A method for developing an underground space in a historical building based on a reverse construction method

Abstract

The application relates to a method for developing an underground space of a historical protection building based on a reverse construction method, which is used for constructing a deep underground space under a historical protection building; constructing outer circle outdoor underpinning piles and inner circle outdoor underpinning piles in the deep underground space, the interval of the outer circle outdoor underpinning piles is larger than that of the inner circle outdoor underpinning piles, and the interval of the inner circle outdoor underpinning piles is larger than the wall length of the historical protection building; a wall-enclosing beam is arranged on the outer circle outdoor underpinning piles; a steel plate static pressure group frame is arranged on the inner circle outdoor underpinning piles; and a shear steel plate is pressed into a steel plate insertion groove layer by layer from bottom to top by using a static pressure pressing method. The application can solve the problem that the existing historical protection building does not have space for setting supporting facilities such as drainage, power supply and heating; the core technology of the reverse construction method is integrated, the basement roof is constructed first, then the lower structure is constructed, the collaborative operation of the historical protection building migration and the underground space development is realized, the construction period is greatly shortened, and the disturbance of the construction to the building body is reduced.

Description

Technical Field

[0001] This application relates to the field of construction technology for the renovation and expansion of existing buildings, and in particular to a method for developing underground space in historical buildings based on reverse construction, applicable to engineering scenarios involving the overall relocation of historical buildings and the coordinated development of underground space. Background Technology

[0002] Historic buildings, as core carriers of urban context and cultural value, occupy an irreplaceable position in the long history of urban development. However, many of these buildings were constructed in the early days, and due to limitations in construction technology and living needs at the time, they suffer from problems such as a lack of space for supporting facilities like water supply, drainage, power supply, and heating, as well as a lack of dedicated parking areas. These issues severely restrict the revitalization and utilization of historic buildings.

[0003] Currently, the development of underground spaces for historical buildings mostly adopts the conventional construction method, which requires foundation replacement before excavation. This method suffers from long construction cycles, significant disturbance to the building structure, and difficulty in coordinating with building relocation operations. Furthermore, the underground space construction process is prone to problems such as pile foundation failure (waste piles), soil settlement caused by excavation, and steel column misalignment. There is also a lack of targeted protective measures for surrounding rail transit, important roads, and other buildings and structures. In addition, the conventional replacement and excavation process struggles to balance the structural safety of historical buildings with the construction efficiency of underground space development. Therefore, a technical method that integrates advanced construction techniques and achieves coordinated building preservation and space development is urgently needed. Summary of the Invention

[0004] This application provides a method for developing underground space for historical buildings based on reverse construction. It combines key technologies such as one-column-one-pile steel pipe concrete column foundation construction, layered earthwork excavation and scissor bracing support, and construction of the basement roof slab before building relocation. This method solves the problem of insufficient supporting facilities for existing historical buildings, while ensuring the structural safety of historical buildings and the normal operation of surrounding buildings and structures, and achieving efficient coordination between building relocation and underground space development.

[0005] This application provides a development method for adding underground space to a historic building that incorporates reverse construction techniques. Firstly, this application provides a method for developing underground space in historical buildings based on reverse construction, including: The deep underground space under the historical building was constructed using the reverse construction method. First, the basement roof slab of the permanent placement location of the historical building was constructed. After the historical building was moved and placed in place as a whole, the substructure of the underground space was constructed. In the deep underground space, outer ring outdoor replacement piles and inner ring outdoor replacement piles are constructed, and steel pipe concrete column foundations are constructed simultaneously using a one-column-one-pile process. The spacing of the outer ring outdoor replacement piles is greater than the spacing of the inner ring outdoor replacement piles, and the spacing of the inner ring outdoor replacement piles is greater than the wall length of the historical building. A wall-clamping beam is installed on the outer ring of outdoor support piles, wherein the wall-clamping beam is used to bear the weight of the exterior wall of the historical building; A steel plate static pressure frame is erected on the inner ring outdoor support pile, wherein the steel plate static pressure frame is provided with longitudinally spaced steel plate insertion slots; The shearing steel plate is pressed into the steel plate insertion groove layer by layer from bottom to top using a static pressing method to remove the soil below the shearing steel plate; After the relocation of the historical building was completed, the underground space was excavated in layers. During the excavation, shear bracing was set up for temporary support. After the substructure construction was completed, the shear bracing was removed and the surface of the steel columns was repaired.

[0006] In some embodiments, the steel plate static pressure frame includes a steel plate static pressure frame and a structural steel static pressure frame, wherein the steel plate static pressure frame is perpendicular to the structural steel static pressure frame, and the steel plate static pressure frame and the structural steel static pressure frame are connected to the inner ring outdoor support pile; The steel plate static pressure frame is provided with longitudinally spaced steel plate insertion slots, and the profile steel static pressure frame is provided with longitudinally spaced profile steel insertion slots, wherein the profile steel insertion slots and the steel plate insertion slots are longitudinally staggered and adjacent.

[0007] In some embodiments, the shearing steel plate is provided with evenly distributed drilling holes; The method of using static pressing to press the shearing steel plate layer by layer from bottom to top into the steel plate insertion groove to remove the soil beneath the shearing steel plate includes: The sheared steel plate is pressed into the lower steel plate insertion groove using a static pressing method; A small drilling machine is used to drill soil to a predetermined depth and quantity from below the shearing steel plate through the drilling hole; The load-bearing steel section is pressed into the steel section insertion groove above the shearing steel plate using a static pressing method; A static pressing method is used to press the shear steel plate into the steel plate insertion groove above the bearing steel, and then the shear steel plate located in the lower layer is pulled out so that the soil between the two layers of shear steel plates falls to the ground of the deep underground space.

[0008] In some embodiments, the steel plate static pressure frame includes: A steel plate connecting beam is installed between the two inner ring outdoor support piles; Two steel plate columns are installed on both sides of the steel plate connecting beam; Multiple steel plate beams are disposed between two steel plate columns, and the steel plate insertion groove is formed between the multiple steel plate beams; The steel static pressure frame includes: A steel connecting beam is installed between the two inner ring outdoor support piles; Two steel columns are installed on both sides of the steel connecting beam; Multiple steel beams are disposed between two steel columns, and the steel beams form the steel insertion groove.

[0009] In some embodiments, a wall-clamping beam is provided on the outer ring of outdoor support piles, wherein the wall-clamping beam is used to bear the weight of the exterior wall of the historical building, specifically: An outer ring connecting beam is installed on the outer ring outdoor support piles; The clamping beam is provided on the outer ring connecting beam, wherein the clamping beam is used to support the weight of the exterior wall of the historical building.

[0010] In some embodiments, the wall clamping beam is provided on the outer ring connecting beam, wherein the wall clamping beam is used to bear the weight of the exterior wall of the historical building, and further includes: An external wall protection frame is constructed on the outer ring connecting beam, and the external wall protection frame is connected to the external wall of the historical building without damage.

[0011] In some embodiments, before pressing the shearing steel plate into the steel plate insertion groove using a static pressing method to remove the soil beneath the shearing steel plate, the method further includes: Calculate the upward arching force generated on the indoor floor of the historical building when the sheared steel plate is pressed in; The floor weight is set based on the upward arching force to provide pressure on the indoor floor.

[0012] In some embodiments, the calculation of the upward arching force generated on the indoor floor of the historical building when the shear steel plate is pressed in specifically includes: Obtain the original soil layer parameters below the indoor ground level of the historical protected building; Obtain the steel plate parameters of the sheared steel plate and the steel plate depth when pressing into the sheared steel plate; The arching force is obtained based on the steel plate parameters, the steel plate depth, and the original soil layer parameters.

[0013] In some embodiments, the method of pressing shear steel plates onto the bearing steel using a static pressing method, and then removing the lower shear steel plate to allow the soil between the two layers of shear steel plates to fall to the ground level of the deep underground space, further includes: When the distance between the upper shear steel plate and the indoor ground of the historical building is equal to a preset distance, a preset amount of soil is drilled through the drilling holes on the shear steel plate; A cementitious material is injected under low pressure into the soil between the shear steel plate and the indoor floor through the drill hole and allowed to set.

[0014] In some embodiments, the step of injecting cementitious material under low pressure into the soil between the shear steel plate and the indoor floor through the drilled hole and allowing it to solidify further includes: The original foundation of the historical building was statically removed, and the underground space of the historical building was constructed. Concrete is poured into the gap between the load-bearing steel sections under the upper shear steel plate.

[0015] The construction of steel-concrete composite column foundations using the one-column-one-pile method includes the following steps: Step 1: Hole forming and cleaning; Step 2: Lower the steel reinforcement cage; Step 3: Pour underwater C35 concrete through the guide pipe; Step 4: Position the full-rotation drilling rig, hoist and lower the steel pipe column, and send the pipe in; Step 5: After sending the pipe to the designed position, perform final vertical adjustment; Step 6: After the concrete of the cast-in-place pile reaches its final set, remove the full-rotation machine, backfill the outside of the steel pipe column with crushed stone, and cut the steel pipe column flat to the design elevation. Step 7: Pour concrete into the steel pipe using the guide pipe; Step 8: Pull out the guide tube and insert the column reinforcement before the concrete initially sets.

[0016] The technical solutions provided in this application have the following advantages compared with the prior art: This application provides a method for developing underground space for historical buildings based on reverse construction. The method involves constructing a deep underground space beneath the historical building; constructing an outer ring of outdoor support piles and an inner ring of outdoor support piles within the deep underground space, wherein the spacing between the outer ring outdoor support piles is greater than the spacing between the inner ring outdoor support piles, and the spacing between the inner ring outdoor support piles is greater than the length of the walls of the historical building; installing wall beams on the outer ring outdoor support piles, wherein the wall beams are used to support the weight of the exterior walls of the historical building; and installing... A static pressure frame for steel plates is erected, wherein the frame is equipped with longitudinally spaced steel plate insertion slots. A static pressing method is used to press shearing steel plates layer by layer into the insertion slots from bottom to top to remove the soil beneath the shearing steel plates. Through the design of the static pressure frame, the longitudinally spaced steel plate insertion, and the layer-by-layer static pressing of the shearing steel plates from bottom to top, precise layer-by-layer removal of the soil is achieved without severe vibration or dust and noise pollution throughout the process. This addresses the problems of existing historical buildings lacking space for supporting facilities such as water supply, drainage, power supply, and HVAC, as well as dedicated parking areas.

[0017] By integrating the core technology of reverse construction, the basement roof slab is constructed first, followed by the construction of the substructure. This enables the relocation of historical buildings and the development of underground space to be carried out in a coordinated manner, significantly shortening the construction cycle and reducing the disturbance to the building itself.

[0018] By adopting a one-column-one-pile process and combining it with targeted optimization measures, the problems of difficulty in inserting steel pipe columns and waste piles in pile foundation construction have been solved, thereby improving the success rate and efficiency of foundation construction. The steel pipe concrete columns provide stable vertical support for underground space. Attached Figure Description

[0019] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with the invention and, together with the description, serve to explain the principles of the invention.

[0020] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, for those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0021] One or more embodiments are illustrated by way of example with reference numerals in the accompanying drawings. These illustrations do not constitute a limitation on the embodiments. Elements with the same reference numerals in the drawings are denoted as similar elements. Unless otherwise stated, the figures in the drawings are not to be limited by scale.

[0022] Figure 1This is a front view of the support and steel frame system provided in an embodiment of this application; Figure 2 This is a top view of a support and steel frame system provided in an embodiment of this application; Figure 3 This is a schematic diagram of a steel plate static pressure frame structure provided in one embodiment of this application; Figure 4 This is a schematic diagram of a steel static pressure frame structure provided in one embodiment of this application; Figure 5 This application provides a completed construction drawing of an existing building as an embodiment of the present application; Figure 6 A flowchart illustrating a development method for adding underground space to a historical building, as provided in an embodiment of this application; Figure 7 A schematic diagram of the construction process for one column and one pile; Among them, 110 is the exterior wall; 120 is the original foundation; 130 is the indoor ground; 210 is the outer ring outdoor support pile; 220 is the wall beam; 230 is the exterior wall protection frame; 240 is the outer ring connecting beam; 310 is the inner ring outdoor support pile; 320 is the steel plate static pressure frame; 3201 is the steel plate connecting beam; 3202 is the steel plate lifting mechanism; 3203 is the steel plate column; 3204 is the steel plate beam; 3205 is the steel plate insertion slot; 330 is the profile steel static pressure frame; 3301 is the profile steel connecting beam; 3302 is the profile steel lifting mechanism; 3303 is the profile steel column; 3304 is the profile steel beam; 3305 is the profile steel insertion slot. Detailed Implementation

[0023] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0024] The following disclosure provides numerous different embodiments or examples for implementing various structures of the invention. To simplify the disclosure, specific examples of components and arrangements are described below. These are merely examples and are not intended to limit the scope of the invention. Furthermore, reference numerals and / or letters may be repeated in different examples. Such repetition is for simplification and clarity and does not in itself indicate a relationship between the various embodiments and / or arrangements discussed.

[0025] Example 1 As core carriers of urban context and historical and cultural value, historic buildings occupy an irreplaceable and unique position in the long history of urban evolution. However, most of these buildings were constructed before the modern era, and due to limitations in construction technology, materials, and residents' living standards at the time, they generally suffer from inherent deficiencies in supporting facilities. On the one hand, the buildings themselves lack the space and interfaces for modern necessities such as drainage networks, power lines, and HVAC systems. On the other hand, due to the traffic patterns and land use planning of the time of construction, there is a lack of dedicated parking areas that meet modern needs both around and inside the buildings, severely restricting the revitalization and functional continuation of historic buildings in contemporary society.

[0026] In response to the above technical problems, such as Figure 1-7 As shown, this embodiment provides a method for developing underground space for historical buildings based on reverse construction, including: S101: The deep underground space under the historical building is constructed using the reverse construction method. First, the basement roof slab of the permanent placement location of the historical building is constructed. After the historical building is moved and placed in place as a whole, the substructure of the underground space is constructed. S102: Construct outer ring outdoor replacement piles 210 and inner ring outdoor replacement piles 310 in the deep underground space, and simultaneously construct steel pipe concrete column foundations using a one-column-one-pile process. The spacing of the outer ring outdoor replacement piles 210 is greater than the spacing of the inner ring outdoor replacement piles 310, and the spacing of the inner ring outdoor replacement piles 310 is greater than the wall length of the historical building. S103: A wall-clamping beam 220 is provided on the outer ring outdoor support pile 210, wherein the wall-clamping beam 220 is used to bear the weight of the wall of the exterior wall 110 of the historical building. S104: A steel plate static pressure frame is erected on the inner ring outdoor support pile 310, wherein the steel plate static pressure frame is provided with longitudinally spaced steel plate insertion slots 3205. S105: The shearing steel plate is pressed into the steel plate insertion groove 3205 layer by layer from bottom to top using a static pressing method to remove the soil below the shearing steel plate; S106: After the relocation of the historical building is completed, the underground space will be excavated in layers. During the excavation, shear bracing will be set up for temporary support. After the substructure construction is completed, the shear bracing will be removed and the surface of the steel columns will be repaired.

[0027] It should be noted that, as Figure 1 , 2As shown, there are four outer ring outdoor support piles 210 and four inner ring outdoor support piles 310. The inner ring outdoor support piles 310 are located around the historical building, and the outer ring outdoor support piles 210 are located around the inner ring outdoor support piles 310. The deep underground space is usually far away from the foundation of the historical building to prevent the historical building from settling.

[0028] It should be noted that the weight of the exterior wall 110 of the historical building is directly supported by the wall beam 220, which, together with the outer ring outdoor replacement piles 210 and the inner ring outdoor replacement piles 310, forms a double-layer support system, completely transferring the building load to the pile body and thoroughly isolating the impact of underground construction on the original foundation 120. At the same time, the use of steel plate static pressure frame, which presses shear steel plates layer by layer in a static manner, replaces the traditional excavation, eliminates the damage of construction vibration to the exterior wall 110 and the indoor ground 130, and ensures the structural integrity of the historical building.

[0029] It should be noted that the method provided in this application embodiment can successfully develop underground space without damaging the appearance and main structure of the historical building. It can be directly used to lay out modern supporting facilities such as water supply and drainage, power supply, and heating and ventilation, or to build a dedicated parking area. It effectively solves the problem of historical buildings being built early and having insufficient supporting facilities. It preserves the historical and cultural value of the building and meets the functional needs of contemporary use, providing a feasible path for the sustainable revitalization and utilization of historical buildings.

[0030] In some embodiments, the steel plate static pressure frame includes a steel plate static pressure frame 320 and a steel profile static pressure frame 330. The steel plate static pressure frame 320 and the steel profile static pressure frame 330 are perpendicular to each other, and the steel plate static pressure frame 320 and the steel profile static pressure frame 330 are connected to the inner ring outdoor support pile 310. The steel plate static pressure frame 320 is provided with steel plate insertion slots 3205 arranged longitudinally at intervals, and the steel profile static pressure frame 330 is provided with steel profile insertion slots 3305 arranged longitudinally at intervals, wherein the steel profile insertion slots 3305 and the steel plate insertion slots 3205 are longitudinally staggered and adjacent.

[0031] It should be noted that by arranging the steel plate static pressure frame 320 and the steel profile static pressure frame 330 perpendicularly, and with the longitudinally staggered adjacent steel plate insertion slots 3205 and steel profile insertion slots 3305, the sheared steel plates and steel profiles can be embedded into the soil layer by layer from the vertical direction, avoiding local collapse of the soil caused by shearing in one direction. Moreover, the vertically staggered insertion slot design allows the shearing components to form a "vertical and horizontal" temporary support structure in the underground space, filling the gaps in the soil caused by shearing in one direction, effectively constraining the lateral displacement and vertical settlement of the surrounding soil, further avoiding the indirect impact of construction on the original foundation 120 and the outer wall 110, and ensuring the safety of the foundation of the historical building.

[0032] It should be noted that the steel plate static pressure frame 320 and the steel profile static pressure frame 330 are vertically connected to the inner ring outdoor support pile 310. With the force distribution effect of the staggered insertion slots, the construction load can be evenly transferred to the inner ring pile body, avoiding local stress concentration of the frame body and reducing equipment wear. Typically, the steel plate static pressure frame 320 is set on the inner ring outdoor support pile 310 at both the front and rear ends, and the steel profile static pressure frame 330 is set on the inner ring outdoor support pile 310 at both the left and right ends.

[0033] In some embodiments, the shearing steel plate is provided with evenly distributed drilling holes; The method of using static pressing to press the shearing steel plate layer by layer from bottom to top into the steel plate insertion groove 3205 to remove the soil beneath the shearing steel plate includes: The sheared steel plate is pressed into the lower steel plate insertion groove 3205 using a static pressing method; A small drilling machine is used to drill soil to a predetermined depth and quantity from below the shearing steel plate through the drilling hole; The load-bearing steel section is pressed into the steel section insertion groove 3305 above the shearing steel plate using a static pressing method; The shear steel plate is pressed into the steel plate insertion groove 3205 above the bearing steel using a static pressing method, and the shear steel plate located in the lower layer is pulled out so that the soil between the two layers of shear steel plates falls to the ground of the deep underground space.

[0034] It should be noted that the preset depth is usually the sum of the height of the bearing steel and the thickness of the shear steel plate, and the preset quantity is usually equal to the sum of the volumes of the bearing steel and the shear steel plate. In this way, when the bearing steel is inserted into the lower shear steel plate, space can be reserved for the insertion of the bearing steel (the soil can be squeezed to both sides of the bearing steel during insertion), reducing the resistance when pressing the bearing steel in and avoiding excessive upward arching force; when the shear steel plate is pressed into the bearing steel, the resistance of the soil to the shear steel plate can be reduced, making it easier to insert the shear steel plate.

[0035] It should be noted that after the lower shearing steel plate is removed, the upper shearing steel plate is also drilled to a predetermined depth and quantity of soil. Then, the bearing steel is pressed into the steel insertion groove 3305 above the upper shearing steel plate using a static pressing method. This process is repeated to cut the soil below the building upwards until the required height is reached. During the soil cutting process, the soil below the building is always supported by the bearing steel and the shearing steel plate, which can effectively avoid adverse effects on the building. The soil above the shearing steel plate can be drilled in a horizontal straight line, and then the bearing steel is pressed in the direction of the drilled soil to further reduce the resistance when pressing in the bearing steel. The bearing steel can be an I-beam or an H-beam.

[0036] It should be noted that the pre-support of the shear steel plate can effectively prevent the irregular collapse of the soil during the drilling process; through the process of "precise drilling + component (bearing steel) pressing", the soil under the building is always in a controllable state of "support-unloading-displacement", avoiding sudden changes in local stress; at the same time, the orderly displacement of the soil to both sides of the steel can form a stable stress structure that matches the contour of the component, eliminate the risk of settlement caused by soil voids, and ensure that the support system composed of the inner ring outdoor support pile 310, steel plate static pressure frame 320, and steel static pressure frame 330 does not undergo eccentric deformation, thus improving the overall safety of underground construction.

[0037] In some embodiments, the steel plate static pressure frame 320 includes: Steel plate connecting beam 3201 is installed between the two inner ring outdoor support piles 310; Two steel plate columns 3203 are provided on both sides of the steel plate connecting beam 3201; Multiple steel plate beams 3204 are disposed between two steel plate columns 3203, and the steel plate insertion grooves 3205 are formed between the multiple steel plate beams 3204.

[0038] It should be noted that the steel plate static pressure frame 320 is directly connected to the inner ring outdoor support pile 310 through the steel plate connecting beam 3201, directly transferring the construction load of itself and the shear steel plate to the pile body, avoiding the load being dispersed to the soil below the historical building; the steel plate columns 3203 on both sides and the multi-layer steel plate beams 3204 form a frame structure, forming a stable vertical support system, effectively resisting the lateral reaction force when the shear steel plate is pressed in, preventing the frame from deforming or tilting, and ensuring the support safety of underground construction.

[0039] It should be noted that the steel plate insertion groove 3205 formed between the multi-layer steel plate beams 3204 provides a standardized and high-precision guiding channel for shearing steel plates, ensuring that the shearing steel plates can be pressed vertically into the soil along a preset trajectory, avoiding problems such as uneven soil shearing and local collapse caused by steel plate deviation; at the same time, the uniform specification of the insertion groove is compatible with different batches of shearing steel plates, improving the standardization of construction and the convenience of operation; wherein, a steel plate lifting mechanism 3202 can be set between the steel plate connecting beam 3201 and the steel plate column 3203 to adjust the height of the steel plate static pressure frame 320.

[0040] In some embodiments, the steel static pressure frame 330 includes: The steel connecting beam 3301 is located between the two inner ring outdoor support piles 310; Two steel columns 3303 are provided on both sides of the steel connecting beam 3301; Multiple steel beams 3304 are disposed between two steel columns 3303, and the steel insertion groove 3305 is formed between the multiple steel beams 3304.

[0041] It should be noted that the steel static pressure frame 330 is directly and rigidly connected to the inner ring outdoor support piles 310 through the steel connecting beam 3301. This allows the vertical compressive force and lateral reaction force generated when the bearing steel is pressed in to be directly transferred to the pile body, preventing the load from acting on the original foundation 120 under the historical building and preventing foundation disturbance from causing settlement or cracking of the exterior wall 110. The frame structure formed by the steel columns 3303 on both sides and the multi-layer steel beams 3304 has excellent deformation resistance and can effectively resist the load impact during construction, ensuring the overall stability of the support system.

[0042] It should be noted that the steel insertion groove 3305 formed between the multi-layer steel beams 3304 provides a standardized and high-precision vertical guide channel for the load-bearing steel, ensuring that the load-bearing steel can be smoothly pressed in along the preset trajectory, avoiding problems such as uneven soil shear and local stress concentration caused by steel deviation. Among them, a steel lifting mechanism 3302 can be set between the steel connecting beam 3301 and the steel plate column 3203 to adjust the height of the steel plate static pressure frame 320.

[0043] In some embodiments, a wall-clamping beam 220 is provided on the outer ring outdoor support piles 210, wherein the wall-clamping beam 220 is used to bear the weight of the exterior wall 110 of the historical building, specifically: An outer ring connecting beam 240 is provided on the outer ring outdoor support pile 210; The wall clamping beam 220 is provided on the outer ring connecting beam 240, wherein the wall clamping beam 220 is used to support the weight of the wall of the exterior wall 110 of the historical building.

[0044] It should be noted that the outer ring connecting beam 240 first connects the dispersed outer ring outdoor support piles 210 into an integral load-bearing system, and then the wall clamping beam 220 set on it precisely bears the weight of the outer wall 110, realizing the layered transfer of building load from "outer wall 110 → wall clamping beam 220 → outer ring connecting beam 240 → outer ring support pile", avoiding uneven settlement caused by the concentrated load acting on a single pile; at the same time, the wall clamping beam 220 is directly attached to the load-bearing parts of the outer wall 110, which can effectively disperse the local stress of the wall and prevent the outer wall 110 from cracking, hollowing and other damage due to load transfer, thus ensuring the integrity and authenticity of the facade of the historical building.

[0045] It should be noted that the outer ring connecting beam 240 forms a closed-loop support structure for the originally independent outer ring replacement piles, which greatly improves the piles' ability to restrain the surrounding soil and can effectively resist the lateral pressure of the soil during underground space construction. Combined with the vertical bearing capacity of the wall beam 220, a dual protection system of "lateral connection + vertical bearing" is constructed, which completely isolates the underground construction from the disturbance of the original foundation 120 and eliminates the risk of the outer wall 110 tilting due to foundation deformation.

[0046] In some embodiments, the wall clamping beam 220 is provided on the outer ring connecting beam 240, wherein the wall clamping beam 220 is used to bear the weight of the exterior wall 110 of the historical building, and further includes: An external wall protection frame 230 is constructed on the outer ring connecting beam 240, and the external wall protection frame 230 is connected to the external wall 110 of the historical building without damage.

[0047] It should be noted that the wall-clamping beam 220 bears the vertical load of the outer wall 110, achieving a stable transfer of the building weight to the outer ring outdoor support piles 210. The simultaneously installed outer wall protection frame 230 is attached to the outer wall 110 in a non-destructive connection manner, which can effectively restrain the lateral displacement of the outer wall 110 and prevent the outer wall 110 from tilting, cracking, or brick and stone falling off due to changes in soil stress during construction. This ensures structural safety and avoids damage to the facade of the historical building, preserving the historical features of the building. Among them, the outer ring connecting beam 240 serves as a foundation bearing platform, integrating the vertical bearing function of the wall-clamping beam 220 and the lateral protection function of the outer wall protection frame 230 into one, so that the two are mutually coordinated and mutually constrained in terms of force. That is, the vertical load is transferred to the pile body by the wall-clamping beam 220, and the lateral force is distributed to the connecting beam by the protection frame, avoiding overload deformation of a single component, greatly improving the anti-disturbance capability of the entire support and protection system, and completely isolating the impact of underground construction on the original foundation 120 and the building body.

[0048] In some embodiments, before pressing the shearing steel plate into the steel plate insertion groove 3205 using a static pressing method to remove the soil beneath the shearing steel plate, the method further includes: Calculate the upward arching force generated on the indoor floor 130 of the historical building when the shear steel plate is pressed in; The floor weight of the indoor floor 130 is set based on the upward arching force.

[0049] It should be noted that the upward arching force on the indoor ground 130 is calculated in advance before the shear steel plate is pressed in. Then, ground counterweights are set in a targeted manner based on the calculation results. The vertical load of the counterweights can accurately offset the upward arching force generated by soil compression, thereby avoiding irreversible damage such as bulging, cracking, and hollowing of the indoor ground 130 from the root, and ensuring the structural integrity and original appearance of the interior space of the historical building. Moreover, the advance calculation of the upward arching force and the pre-set setting of the counterweight protection change the traditional "passive response" mode of construction. The impact of underground construction on the building body is included in the scope of quantitative control, avoiding the chain risks such as ground deformation and even tilting of the exterior wall 110 caused by insufficient prediction of the upward arching force, which greatly improves the safety and controllability of the entire process of deep underground space development.

[0050] In some embodiments, the calculation of the upward arching force generated on the indoor floor 130 of the historical building when the shear steel plate is pressed in specifically includes: Obtain the original soil layer parameters below 130 mm of the indoor ground level of the historical protected building; Obtain the steel plate parameters of the sheared steel plate and the steel plate depth when pressing into the sheared steel plate; The arching force is obtained based on the steel plate parameters, the steel plate depth, and the original soil layer parameters.

[0051] It should be noted that the calculation of the upward arching force directly relies on the original soil layer parameters (such as internal friction angle, cohesion, unit weight, etc.) below 130 mm of the indoor ground level of the historical building, combined with actual construction parameters such as the thickness and pressing depth of the sheared steel plate, thus avoiding the errors of empirical estimation. The calculation process is highly matched with the construction conditions, which can accurately quantify the upward arching force generated by soil compression when the sheared steel plate is pressed in. This provides a scientific basis for the subsequent setting of ground counterweights, ensuring that the counterweight load can completely offset the upward arching force and fundamentally prevent damage such as 130 mm bulging and cracking of the indoor ground level.

[0052] It should be noted that the process of statically pressing a sheared steel plate into the soil is essentially the compression and shearing action of the steel plate on the surrounding soil. The calculation process is as follows: 1) Calculate the passive earth pressure intensity on the side of the steel plate. , In the formula, z is the depth of the calculation point (the value ranges from 0 to H); This is the passive earth pressure coefficient. 2) Calculate the total lateral compressive force F of a single steel plate. (For simplified calculation, the passive earth pressure intensity at the average depth H / 2 can be estimated by multiplying the side area of ​​the steel plate, where B is the width of the shear steel plate); 3) Introduce a static pressure correction factor a (range 1.1~1.3, the value is larger for denser soil) to obtain the actual compressive force. 4) Introduce the stress diffusion angle θ (the lateral force generated by the steel plate compressing the soil will be transferred through the soil stress and transformed into an upward arching force. The stress diffusion angle θ needs to be considered during the transfer process; for sandy soil, it is taken as 30°~40°, and for cohesive soil, it is taken as 20°~30°); 5) Determine the stress diffusion range: starting from the top of the steel plate, diffuse upwards according to the diffusion angle θ to obtain the stress influence area S of 130° on the indoor ground. If the width of the steel plate is B, then the ground influence width is... The influence length is consistent with the steel plate length, and S is calculated accordingly; 6) Calculate the arch force. Assuming the soil stress transfer efficiency is β (ranging from 0.7 to 0.9, with the value increasing as the distance increases), then the upward arching force is: For steel plates pressed into the soil at different depths, the arching force needs to be calculated in layers to avoid calculation deviations caused by changes in soil stress state due to depth variations.

[0053] In some embodiments, the method of pressing shear steel plates onto the bearing steel using a static pressing method, and then removing the lower shear steel plate to allow the soil between the two layers of shear steel plates to fall to the ground level of the deep underground space, further includes: When the distance between the upper shear steel plate and the indoor ground 130 of the historical building is equal to a preset spacing, a preset amount of soil is drilled through the drilling holes on the shear steel plate. A cementitious material is injected under low pressure into the soil between the shear steel plate and the indoor ground 130 through the drill hole and allowed to solidify.

[0054] It should be noted that when the distance between the upper shear steel plate and the indoor ground 130 reaches the preset spacing, a preset amount of soil is drilled through a soil drilling hole, and then cementing material is injected under low pressure. This forms a high-strength cementing consolidation layer between the shear steel plate and the indoor ground 130. This consolidation layer can replace the original loose soil, effectively resist the residual settlement of the top soil after the underground space is formed, and prevent the indoor ground 130 from cracking, hollowing or collapsing in the later stage, thus achieving the long-term stability of the ground structure of the historical building.

[0055] It should be noted that by using a low-pressure injection method to fill the cementitious material, the soil squeezing effect caused by high-pressure grouting can be avoided from being transmitted upwards, thus preventing secondary disturbance to the original foundation 120, indoor ground 130, and exterior wall 110. At the same time, the cementitious material is evenly diffused through the uniformly distributed drilling holes on the shear steel plate, which can fully bond with the surrounding soil to form a consolidated body that matches the mechanical properties of the original soil layer, thus taking into account both the reinforcement effect and the principle of low-intervention protection of historical buildings.

[0056] It should be noted that the process of "controlled-distance drilling → low-pressure grouting → waiting for solidification" fills the technological gap in the treatment of the top soil of underground spaces, forming a complete construction loop of "layered shearing soil extraction → top consolidation and reinforcement". The cemented solidification layer not only restrains the displacement of the top soil, but also serves as a temporary roof for the underground space, providing a flat and stable working surface for subsequent pipeline laying, structural decoration and other operations, thereby improving the functional adaptability of the underground space.

[0057] In some embodiments, the step of low-pressure injection of cementitious material into the soil between the shear steel plate and the indoor floor 130 through the drilled hole and allowing it to solidify further includes: The original foundation 120 of the historical building was statically removed, and the underground space of the historical building was constructed. Concrete is poured into the gap between the load-bearing steel sections under the upper shear steel plate.

[0058] It should be noted that using static shearing to remove the original foundation 120 can avoid the impact and disturbance to the building foundation caused by traditional excavation, and prevent cracking or settlement of the exterior wall 110 and the interior floor 130. At the same time, the static shearing process is precise and controllable, and can realize the segmented demolition of the original foundation 120, further reducing construction risks and creating safe conditions for the complete development of underground space.

[0059] It should be noted that by pouring concrete into the gaps between the load-bearing steel sections under the upper shear steel plate, the dispersed load-bearing steel sections and concrete form a rigid integral frame, which becomes a permanent load-bearing system. This frame can not only bear the vertical load of the historical building and transfer it to the outer and inner ring replacement piles, but also restrain the lateral deformation of the soil around the underground space, preventing structural displacement or collapse after the underground space is formed, thus greatly improving the long-term structural stability of the underground space.

[0060] It should be noted that the complete process loop of "grouting consolidation → static shear foundation → concrete pouring" not only solves the technical difficulties of demolishing the foundation of historical buildings, but also achieves the permanence of the support structure through concrete pouring. The completed underground space has a composite load-bearing structure of consolidation layer + concrete frame at the top and a flat ground at the bottom. There are no temporary support components inside, so it can be directly used to lay out water supply and drainage, HVAC networks or build parking areas, which greatly improves the functional adaptability and utilization efficiency of the underground space.

[0061] Example 2 The development method for adding underground space to historical buildings provided in Embodiment 2 of this application integrates technologies such as reverse construction, one-column-one-pile steel pipe concrete column foundation construction, static pressure underpinning, layered earthwork excavation and scissor bracing, etc. It is applicable to engineering scenarios where historical buildings are raised and displaced as a whole and developed in coordination with underground space. The following is a detailed description with specific engineering examples: Example Overview: A historical building is a four-story brick-concrete structure with a floor area of ​​approximately 731 square meters. It needs to be lifted and relocated as a whole. At the same time, two deep underground spaces (11.2 meters high and approximately 1,000 square meters in floor area) need to be developed under the building. The construction of the underground space must ensure the normal operation of the surrounding rail transit. The developed underground space will be used to arrange modern supporting facilities and parking areas.

[0062] Specific construction steps S1: Preparation for reverse construction method, ensuring the safety of surrounding buildings and structures. Before construction, monitoring points were set up for surrounding rail transit, roads and other buildings and structures to monitor settlement and deformation in real time; a special plan for reverse construction method was prepared to determine the layered structure of the underground space (B1 layer, B2 layer), the design elevation of the basement roof slab, the layout of the column and pile foundations and the earthwork excavation zones.

[0063] S2: Construct the outer ring outdoor replacement pile 210 or the inner ring outdoor replacement pile 310, and simultaneously construct the steel pipe concrete column foundation using the one-column-one-pile process. In the deep underground space, an outer ring of outdoor replacement piles 210 and an inner ring of outdoor replacement piles 310 are constructed. The spacing of the outer ring of outdoor replacement piles 210 is greater than that of the inner ring, and the spacing of the inner ring is greater than the length of the building wall, forming a double-layer support system. The foundations for 15 steel-concrete composite columns were constructed using a one-column-one-pile technique. The steel pipes were Φ800×25-Q355B, and the concrete was C40. The specific construction steps are as follows: ① Hole drilling and cleaning: Professional drilling machines are used to drill holes to ensure the verticality of the hole wall, and the holes are cleaned in a timely manner after drilling; ② Lowering the reinforcing cage: The reinforcing cage uses HRB400 steel bars, which are tied and lowered into the hole according to the design requirements; ③ Pouring C35 concrete underwater: The tremie pipe method is used to ensure that the concrete is poured densely; ④ Position the full-rotation drilling rig, hoist and lower the steel pipe column and send the pipe: Use a full-rotation drilling rig to ensure the verticality of the steel pipe column during hoisting; ⑤ Vertical adjustment and positioning: After the pipe is sent to the design position, a special adjustment equipment is used for final vertical adjustment to control the plane position, verticality, elevation and sway of the steel pipe column; ⑥ Backfilling and leveling: After the concrete of the cast-in-place pile has set, the drilling rig is removed, crushed stone is backfilled on the outside of the steel pipe column, and the steel pipe column is leveled to the design elevation. ⑦ Pouring concrete inside the steel pipe: The concrete inside the steel pipe is poured using the tremie method to ensure the bonding strength with the steel pipe; ⑧ Reinforcing bar installation: Pull out the guide pipe and insert the column reinforcing bars before the concrete initially sets to complete the foundation construction.

[0064] One-pillar-one-pile process optimization measures: To address the issue of abandoned piles that were prone to occur in the early stages of construction, the pile diameter of the cast-in-place piles was adjusted from 1400mm to 1600mm, and the pile length was adjusted from 6m to 9m; the 2.5m extension section of the steel pipe column adopted an equal diameter design and was welded before hoisting, saving 3.5 hours of welding time; the pile body concrete used was specially made C35 underwater concrete, and the aggregate was selected as washed sand + gravel, eliminating the self-compacting design and improving workability; the compacted process reduced the construction time from 8.5 hours to 3.5 hours, ensuring that the work was completed before the concrete lost its fluidity.

[0065] S3: Construction of the basement roof slab using the reverse construction method After the pile foundation passes inspection, the basement roof slab for the permanent placement location of the historically protected building will be constructed first, allowing the roof slab to be built before the building is relocated. The specific steps are as follows: Earthwork excavation shall be carried out according to the dimensions of the first-floor beams and slabs, and the excavation depth shall be strictly controlled; Lay stone powder (or pour a cushion layer) on the bottom surface of the beams and slabs to level the foundation; Weld the corbels, stiffening plates and other joints at the beam-column joints according to the design drawings. When welding, follow the principle of "factory processing as the main method and on-site welding as a supplement". On-site, there should be no more than one circumferential welding position for the same steel pipe column, and the continuous welding length should be ≤500mm. Lay a film / tarpaulin as an isolation layer (or lay a formwork) to isolate the structural concrete; Tie the beam and slab reinforcement according to the drawing, ensuring that the reinforcement spacing and protective layer thickness meet the design requirements; Pour concrete for the beams and slabs, cure to design strength, and complete the construction of the basement roof slab. The site of the roof slab area was handed over to the building relocation unit to prepare for the overall lifting, displacement and placement of the historical building.

[0066] S4: Install the 220mm wall-clamping beam and steel plate static pressure frame, and implement static pressing and support replacement. An outer ring connecting beam 240 is set on the outer ring outdoor support pile 210, and a wall clamping beam 220 is set on the outer ring connecting beam 230 to bear the weight of the wall of the historical building exterior wall 110. At the same time, the construction of the exterior wall protection frame 230 is carried out to connect with the building exterior wall 110 without damage and to restrain the lateral displacement of the exterior wall 110. A steel plate static pressure frame is erected on the inner ring outdoor support pile 310, including a steel plate static pressure frame 320 and a steel section static pressure frame 330 that are perpendicular to each other. The two are respectively provided with longitudinally spaced and staggered steel plate insertion slots 3205 and steel section insertion slots 3305. The upward arching force on the indoor floor of the building is calculated when the sheared steel plate is pressed in. Based on the soil layer parameters, steel plate parameters and pressing depth, the upward arching force is calculated using the passive earth pressure formula. Ground counterweight is set based on the calculation results to offset the upward arching force and prevent the ground from heaving. The static pressing method is used to press the shear steel plate with the drilled soil hole into the steel plate insertion groove 3205 layer by layer from bottom to top. With the support steel being pressed in and the lower steel plate being pulled out, the soil under the steel plate is removed layer by layer. The soil is then drilled out through the soil hole and dropped to the ground of the deep underground space. There is no violent disturbance throughout the process.

[0067] S5: Overall relocation and placement of historical buildings Using specialized equipment, the historical building was lifted, moved, and relocated to its designated permanent location on the roof of the basement. After the building was in place, the connection between the building and the roof was reinforced to ensure the stability of the building structure.

[0068] S6: Excavation of the lower layer of the underground space, with temporary scissor bracing. After the building is in place, the excavation of the lower part of the underground space will proceed, using a layered, zoned, and directional excavation method. Simultaneously, the normal operation of the surrounding rail transit system will be ensured. Specific requirements are as follows: The excavation site is located on the southeast side of the underground space. The earthwork excavation proceeds from west to east and from north to south, gradually retreating towards the excavation site, and is carried out in the order of zone 1 → zone 2 → zone 3 → zone 4. The earthwork in the reverse construction area is excavated simultaneously with the large earthwork, and layered excavation is adopted: the first excavation reaches the B1 floor slab elevation, and scissor bracing is immediately constructed for temporary support. The scissor bracing uses 250×150×10×10 steel, which is welded to the steel pipe concrete column on site, and node reinforcement plates are set to ensure the support strength. In the reverse-operation area, the soil is first excavated from north to south along the two middle spans to open up a passage for dump trucks. Then, soil is excavated from the east and west sides to the middle passage simultaneously. During the soil excavation process, the excavator is used in conjunction with the synchronous construction of scissor bracing to ensure that the excavation and support are coordinated. After the scissor bracing construction is completed, excavation continues to the base elevation of the underground space (B2 level). During the excavation process, soil settlement, steel column displacement and deformation of surrounding buildings and structures are monitored in real time.

[0069] S7: Construction of the substructure of the underground space, removal of scissor bracing and repair of steel columns. After the earthwork is excavated to the foundation elevation, the construction is carried out in the conventional structural sequence, first constructing the base slab and foundation, and then constructing the B1 floor slab and beam structure. After the B1 floor structure was completed, the scissor brace connection plate was removed by oxy-acetylene cutting and the diagonal brace was removed. The cut and welded parts of the steel-concrete composite column are ground to remove rust and welding slag, and then painted to repair them, ensuring the integrity of the steel column surface and its corrosion resistance. The outer layer construction of the steel pipe columns was completed, and finally the construction of the entire underground space structure was completed.

[0070] S8: Construction of underground space supporting facilities After the underground space structure is completed, the developed underground space will be used to lay out modern supporting facilities such as water supply and drainage, power supply, and heating and ventilation networks, and to build a dedicated parking area, thereby realizing the functional upgrade of the historical building.

[0071] like Figure 7 The construction of steel-concrete composite column foundations using the one-column-one-pile method includes the following steps: Step 1: Hole forming and cleaning; Step 2: Lower the steel reinforcement cage; Step 3: Pour underwater C35 concrete through the guide pipe; Step 4: Position the full-rotation drilling rig, hoist and lower the steel pipe column, and send the pipe in; Step 5: After sending the pipe to the designed position, perform final vertical adjustment; Step 6: After the concrete of the cast-in-place pile reaches its final set, remove the full-rotation machine, backfill the outside of the steel pipe column with crushed stone, and cut the steel pipe column flat to the design elevation. Step 7: Pour concrete into the steel pipe using the guide pipe; Step 8: Pull out the guide tube and insert the column reinforcement before the concrete initially sets.

[0072] Furthermore, the construction optimization of the aforementioned one-column-one-pile process includes the following specific measures: The diameter of the cast-in-place pile was adjusted to 1600mm and the length to 9m. Increasing the pile diameter and length made it easier for concrete to overflow when the steel pipe was inserted. The 2.5-meter extension of the steel pipe column adopts a constant diameter design and is welded before hoisting to reduce on-site welding time; The concrete for the pile body is specially made C35 underwater concrete, which is slow to set for 12 hours. The aggregate is selected from washed sand and gravel to ensure continuous gradation and improve the workability of the concrete. The compact construction process reduces the construction time of a single pile to 3.5 hours, and completes the insertion and pouring of steel pipe columns before the underwater concrete loses its fluidity.

[0073] The construction of the deep underground space under the historical building using the reverse construction method involves first constructing the basement roof slab for the future permanent placement location of the historical building. The specific construction steps are as follows: Step 1: Excavate the earthwork according to the dimensions of the first-floor beams and slabs; Step 2: After excavation is completed, lay stone powder or pour a subbase on the bottom surface of the beams and slabs; Step 3: Weld the corbels and other joints at the beam-column joints according to the design drawings; Step 4: Lay a thin film or tarpaulin as an isolation layer, or directly lay a template; Step 5: Tie the beam and slab reinforcement according to the diagram; Step 6: Pour concrete for the beams and slabs to complete the construction of the basement roof slab; Step 7: Hand over the site to the building relocation unit. After the historical buildings are relocated and placed in place, the excavation of the lower part of the underground space will be carried out.

[0074] The key technologies and effects of the above-mentioned development method for adding underground space to historical buildings are as follows: Synergy between reverse construction and building relocation: By constructing the basement roof slab first, a permanent foundation is provided for the historical building, avoiding secondary disturbance to the building when constructing the roof slab after relocation, thus achieving process synergy. Precise construction of each column and pile: using full-rotation drilling rigs for vertical adjustment and specialized equipment for positioning control, combined with optimization measures for pile diameter, concrete, and construction processes, the problem of abandoned piles is solved, and steel-concrete composite columns provide stable vertical support for underground spaces; Low-disturbance construction combination: static pressing shear steel plate replacement + layered earthwork excavation + scissor bracing support, with no severe vibration, no dust or noise throughout the process, effectively controlling soil settlement and structural deformation, and ensuring the safety of historical buildings and surrounding buildings and structures; Full-process monitoring and control: The verticality of the steel pipe columns, soil settlement, and deformation of surrounding rail transit are monitored in real time throughout the construction process, and construction parameters are adjusted in a timely manner to ensure construction safety.

[0075] The above description is merely a specific embodiment of the present invention, enabling those skilled in the art to understand or implement the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the present invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A method for developing underground space in historical buildings based on reverse construction, characterized in that, include: The deep underground space under the historical building was constructed using the reverse construction method. First, the basement roof slab of the permanent placement location of the historical building was constructed. After the historical building was moved and placed in place as a whole, the substructure of the underground space was constructed. In the deep underground space, outer ring outdoor replacement piles and inner ring outdoor replacement piles are constructed, and steel pipe concrete column foundations are constructed simultaneously using a one-column-one-pile process. The spacing of the outer ring outdoor replacement piles is greater than the spacing of the inner ring outdoor replacement piles, and the spacing of the inner ring outdoor replacement piles is greater than the wall length of the historical building. A wall-clamping beam is installed on the outer ring of outdoor support piles, wherein the wall-clamping beam is used to bear the weight of the exterior wall of the historical building; A steel plate static pressure frame is erected on the inner ring outdoor support pile, wherein the steel plate static pressure frame is provided with longitudinally spaced steel plate insertion slots; The shearing steel plate is pressed into the steel plate insertion groove layer by layer from bottom to top using a static pressing method to remove the soil below the shearing steel plate; After the relocation of the historical building was completed, the underground space was excavated in layers. During the excavation, shear bracing was set up for temporary support. After the substructure construction was completed, the shear bracing was removed and the surface of the steel columns was repaired.

2. The development method for adding underground space to a historical building according to claim 1, characterized in that, The steel plate static pressure frame includes a steel plate static pressure frame and a steel profile static pressure frame. The steel plate static pressure frame is perpendicular to the steel profile static pressure frame, and the steel plate static pressure frame and the steel profile static pressure frame are connected to the inner ring outdoor support pile. The steel plate static pressure frame is provided with longitudinally spaced steel plate insertion slots, and the profile steel static pressure frame is provided with longitudinally spaced profile steel insertion slots, wherein the profile steel insertion slots and the steel plate insertion slots are longitudinally staggered and adjacent.

3. The development method for adding underground space to a historical building according to claim 2, characterized in that, The shearing steel plate is provided with evenly distributed drilling holes; The method of using static pressing to press the shearing steel plate layer by layer from bottom to top into the steel plate insertion groove to remove the soil beneath the shearing steel plate includes: The sheared steel plate is pressed into the lower steel plate insertion groove using a static pressing method; A small drilling machine is used to drill soil to a predetermined depth and quantity from below the shearing steel plate through the drilling hole; The load-bearing steel section is pressed into the steel section insertion groove above the shearing steel plate using a static pressing method; A static pressing method is used to press the shear steel plate into the steel plate insertion groove above the bearing steel, and then the shear steel plate located in the lower layer is pulled out so that the soil between the two layers of shear steel plates falls to the ground of the deep underground space.

4. The development method for adding underground space to a historical building according to claim 2, characterized in that, The steel plate static pressure frame includes: A steel plate connecting beam is installed between the two inner ring outdoor support piles; Two steel plate columns are installed on both sides of the steel plate connecting beam; Multiple steel plate beams are disposed between two steel plate columns, and the steel plate insertion groove is formed between the multiple steel plate beams; The steel static pressure frame includes: A steel connecting beam is installed between the two inner ring outdoor support piles; Two steel columns are installed on both sides of the steel connecting beam; Multiple steel beams are disposed between two steel columns, and the steel beams form the steel insertion groove.

5. The development method for adding underground space to a historical building according to claim 1, characterized in that, A wall beam is installed on the outer ring of outdoor support piles, wherein the wall beam is used to support the weight of the exterior wall of the historical building, specifically: An outer ring connecting beam is installed on the outer ring outdoor support piles; The clamping beam is provided on the outer ring connecting beam, wherein the clamping beam is used to support the weight of the exterior wall of the historical building; It also includes: constructing an external wall protection frame on the outer ring connecting beam, wherein the external wall protection frame is connected to the external wall of the historical building without damage.

6. The development method for adding underground space to a historical building according to claim 1, characterized in that, Before using the static pressing method to press the shearing steel plate into the steel plate insertion groove to remove the soil beneath the shearing steel plate, the method further includes: The calculation of the upward arching force on the indoor floor of the historical building when the sheared steel plate is pressed in is as follows: Obtain the original soil layer parameters below the indoor ground level of the historical protected building; Obtain the steel plate parameters of the sheared steel plate and the steel plate depth when pressing into the sheared steel plate; The arching force is obtained based on the steel plate parameters, the steel plate depth, and the original soil layer parameters. The floor weight is set based on the upward arching force to provide pressure on the indoor floor.

7. The development method for adding underground space to a historical building according to claim 3, characterized in that, The method of pressing shear steel plates onto the top of the load-bearing steel using a static pressing method, and then removing the lower shear steel plate to allow the soil between the two layers of shear steel plates to fall to the ground level of the deep underground space, further includes: When the distance between the upper shear steel plate and the indoor ground of the historical building is equal to a preset distance, a preset amount of soil is drilled through the drilling holes on the shear steel plate; The process also includes: injecting cementitious material under low pressure into the soil between the shear steel plate and the indoor floor through the drilled hole and allowing it to set; The original foundation of the historical building was statically removed, and the underground space of the historical building was constructed. Concrete is poured into the gap between the load-bearing steel sections under the upper shear steel plate.

8. The development method for adding underground space to a historical building according to claim 1, characterized in that, The construction of steel-concrete composite column foundations using the one-column-one-pile method includes the following steps: Step 1: Hole forming and cleaning; Step 2: Lower the steel reinforcement cage; Step 3: Pour underwater C35 concrete through the guide pipe; Step 4: Position the full-rotation drilling rig, hoist and lower the steel pipe column, and send the pipe in; Step 5: After sending the pipe to the designed position, perform final vertical adjustment; Step 6: After the concrete of the cast-in-place pile reaches its final set, remove the full-rotation machine, backfill the outside of the steel pipe column with crushed stone, and cut the steel pipe column flat to the design elevation. Step 7: Pour concrete into the steel pipe using the guide pipe; Step 8: Pull out the guide tube and insert the column reinforcement before the concrete initially sets.

9. The development method for adding underground space to a historical building according to claim 8, characterized in that, It also includes construction optimization of the one-pillar-one-pile process, with specific measures including: The diameter of the cast-in-place pile was adjusted to 1600mm and the length to 9m. Increasing the pile diameter and length made it easier for concrete to overflow when the steel pipe was inserted. The 2.5-meter extension of the steel pipe column adopts a constant diameter design and is welded before hoisting to reduce on-site welding time; The concrete for the pile body is specially made C35 underwater concrete, which is slow to set for 12 hours. The aggregate is selected from washed sand and gravel to ensure continuous gradation and improve the workability of the concrete. The compact construction process reduces the construction time of a single pile to 3.5 hours, and completes the insertion and pouring of steel pipe columns before the underwater concrete loses its fluidity.

10. The development method for adding underground space to a historical building according to claim 1, characterized in that, The construction of the deep underground space under the historical building using the reverse construction method involves first constructing the basement roof slab for the future permanent placement location of the historical building. The specific construction steps are as follows: Step 1: Excavate the earthwork according to the dimensions of the first-floor beams and slabs; Step 2: After excavation is completed, lay stone powder or pour a subbase on the bottom surface of the beams and slabs; Step 3: Weld the corbels and other joints at the beam-column joints according to the design drawings; Step 4: Lay a thin film or tarpaulin as an isolation layer, or directly lay a template; Step 5: Tie the beam and slab reinforcement according to the diagram; Step 6: Pour concrete for the beams and slabs to complete the construction of the basement roof slab; Step 7: Hand over the site to the building relocation unit. After the historical buildings are relocated and placed in place, the excavation of the lower part of the underground space will be carried out.

Images