

[0056] Figure label:

[0057] 1-Covered area, 2-Counterweight soil, 3-Open-cut area, 4-Length of construction section, 5-Depth of counterweight soil excavation, 6-Slope angle, 7-Horizontal steel pipe, 8-First end of horizontal steel pipe, 9-Covered floor slab, 10-Second end of horizontal steel pipe, 11-Open-cut floor slab, 12-Top surface of unexcavated counterweight soil, 13-Reinforced concrete raft slab. Detailed Implementation

[0058] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. All other embodiments obtained by those skilled in the art based on the described embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0059] Unless otherwise defined, the technical or scientific terms used in this invention shall have the ordinary meaning understood by one of ordinary skill in the art to which this invention pertains. The terms “first,” “second,” and similar terms used in this invention do not indicate any order, quantity, or importance, but are merely used to distinguish different components. Similarly, the terms “an,” “a,” or “the,” and similar terms do not indicate a quantity limitation, but rather indicate the presence of at least one. The terms “comprising,” “including,” or “including,” and similar terms mean that the element or object preceding the word encompasses the element or object listed following the word and its equivalents, without excluding other elements or objects. The terms “connected,” “linked,” or “connected,” and similar terms are not limited to physical or mechanical connections, but can include electrical connections, whether direct or indirect.

[0060] It should be noted that the terms "up", "down", "left", "right", "front", and "back" used in this invention are only used to indicate relative positional relationships. When the absolute position of the object being described changes, the relative positional relationship may also change accordingly.

[0061] To address the technical challenges of complex excavation and long construction periods in existing counterweight soil excavation technologies, this paper provides a method and system for transverse column load transfer in counterweight soil construction, specifically including the following:

[0062] like Figures 1-7 As described above, this embodiment provides a method for constructing counter-pressure soil with transverse column load transfer. This method can be implemented by a system for constructing counter-pressure soil with transverse column load transfer, which can be a terminal or a server. Figure 1 The flowchart shown is a method for constructing a counter-pressure soil layer with a horizontal column load transfer. The process of this method may include the following steps:

[0063] S1. Divide the area of ​​counter-pressure soil 2 into construction sections to obtain m construction sections. Number the m construction sections sequentially in the tunneling direction. The first construction section to be excavated in the tunneling direction is the first construction section.

[0064] like Figures 2-3 As shown, the area of ​​counterweight soil 2 is located between the cut-and-cover area 1 and the open-cut area 3. In one embodiment, the height of the counterweight soil 2 is equal to the depth of the cut-and-cover area 1 and the depth of the open-cut area 3. At least two layers of cut-and-cover floor slabs 9 are provided in the cut-and-cover area 1, and at least one layer of open-cut floor slab 11 is provided in the open-cut area 3. Figure 2 (Not shown in the drawing). In this embodiment, the cut-and-cover floor slab 9 has two layers, and the open-cut floor slab has one layer.

[0065] S2. The first construction section is designated as the target construction section;

[0066] like Figures 4-6 As shown in Figure S3, multiple parallel horizontal steel pipes 7 are installed in the target construction section. The first end 8 of each horizontal steel pipe is installed on the side wall of the cut-and-cover floor slab 9. Cement mortar is poured into the horizontal steel pipes 7, and the second end 10 of each horizontal steel pipe is installed on the side wall of the open-cut floor slab 11.

[0067] S301. Select multiple horizontal steel pipes 7 of the same specification, wherein the diameter of the horizontal steel pipes 7 is 150mm to 300mm;

[0068] S302. The first ends 8 of the plurality of horizontal steel pipes 7 are sequentially inserted into the side wall of the cut-and-cover floor slab 9 by means of pipe jacking construction, wherein the net distance between two adjacent horizontal steel pipes 7 is 0 to 600 mm.

[0069] Measure the depth of the counterweight soil 2 in the target construction section, and make the first mark at a depth of 1 / 2 to 2 / 3 times the bottom length of the target construction section; that is, in the target construction section, the construction section length 4 is 1.5 to 2 times the counterweight soil excavation depth 5; the construction section length 4 refers to the length of the bottom surface of each construction section.

[0070] Make a second mark at the same depth of the counter-pressure soil 2 in the target construction section as the height of the cut-and-cover floor slab 9; the second mark is within the range of the first mark;

[0071] At the second mark, the horizontal steel pipe 7 was installed using the pipe jacking construction method.

[0072] S303. Cement mortar is injected into each of the horizontal steel pipes 7, wherein the strength of the cement mortar is M5 to M7.5.

[0073] S304. The second ends 10 of the plurality of horizontal steel pipes are inserted into the side wall of the open-cut floor slab 11 by means of pipe jacking construction.

[0074] S4. After the horizontal steel pipe 7 is installed, the counterweight soil 2 in the target construction section is excavated using the open-cut method until the horizontal steel pipe 7 is exposed. A reinforced concrete raft slab 13 is poured on the top of the horizontal steel pipe 7 and the top surface 12 of the unexcavated counterweight soil. The reinforced concrete raft slab 13 connects the cut-and-cover floor slab 9 and the open-cut floor slab 11. The height of the interconnected reinforced concrete raft slab 13, the height of the cut-and-cover floor slab 9, and the height of the open-cut floor slab 11 are the same. The height of the first end point 8 of the horizontal steel pipe is flush with the height of the second end point 10 of the horizontal steel pipe.

[0075] Excavate the counterweight soil 2 within the target construction section. The elevation of the top surface 12 of the unexcavated counterweight soil is the same as the bottom surface elevation of the cut-and-cover floor slab 9. The bottom surface elevation of the horizontal steel pipe 7 is the same as the top surface 12 of the unexcavated counterweight soil.

[0076] like Figure 7 As shown in Figure S5, determine whether the concrete strength of the reinforced concrete raft slab 13 meets the preset requirements based on the rebound method:

[0077] S501. The preset requirement for the concrete strength of the reinforced concrete raft slab 13 is to reach 75% of the design strength.

[0078] S502. The concrete strength of the reinforced concrete raft slab 13 is measured using the rebound method.

[0079] S503. If the concrete strength of the reinforced concrete raft slab 13 is ≥75% of the design strength, then the preset requirement is met.

[0080] Otherwise, the preset requirements have not been met.

[0081] If the concrete strength of the reinforced concrete raft slab 13 reaches the preset requirement, determine whether there is a next construction segment in the tunneling direction of the current target construction segment. If there is a next construction segment, take the next construction segment as the target construction segment and repeat step S3. If there is no next construction segment, the construction ends.

[0082] If the concrete strength of the reinforced concrete raft slab 13 does not meet the preset requirements, the reinforced concrete raft slab 13 is re-poured until the concrete strength of the reinforced concrete raft slab 13 meets the preset requirements. It is then determined whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, the next construction segment is taken as the target construction segment, and step S3 is repeated. If there is no next construction segment, the construction ends.

[0083] A method for constructing counter-pressure soil with transverse column load transfer further includes step S0, which is performed before step S4. Step S0 includes:

[0084] Geological drilling exploration was carried out on the counterweight soil 2, soil cores were extracted, and soil samples were obtained. Triaxial tests were conducted on the soil samples to measure the cohesion and internal friction angle of the soil samples. The slope angle 6 of the soil slope generated after the excavation of the counterweight soil 2 in the target construction section was made smaller than the internal friction angle of the counterweight soil 2.

[0085] Preferably, step S0 is performed before step S1, so that the pre-set excavation slope angle 6 when each construction segment is divided is less than the internal friction angle of the counterweight soil 2.

[0086] Since multiple cut-and-cover slabs 9 are provided in the cut-and-cover area 1 in the embodiment, during the construction process, some cut-and-cover slabs 9 from the bottom surface of the cut-and-cover area 1 are below the elevation of the top surface 12 of the unexcavated backfill soil. That is, the cut-and-cover slabs 9 below the cut-and-cover slabs 9 connected to the open-cut slab 11 are all located below the elevation of the top surface 12 of the unexcavated backfill soil.

[0087] This scheme determines the slope angle of the counter-pressure earthwork construction section based on the mechanical parameters of the soil samples. A horizontal steel pipe connects the cut-and-cover area structure to the open-cut area structure, acting as a column to transfer horizontal earth pressure to the sidewalls of the excavation pit through the steel pipe and the open-cut area structure. This method effectively controls deformation of the cut-and-cover structure during construction and greatly simplifies the construction process of counter-pressure earthwork excavation, shortening the construction period.

[0088] like Figure 8 As shown, one aspect of the present invention provides a system for a construction method of a counter-pressure soil structure with a horizontal column load transfer, which is used to realize the above-mentioned construction method of a counter-pressure soil structure with a horizontal column load transfer. Specifically, it includes a construction section division module 600, a target construction section selection module 610, a horizontal steel pipe laying module 620, an excavation module 630, and a judgment module 640.

[0089] A construction section division module 600 is established to divide the area of ​​counter-pressure soil 2 into construction sections, resulting in m construction sections. The m construction sections are numbered sequentially in the tunneling direction, and the first construction section to be excavated in the tunneling direction is the first construction section.

[0090] The target construction section selection module 610 is used to determine the first construction section as the target construction section;

[0091] A horizontal steel pipe laying module 620 is established to install multiple parallel horizontal steel pipes 7 in the target construction section. The first end 8 of each horizontal steel pipe is installed on the side wall of the cut-and-cover floor slab 9. Cement mortar is poured into the horizontal steel pipe 7. The second end 10 of each horizontal steel pipe is installed on the side wall of the open-cut floor slab 11.

[0092] An excavation module 630 is established to excavate the counterweight soil 2 within the target construction section after the horizontal steel pipe 7 has been installed until the horizontal steel pipe 7 is exposed. A reinforced concrete raft slab 13 is poured on the top of the horizontal steel pipe 7 and the top surface 12 of the unexcavated counterweight soil. The reinforced concrete raft slab 13 connects the cut-and-cover floor slab 9 and the open-cut floor slab 11. The heights of the interconnected reinforced concrete raft slab 13, the cut-and-cover floor slab 9, and the open-cut floor slab 11 are the same.

[0093] The judgment module 640 is used to determine whether the concrete strength of the reinforced concrete raft slab 13 has reached the preset requirements based on the rebound method.

[0094] The judgment module 640 includes:

[0095] The concrete strength preset submodule 641 is used to set the preset requirements for the concrete strength of the reinforced concrete raft slab 13. The preset requirement is to reach 75% of the design strength.

[0096] The concrete strength measurement submodule 642 is used to measure the concrete strength of the reinforced concrete raft slab 13 using the rebound method;

[0097] The concrete preset requirement judgment submodule 643 is used to compare the concrete strength of the reinforced concrete raft slab 13 with the design strength of the concrete.

[0098] If the concrete strength of the reinforced concrete raft slab 13 is ≥75% of the design strength, then the preset requirement is met;

[0099] Otherwise, the preset requirements have not been met.

[0100] If the concrete strength of the reinforced concrete raft slab 13 reaches the preset requirement, determine whether there is a next construction segment in the tunneling direction of the current target construction segment. If there is a next construction segment, take the next construction segment as the target construction segment and repeat step S3. If there is no next construction segment, the construction ends.

[0101] If the concrete strength of the reinforced concrete raft slab 13 does not meet the preset requirements, the reinforced concrete raft slab 13 is re-poured until the concrete strength of the reinforced concrete raft slab 13 meets the preset requirements. It is then determined whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, the next construction segment is taken as the target construction segment, and step S3 is repeated. If there is no next construction segment, the construction ends.

[0102] This scheme determines the slope angle of the counter-pressure earthwork construction section based on the mechanical parameters of the soil samples. A horizontal steel pipe connects the cut-and-cover area structure to the open-cut area structure, acting as a column to transfer horizontal earth pressure to the sidewalls of the excavation pit through the steel pipe and the open-cut area structure. This method effectively controls deformation of the cut-and-cover structure during construction and greatly simplifies the construction process of counter-pressure earthwork excavation, shortening the construction period.

[0103] Figure 9 This is a structural schematic diagram of a transverse column load transfer counterweight soil construction system provided in an embodiment of the present invention, as shown below. Figure 9 As shown, optionally, a cross-column load transfer counter-pressure earthwork construction system 410 may include a first processor 2001.

[0104] The optional transverse column load transfer counterbalanced earthwork construction system 410 may also include a memory 2002 and a transceiver 2003.

[0105] The first processor 2001, memory 2002, and transceiver 2003 can be connected via a communication bus.

[0106] The following is combined with Figure 9 A detailed description of each component of the horizontal column load transfer counterweight earthwork construction system 410 is provided below:

[0107] The first processor 2001 is the control center of the cross-column load transfer counter-pressure earthwork construction system 410. It can be a single processor or a collective term for multiple processing elements. For example, the first processor 2001 can be one or more central processing units (CPUs), application-specific integrated circuits (ASICs), or one or more integrated circuits configured to implement embodiments of the present invention, such as one or more digital signal processors (DSPs), or one or more field-programmable gate arrays (FPGAs).

[0108] Optionally, the first processor 2001 can perform various functions of the cross-column load transfer counter-pressure earthwork construction system 410 by running or executing software programs stored in the memory 2002 and calling data stored in the memory 2002.

[0109] In a specific implementation, as one example, the first processor 2001 may include one or more CPUs, for example... Figure 9 CPU0 and CPU1 are shown in the diagram.

[0110] In a specific implementation, as one example, the horizontal column load transfer counter-pressure earthwork construction system 410 may also include multiple processors, such as... Figure 9 The first processor 2001 and the second processor 2004 are shown in the diagram. Each of these processors can be a single-core processor (single-CPU) or a multi-core processor (multi-CPU). Here, "processor" can refer to one or more devices, circuits, and / or processing cores used to process data (e.g., computer program instructions).

[0111] The memory 2002 is used to store the software program that executes the present invention, and is controlled by the first processor 2001 to execute it. The specific implementation method can be referred to the above method embodiment, and will not be repeated here.

[0112] Optionally, the memory 2002 may be a read-only memory (ROM) or other type of static storage device capable of storing static information and instructions, random access memory (RAM) or other type of dynamic storage device capable of storing information and instructions, or electrically erasable programmable read-only memory (EEPROM), compact disc read-only memory (CD-ROM) or other optical disc storage, optical disc storage (including compressed optical discs, laser discs, optical discs, universal optical discs, Blu-ray discs, etc.), magnetic disk storage media or other magnetic storage devices, or any other medium capable of carrying or storing desired program code in the form of instructions or data structures and accessible by a computer, but not limited thereto. The memory 2002 may be integrated with the first processor 2001 or may exist independently, and may be connected to the interface circuit of the counter-pressure earthwork construction system 410 via the cross-column load transfer. Figure 9 (Not shown in the figure) is coupled to the first processor 2001, and the embodiments of the present invention do not specifically limit this.

[0113] The transceiver 2003 is used to communicate with network devices or with terminal devices.

[0114] Alternatively, transceiver 2003 may include a receiver and a transmitter. Figure 9 (Not shown separately). The receiver is used to implement the receiving function, and the transmitter is used to implement the transmitting function.

[0115] Optionally, the transceiver 2003 can be integrated with the first processor 2001 or exist independently, and can be used to transmit the interface circuit of the counter-pressure earthwork construction system 410 through the cross-column load. Figure 9 (Not shown in the figure) is coupled to the first processor 2001, and the embodiments of the present invention do not specifically limit this.

[0116] It should be noted that, Figure 9 The structure of the cross-column load transfer counter-pressure earthwork construction system 410 shown does not constitute a limitation on the router. The actual knowledge structure identification device may include more or fewer components than shown, or combine certain components, or have different component arrangements.

[0117] Furthermore, the technical effects of the horizontal column load transfer counter-pressure earthwork construction system 410 can be referred to the technical effects of the horizontal column load transfer counter-pressure earthwork construction method described in the above method embodiments, and will not be repeated here.

[0118] It should be understood that the first processor 2001 in this embodiment of the invention may be a central processing unit (CPU), or it may be other general-purpose processors, digital signal processors (DSPs), application-specific integrated circuits (ASICs), field-programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. The general-purpose processor may be a microprocessor or any conventional processor.

[0119] It should also be understood that the memory in the embodiments of the present invention can be volatile memory or non-volatile memory, or may include both volatile and non-volatile memory. The non-volatile memory can be read-only memory (ROM), programmable read-only memory (PROM), erasable programmable read-only memory (EPROM), electrically erasable programmable read-only memory (EEPROM), or flash memory. The volatile memory can be random access memory (RAM), which is used as an external cache. By way of example, but not limitation, many forms of random access memory (RAM) are available, such as static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), double data rate synchronous DRAM (DDR SDRAM), enhanced synchronous DRAM (ESDRAM), synchronous linked DRAM (SLDRAM), and direct rambus RAM (DR RAM).

[0120] The above embodiments can be implemented, in whole or in part, by software, hardware (such as circuits), firmware, or any other combination thereof. When implemented using software, the above embodiments can be implemented, in whole or in part, as a computer program product. The computer program product includes one or more computer instructions or computer programs. When the computer instructions or computer programs are loaded or executed on a computer, all or part of the processes or functions described in the embodiments of the present invention are generated. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable device. The computer instructions can be stored in a computer-readable storage medium or transmitted from one computer-readable storage medium to another. For example, the computer instructions can be transmitted from one website, computer, server, or data center to another website, computer, server, or data center via wired (e.g., infrared, wireless, microwave, etc.) means. The computer-readable storage medium can be any available medium that a computer can access or a data storage device such as a server or data center that includes one or more sets of available media. The available medium can be a magnetic medium (e.g., floppy disk, hard disk, magnetic tape), an optical medium (e.g., DVD), or a semiconductor medium. A semiconductor medium can be a solid-state drive.

[0121] It should be understood that the term "and / or" in this article is merely a description of the relationship between related objects, indicating that three relationships can exist. For example, A and / or B can represent: A existing alone, A and B existing simultaneously, or B existing alone. A and B can be singular or plural. Additionally, the character " / " in this article generally indicates an "or" relationship between the preceding and following related objects, but it can also represent an "and / or" relationship. Please refer to the context for a more accurate understanding.

[0122] In this invention, "at least one" means one or more, and "more than one" means two or more. "At least one of the following" or similar expressions refer to any combination of these items, including any combination of a single item or a plurality of items. For example, at least one of a, b, or c can represent: a, b, c, ab, ac, bc, or abc, where a, b, and c can be a single item or multiple items.

[0123] It should be understood that, in various embodiments of the present invention, the order of the above-mentioned process numbers does not imply the order of execution. The execution order of each process should be determined by its function and internal logic, and should not constitute any limitation on the implementation process of the embodiments of the present invention.

[0124] Those skilled in the art will recognize that the units and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementations should not be considered beyond the scope of this invention.

[0125] Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the specific working processes of the devices, apparatuses, and units described above can be referred to the corresponding processes in the foregoing method embodiments, and will not be repeated here.

[0126] In the several embodiments provided by this invention, it should be understood that the disclosed devices, apparatuses, and methods can be implemented in other ways. For example, the apparatus embodiments described above are merely illustrative; for instance, the division of units is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another device, or some features may be ignored or not executed. Furthermore, the coupling or direct coupling or communication connection shown or discussed may be through some interfaces; the indirect coupling or communication connection between devices or units may be electrical, mechanical, or other forms.

[0127] The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the units can be selected to achieve the purpose of this embodiment according to actual needs.

[0128] In addition, the functional units in the various embodiments of the present invention can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit.

[0129] If the aforementioned functions are implemented as software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, or the part that contributes to the prior art, or a part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0130] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

[0131] The following points need to be explained:

[0132] (1) The accompanying drawings of the embodiments of the present invention only involve the structures involved in the embodiments of the present invention. Other structures can refer to the general design.

[0133] (2) For clarity, the thickness of layers or regions is enlarged or reduced in the drawings used to describe embodiments of the present invention; that is, these drawings are not drawn to actual scale. It is understood that when an element such as a layer, film, region, or substrate is referred to as being “above” or “below” another element, the element may be “directly” located “above” or “below” the other element, or there may be intermediate elements.

[0134] (3) Where there is no conflict, the embodiments of the present invention and the features in the embodiments can be combined with each other to obtain new embodiments.

[0135] The above are merely specific embodiments of the present invention, but the scope of protection of the present invention is not limited thereto. The scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A method for constructing counter-pressure soil with transverse column load transfer, characterized in that, The method includes: S1. Divide the anti-pressure soil area into construction sections to obtain m construction sections. Number the m construction sections sequentially in the tunneling direction. The first construction section to be excavated in the tunneling direction is the first construction section. S2. The first construction section is designated as the target construction section; S3. Install multiple parallel horizontal steel pipes within the target construction section, install one end of each horizontal steel pipe on the side wall of the cut-and-cover floor slab, inject cement mortar into the horizontal steel pipe, and install the other end of each horizontal steel pipe on the side wall of the open-cut floor slab. S4. Excavate the backfill soil in the target construction section after the horizontal steel pipe is installed until the horizontal steel pipe is exposed. Pour a reinforced concrete raft slab on the top of the horizontal steel pipe and the top surface of the unexcavated backfill soil. The reinforced concrete raft slab connects the cut-and-cover floor slab and the open-cut floor slab. The height of the reinforced concrete raft slab, the height of the cut-and-cover floor slab, and the height of the open-cut floor slab are the same. S5. Determine whether the concrete strength of the reinforced concrete raft slab meets the preset requirements based on the rebound method: If the concrete strength of the reinforced concrete raft slab reaches the preset requirement, determine whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, take the next construction segment as the target construction segment and repeat step S3. If there is no next construction segment, the construction ends. If the concrete strength of the reinforced concrete raft slab does not meet the preset requirements, the reinforced concrete raft slab is re-poured until the concrete strength of the reinforced concrete raft slab meets the preset requirements. It is then determined whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, the next construction segment is taken as the target construction segment, and step S3 is repeated. If there is no next construction segment, the construction ends.

2. The method for constructing counter-pressure soil with transverse column load transfer according to claim 1, characterized in that, The step S5, determining whether the concrete strength of the reinforced concrete raft slab meets the preset requirements based on the rebound method, includes: S501. The preset requirement for the concrete strength of the reinforced concrete raft slab is to reach 75% of the design strength; S502. The rebound method is used to measure the concrete strength of reinforced concrete raft slabs. S503. If the concrete strength of the reinforced concrete raft slab is ≥75% of the design strength, then the preset requirement is met. Otherwise, the preset requirements have not been met.

3. The method for constructing counter-pressure soil with transverse column load transfer according to claim 1, characterized in that, The step S3, which involves installing multiple parallel horizontal steel pipes within the target construction section, attaching one end of each horizontal steel pipe to the side wall of the cut-and-cover slab, filling the horizontal steel pipes with cement mortar, and attaching the other end of each horizontal steel pipe to the side wall of the open-cut slab, includes: S301. Select multiple horizontal steel pipes of the same specification, wherein the diameter of the horizontal steel pipes is 150mm~300mm; S302. Multiple horizontal steel pipes are sequentially inserted into the side wall of the cut-and-cover floor slab by means of pipe jacking construction at the same end. The net distance between two adjacent horizontal steel pipes is 0~600mm. S303. Cement mortar is injected into the interior of each of the horizontal steel pipes, wherein the strength of the cement mortar is M5~M7.

5. S304. Insert the other end of the plurality of horizontal steel pipes into the side wall of the open-cut floor slab by means of pipe jacking construction.

4. The method for constructing counter-pressure soil with transverse column load transfer according to claim 3, characterized in that, The step S302, which involves sequentially inserting the same end sides of multiple horizontal steel pipes into the side wall of the cut-and-cover floor slab using a pipe jacking construction method, includes: Measure the depth of the counter-pressure soil in the target construction section, and make a first mark at a depth that is 1 / 2 to 2 / 3 times the bottom length of the target construction section; make a second mark at a depth that is the same as the height of the cut-and-cover floor slab. At the second mark, the horizontal steel pipe was installed using the pipe jacking method.

5. The method for constructing counter-pressure soil with transverse column load transfer according to claim 1, characterized in that, The method described in S4 for excavating the backfill soil in the target construction section after the horizontal steel pipe has been installed until the backfill soil in the horizontal steel pipe is exposed is the open excavation method.

6. The method for constructing counterweight soil with transverse column load transfer according to claim 5, characterized in that, The excavation requirements for the open-cut method include: excavating the backfill soil within the target construction section so that the top elevation of the unexcavated backfill soil is the same as the bottom elevation of the cut-and-cover floor slab.

7. The method for constructing counter-pressure soil with transverse column load transfer according to claim 5, characterized in that, The excavation requirements of the open-cut method include: excavating the counterweight soil within the target construction section so that the bottom elevation of the horizontal steel pipe is the same as the top elevation of the unexcavated counterweight soil.

8. The method for constructing counterweight soil with transverse column load transfer according to claim 1, characterized in that, It also includes step S0, which is performed before step S4, and step S0 includes: Measure the cohesion and internal friction angle of the counterweight soil so that the slope angle of the soil slope generated after the excavation of the counterweight soil in the target construction section is smaller than the internal friction angle of the counterweight soil.

9. A transverse column load transfer counter-pressure earthwork construction system, characterized in that, The method for constructing counter-pressure soil by transferring horizontal column loads according to any one of claims 1 to 8 is formed, comprising: The construction section division module is used to divide the counter-pressure soil area into construction sections, resulting in m construction sections. The m construction sections are numbered sequentially in the tunneling direction, and the first construction section to be excavated in the tunneling direction is the first construction section. The target construction section selection module is used to identify the first construction section as the target construction section; A horizontal steel pipe laying module is used to install multiple parallel horizontal steel pipes in a target construction section. One end of each horizontal steel pipe is installed on the side wall of the cut-and-cover floor slab, cement mortar is poured into the horizontal steel pipe, and the other end of each horizontal steel pipe is installed on the side wall of the open-cut floor slab. The excavation module is used to excavate the backfill soil in the target construction section after the horizontal steel pipe is installed until the horizontal steel pipe is exposed. A reinforced concrete raft slab is poured on the top of the horizontal steel pipe and the top surface of the unexcavated backfill soil. The reinforced concrete raft slab connects the cut-and-cover floor slab and the open-cut floor slab. The height of the reinforced concrete raft slab, the height of the cut-and-cover floor slab, and the height of the open-cut floor slab are the same. The judgment module is used to determine whether the concrete strength of the reinforced concrete raft slab meets the preset requirements based on the rebound method. If the concrete strength of the reinforced concrete raft slab reaches the preset requirement, determine whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, take the next construction segment as the target construction segment and repeat step S3. If there is no next construction segment, the construction ends. If the concrete strength of the reinforced concrete raft slab does not meet the preset requirements, the reinforced concrete raft slab is re-poured until the concrete strength of the reinforced concrete raft slab meets the preset requirements. It is then determined whether there is a next construction segment in the tunneling direction for the current target construction segment. If there is a next construction segment, the next construction segment is taken as the target construction segment, and step S3 is repeated. If there is no next construction segment, the construction ends.

10. The horizontal column load transfer counter-pressure earthwork construction system according to claim 9, characterized in that, The judgment module includes: The concrete strength preset submodule is used to set the preset requirements for the concrete strength of the reinforced concrete raft slab. The preset requirement is to reach 75% of the design strength. The concrete strength measurement submodule is used to measure the concrete strength of reinforced concrete raft slabs using the rebound method. The concrete preset requirement judgment submodule is used to compare the concrete strength of the reinforced concrete raft slab with the design strength of the concrete. If the concrete strength of the reinforced concrete raft slab is ≥75% of the design strength, then the preset requirement is met; Otherwise, the preset requirements have not been met.

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