Construction Method of Rock Consolidation Structure with Internal Support for Asymmetric Suspended Wall with Large Elevation Difference

Abstract

This application relates to a rock-supported consolidation structure and construction method for asymmetric suspended wall with large elevation differences, and pertains to the field of foundation pit construction technology with large elevation differences. It includes an elevation level plane and a first and second support components. A first construction pit is located below the elevation level plane, and a second construction pit is located below the first construction pit. A building that cannot be moved before construction is placed on one side of the first construction pit, and all four sides of the first construction pit are soil layers, while the side of the first pit away from the building is a rock layer. The first and second support components of this application are designed for construction pits of different depths. Combined with the supporting effect of the connecting columns, a multi-layered, highly integrated support structure can be formed. This structure can better resist pressure from the soil and rock, improve the stability of the entire foundation pit during construction, and reduce construction risks.

Description

Technical Field

[0001] This application relates to the field of construction technology for foundation pits with large elevation differences, and in particular to the internal support structure and construction method of asymmetric suspended wall with large elevation differences that is consolidated into rock. Background Technology

[0002] Foundation pit construction refers to the excavation of temporary pits for underground foundation construction during building construction. Foundation pit construction is a crucial step in building engineering, and its quality directly affects the safety and stability of the entire building. Foundation pit construction is widely used in the foundation construction of high-rise buildings, underground engineering projects, bridges, tunnels, and other fields.

[0003] In the prior art, relevant technologies for the construction of foundation pits with large elevation differences can be found in Chinese Patent Publication No. CN118461624A, which discloses a method for constructing deep foundation pits with large elevation differences near existing buildings. The method includes steps such as surveying and setting out, construction of the upper part of the foundation top elevation, construction of retaining piles, construction of internal supports, excavation of the foundation pit, removal of internal supports, backfilling of the foundation pit, construction of diagonal bracing, construction of retaining walls, and removal of diagonal bracing. This method for constructing deep foundation pits with large elevation differences near existing buildings can improve the stability of the foundation pit retaining structure, thereby improving the stability of the existing building structure and the safety of the foundation pit excavation construction, especially when the elevation difference between the top of the foundation pit and the bottom of the existing building's retaining wall is significant, and when a certain width of driveway needs to be provided between the edge of the foundation pit and the existing building.

[0004] In the process of developing this application, the inventors discovered the following problems with the existing technology: Firstly, when excavating a foundation pit with a large elevation difference near a building, it is most important to consider the impact between the foundation pit and the building. Therefore, when supporting the foundation pit, the construction focus is placed on the end in contact with the building. However, when there is a rock layer in the foundation pit, the force on the rock layer area during the foundation pit support will directly affect the overall stress level of the foundation pit. Since the foundation pit support is based on the side closer to the building, construction resources are wasted and the construction time is increased. Summary of the Invention

[0005] The purpose of this application is to provide a rock-bonded structure and construction method for an asymmetric suspended wall with large elevation differences.

[0006] The technical solution and construction method for the internal support and rock-bonded structure of the asymmetric suspended wall with large elevation difference provided in this application are as follows:

[0007] The asymmetric suspended wall with large elevation difference is internally supported and consolidated in rock, including an elevation level plane and a first support component and a second support component. A first construction pit is set below the elevation level plane, and a second construction pit is set below the first construction pit. A building that cannot be moved before construction is placed on one side of the first construction pit. All four sides of the first construction pit are soil layers, and the side of the first pit away from the building is a rock layer. A first continuous wall is set between the elevation level plane and the first construction pit, and a second continuous wall is set above the rock layer. The first support component is set inside the first construction pit, and the second support component is set inside the second construction pit. A butt joint column for support is set between the first support component and the second support component.

[0008] By adopting the above technical solution, the elevation level serves as an important reference plane for the entire structure. The first construction pit is located below the elevation level, with a clear height difference relative to it. The second construction pit is located below the first. This layered pit design adapts to terrains with large elevation differences or engineering requirements. The first and second continuous walls play an important role in separating different strata and preventing soil collapse. The first and second support components are designed for construction pits of different depths. Combined with the supporting role of the splicing columns, a multi-layered and highly integrated support structure can be formed. This structure can better resist the pressure from soil and rock, improve the stability of the entire pit during construction, and reduce construction risks.

[0009] Optionally, the first support component includes a connecting component and a reinforcing component, and the connecting component has reinforcing components on both sides. The connecting component includes a connecting plate and a plug groove, and the connecting plate has plug grooves on both sides. The reinforcing component includes a first connecting post, a locking connecting ring, a fixing tube, and a docking block. A locking connecting ring is provided between two sets of first connecting posts. A fixing tube is provided on the side of the first connecting post away from the locking connecting ring, and a docking block is provided on the side of the fixing tube away from the first connecting ring. The connecting component and the reinforcing component form a detachable structure through the plug grooves and the docking block.

[0010] By adopting the above technical solution, the shape and size of the insertion slots on both sides of the connecting plate are determined according to the docking requirements with the reinforcement components. The depth and width of the insertion slots on the connecting plate can stably accommodate the docking blocks of the reinforcement components. The connecting components and the reinforcement components form a detachable structure through the insertion slots and docking blocks, which facilitates installation and disassembly during construction. During installation, the docking blocks of the reinforcement components are inserted into the insertion slots of the connecting components from above for connection. Then, the assembly gap is reserved between the locking ring and the first connecting post. When the docking blocks are connected to the insertion slots in the future, the bolts are tightened continuously to ensure that the docking blocks fit completely into the insertion slots. Moreover, the number of reinforcement components can be adjusted at any time according to different construction stages or different project requirements to adapt to different construction requirements.

[0011] Optionally, the second support assembly includes a support grid and a locking anchor rod, wherein the locking anchor rod is inserted into the soil layer below the building at a 20° angle along its horizontal end, and a support grid is provided on the side of the locking anchor rod away from the soil layer.

[0012] By adopting the above technical solution, the anchor bolts are inserted into the soil layer at a 20° inclination, which can effectively transfer the force borne by the support grid to the depth of the soil layer, increasing the anchoring force of the entire support structure. This anchoring method is particularly important for the support of the soil layer located below the building, because it can prevent the soil layer from shifting and deforming during construction, thereby protecting the foundation of the building from being affected. Since the second construction pit is located below the building, the construction space and conditions are limited. This support structure design, which includes anchor bolts and support grids, can effectively support the building in a limited space. The inclined insertion method of the anchor bolts does not require a large construction space, while the support grid can be adjusted according to the specific construction shape and space, adapting well to this special construction environment.

[0013] Optionally, the docking splicing column includes a first assembled bottom contact ring, a bottom insertion ring, a second assembled bottom contact ring, and a positioning column. A bottom insertion ring is provided below the first assembled bottom contact ring, a second assembled bottom contact ring is provided below the bottom insertion ring, and a positioning column is provided below the second assembled bottom contact ring. The construction placement sequence is the positioning column, the second assembled bottom contact ring, the bottom insertion ring, and the first assembled bottom contact ring.

[0014] By adopting the above technical solution, the first support frame is reinforced. At this time, the positioning column is laid at the bottom of the second construction pit, and the positioning column is placed at the center of the two sets of first support frames. Then, the second assembly bottom ring is laid in sequence, and the insertion ring is connected to the second assembly bottom ring. Then, the first assembly bottom ring is assembled above the insertion ring, and the splicing bottom column is installed on the first assembly bottom ring. The assembly pipe for connection is assembled upward with the splicing bottom column as the base point. At this time, the bottom of the splicing column is reinforced by adding the first assembly bottom ring, insertion ring, second assembly bottom ring and positioning column inside the second construction pit, so as to facilitate the subsequent assembly of the pipeline.

[0015] Optionally, the splicing column further includes a splicing base column and an assembly pipe, and the assembly pipe is connected to the top of the splicing base column by a thread, and the assembly pipes are arranged sequentially upwards, and the height of the assembly pipe is level with the first construction pit.

[0016] By adopting the above technical solution, the bottom column of the assembly tube is used as the connection point of the assembly tube, and the assembly is carried out upward in sequence. As the assembly tube is continuously assembled upward, it is connected to the corresponding frame, thereby completing the reinforcement of the frame.

[0017] Optionally, the piling length of the first diaphragm wall is greater than that of the second diaphragm wall, and rock anchors are placed at equal intervals on the outer surface of the rock layer, with the rock anchors inclined at 20° from the horizontal plane, and the number of rock anchors is greater than the number of locking anchors.

[0018] By adopting the above technical solution, the difference in piling length between the first and second diaphragm walls allows them to be optimized according to their respective stress conditions. The longer piling length of the first diaphragm wall can effectively resist larger lateral earth pressure or water pressure, ensuring the stability of the foundation pit in the area close to the building. The shorter second diaphragm wall, while meeting the support requirements of its own area, uses the rock layer as the final construction point, reducing the length of piling required during its construction. Rock anchors are placed at equal intervals and at an angle on the surface of the rock layer. The large number and reasonable arrangement of rock anchors can comprehensively reinforce the rock layer. At this time, the 20° inclination angle is conducive to transferring the stress of the rock layer to the surrounding area. In this structure, to prevent localized spalling or overall sliding of the rock layer, and compared to anchor bolts, a greater number of rock anchors can provide stronger anchoring force, ensuring the stability of the rock layer during construction, thus providing reliable support for the entire foundation pit support structure. Furthermore, the first and second diaphragm walls, rock anchors, and anchor bolts form a coordinated whole. At this point, the first and second diaphragm walls provide lateral support for the entire foundation pit, while the rock anchors reinforce the rock layer and the anchor bolts stabilize the soil layer. Through force transmission and mutual constraint, the stability and safety of the entire large-elevation asymmetric stilt wall internal support rock consolidation structure are improved.

[0019] Optionally, a first support frame is provided on both sides of the connecting column, and a second support frame is provided below the first support frame. The separation length between the first support frame and the second support frame is one-third of the overall length of the second construction pit. A third support frame is provided below the second support frame, and the separation length between the second support frame and the third support frame is one-fifth of the overall length of the second construction pit. A first connecting frame is provided below the third support frame, and a second connecting frame is provided below the first connecting frame. A connecting block is provided between the first connecting frame and the second connecting frame.

[0020] By adopting the above technical solution, through the layered support structure of the first support frame, the second support frame, the third support frame, the first docking frame and the second docking frame, the force can be gradually and evenly transmitted downward to the bottom of the second construction pit, starting from the subsequently added docking and splicing columns. This force transmission path can avoid excessive local stress, thereby improving the stability of the entire support structure and reducing structural deformation or damage caused by uneven stress.

[0021] Optionally, a first upper support frame is provided above the first support frame, a central support frame is provided above the first upper support frame, and a second upper support frame is provided above the central support frame.

[0022] By adopting the above technical solution, the first upper support frame, the central support frame, and the second upper support frame cooperate with the first support frame and the second support frame and other support structures to distribute and support the force applied to the first construction pit. This not only reinforces the first construction pit but also facilitates the transmission of forces required for the subsequent construction of the second construction pit.

[0023] Optionally, a supporting wall panel is provided between the first construction pit and the second construction pit, and a corner bracket is provided between the two sets of first support components, and a water diversion channel is reserved between the first support bracket and the bracket.

[0024] By adopting the above technical solution, when the supporting wall panel is excavated in the second construction pit, the supporting wall panel is reconstructed and reassembled at the bottom of the connecting component. This allows the connecting component to transmit force downwards while being supported by the supporting wall panel. Then, corner brackets are placed between the connecting components that are at an angle on both sides of the inner wall of the first construction pit. At this time, the corner brackets can support the force at the corner of the first construction pit. While providing support, the corner brackets and the connecting components form a water channel to facilitate the subsequent drainage of water in the pit.

[0025] A construction method for an internally supported, rock-consolidated structure with a large elevation difference asymmetric stilt wall, the construction method comprising the following steps:

[0026] Optionally, step one: First, when there is an immovable building and rock structure within the excavation area of ​​the foundation pit, the surface layer of the ground at the elevation level is leveled, and the area of ​​the first construction foundation pit is surveyed to confirm the location of the building and the rock layer. Then, holes are drilled at the corresponding positions of the first and second diaphragm walls. Since the location of the building is determined by its location, the drilling depth at the building location should be greater than the drilling depth at the second diaphragm wall location. Cement is then poured along the drilling positions according to the drilling depth. After the construction of the first and second diaphragm walls is completed, the outer surface of the first construction foundation pit is excavated.

[0027] Step 2: Then, when carrying out construction work on the first construction pit, the connecting plates in the first support assembly are evenly laid on the inner wall of the first construction pit, and the connecting plates are evenly distributed. Then, relying on the first underground continuous wall and the second underground continuous wall, the second upper support frame is connected, and a gap is reserved between the two sets of first upper support frames for placing the splicing column.

[0028] Step 3: Then, place the reinforcement components in the connecting plate. At this time, the construction team assembles the reinforcement components on the horizontal level. Then, the reinforcement components are placed in the insertion slots set in the connecting plate by a crane. Then, the workers loosen the restriction of the connecting locking ring and make the mating block in the reinforcement component fit into the insertion slot in the connecting plate. Then, the mating block is connected to the connecting plate by bolts. The reinforcement components are constructed from bottom to top. Then, the second construction pit is excavated. When the excavation reaches one meter below, the supporting wall panel is constructed. At this time, the supporting wall panel supports the connecting components.

[0029] Step 4: Then continue excavation in the second construction pit, and place anchor bolts in the soil layer near the building and rock anchor bolts in the rock layer. At this time, during the continued downward excavation, place the first support frame. As the excavation depth of the second construction pit gradually increases, place the second support frame and the third support frame in sequence. In the final construction stage, install the first and second docking frames and connect the first and second docking frames with connecting blocks.

[0030] Step 5: Then, reinforce the first support frame. At this time, lay the positioning column at the bottom of the second construction pit, making the positioning column the center of the two sets of first support frames. Then, lay the second assembly bottom ring in sequence, connect the bottom ring to the second assembly bottom ring, and then assemble the first assembly bottom ring above the bottom ring. Then, install the splicing bottom column on the first assembly bottom ring, and assemble the assembly pipe for connection upward with the splicing bottom column as the base point. While assembling the assembly pipe upward, make the assembly pipe pass between the first and second docking frames, between the third support frame, the first support frame, the second support frame and the third support frame, and connect the assembly pipe. Then, the assembly pipe continues to move upward and connects with the second upper support frame, the limiting support frame and the first upper support frame, thus completing the reinforcement of the first and second construction pits.

[0031] In summary, this application includes at least one of the following beneficial technical effects:

[0032] 1. The second construction pit is located below the first construction pit. This layered pit design is suitable for terrains with large elevation differences or engineering requirements. The first and second continuous walls play an important role in separating different strata and preventing soil collapse. The first and second support components are designed for construction pits of different depths. With the support of the splicing columns, a multi-layered and highly integrated support structure can be formed. This structure can better resist the pressure from the soil and rocks, improve the stability of the entire pit during construction, and reduce construction risks.

[0033] 2. The connecting components and reinforcing components form a detachable structure through the insertion slots and mating blocks, which facilitates installation and disassembly during construction. During installation, the mating blocks of the reinforcing components are inserted into the insertion slots of the connecting components from above for connection. Then, the connecting ring and the first connecting post are locked together. An assembly gap is reserved between the locking ring and the first connecting post. When the mating blocks are connected to the insertion slots in the future, the bolts are tightened continuously to ensure that the mating blocks fit completely into the insertion slots. Moreover, the number of reinforcing components can be adjusted at any time according to different construction stages or different project requirements to adapt to different construction requirements.

[0034] 3. The anchor bolts are inserted into the soil layer at a 20° angle, which effectively transfers the force borne by the support grid to the depth of the soil layer, increasing the anchoring force of the entire support structure. This anchoring method is particularly important for soil layer support located below the building, as it can prevent the soil layer from shifting and deforming during construction, thus protecting the foundation of the building from being affected. Since the second construction pit is located below the building, the construction space and conditions are limited. This support structure design, which includes anchor bolts and support grid, can effectively support the building in a limited space. The inclined insertion method of the anchor bolts does not require a large construction space and can adapt well to this special construction environment. Attached Figure Description

[0035] Figure 1 This is a schematic diagram of the overall structure of an embodiment of this application;

[0036] Figure 2 This is a schematic diagram of the supporting wall panel structure according to an embodiment of this application;

[0037] Figure 3 This is a schematic diagram of the locking anchor bolt structure according to an embodiment of this application;

[0038] Figure 4 This is a schematic diagram of the first assembled bottom-contact ring structure according to an embodiment of this application;

[0039] Figure 5 This is a schematic diagram of the first support frame structure according to an embodiment of this application;

[0040] Figure 6 This is a schematic diagram of the first underground diaphragm wall structure according to an embodiment of this application;

[0041] Figure 7 This is an embodiment of the present application. Figure 6 Schematic diagram of the structure at point A;

[0042] Figure 8 This is a front view schematic diagram of the second support frame according to an embodiment of this application;

[0043] Figure 9This is a schematic diagram of the first connecting column structure according to an embodiment of this application;

[0044] Explanation of reference numerals in the attached drawings: 1. Elevation level; 2. Soil layer; 3. Rock layer; 4. Building; 5. First diaphragm wall; 501. Second diaphragm wall; 6. First construction pit; 7. Second construction pit; 8. Support grid; 9. First support component; 10. Second support component; 11. Support wall panel; 12. Corner guard bracket; 1201. Water diversion channel; 13. Anchor bolt; 14. Butt joint column; 1401. First assembled bottom contact ring; 1402. Inserted bottom ring; 1403. Second assembled bottom contact ring; 1404. Fixed... 1405. Base column; 1406. Assembly pipe; 15. First support frame; 16. Second support frame; 17. First docking frame; 18. Second docking frame; 1801. Connecting block; 19. Connecting assembly; 1901. Connecting plate; 1902. Insertion groove; 20. Reinforcing assembly; 2001. First connecting column; 2002. Locking connecting ring; 2003. Fixing pipe; 2004. Docking block; 21. Rock anchor; 22. First upper support frame; 23. Central support frame; 24. Second upper support frame. Detailed Implementation

[0045] The following is in conjunction with the appendix Figure 1 - Appendix Figure 9 This application will be described in further detail below.

[0046] Example 1: An asymmetric suspended wall with large elevation difference, internally supported and consolidated in rock, includes an elevation level 1, a first support component 9, and a second support component 10. A first construction pit 6 is located below the elevation level 1, and a second construction pit 7 is located below the first construction pit 6. A building 4, which cannot be moved before construction, is placed on one side of the first construction pit 6. All four sides of the first construction pit 6 are soil layers 2, and the side of the first pit away from the building 4 is a rock layer 3. A first diaphragm wall is installed between the elevation level 1 and the first construction pit 6, and a second diaphragm wall is installed above the rock layer 3. The first support component 9 is installed inside the first construction pit 6, and the second support component 10 is installed inside the second construction pit 7. A spacer for entry is provided between the first support component 9 and the second support component 10. The connecting columns 14 of the row support are positioned at an elevation level 1, which serves as an important reference plane for the entire structure. The first construction pit 6 is located below the elevation level 1, and its depth has a clear height difference relative to the elevation level 1. The second construction pit 7 is located below the first construction pit 6. This layered pit design adapts to terrains with large elevation differences or engineering requirements. The first and second continuous walls play an important role in separating different strata and preventing soil collapse. The first support component 9 and the second support component 10 are designed for construction pits of different depths. With the support of the connecting columns 14, a multi-layered and highly integrated support structure can be formed. This structure can better resist the pressure from the soil and rocks, improve the stability of the entire pit during construction, and reduce construction risks.

[0047] The first support component 9 includes a connecting component 19 and a reinforcing component 20. Reinforcing components 20 are provided on both sides of the connecting component 19. The connecting component 19 includes a connecting plate 1901 and a insertion slot 1902, with insertion slots 1902 provided on both sides of the connecting plate 1901. The reinforcing component 20 includes a first connecting post 2001, a locking connecting ring 2002, a fixing tube 2003, and a mating block 2004. A connection is provided between two sets of first connecting posts 2001. The connecting component 19 has a locking connecting ring 2002, and a fixing tube 2003 is provided on the side of the first connecting post 2001 away from the locking connecting ring 2002. A docking block 2004 is provided on the side of the fixing tube 2003 away from the first connecting ring. The connecting component 19 and the reinforcing component 20 are connected by a plug groove 1902 and a docking block 2004 to form a detachable structure. The shape and size of the plug grooves 1902 provided on both sides of the connecting plate 1901 are determined according to the docking requirements with the reinforcing component 20. The depth and width of the insertion groove 1902 provided in the connecting plate 1901 can stably accommodate the mating block 2004 of the reinforcing component 20, and the mating block 2004 will not easily detach when subjected to a certain external force. The connecting component 19 and the reinforcing component 20 form a detachable structure through the insertion groove 1902 and the mating block 2004, which facilitates installation and disassembly during construction. During installation, the mating block 2004 of the reinforcing component 20 is placed from above through the insertion groove 1902 of the connecting component 19, and then the assembly gap reserved between the locking ring 2002 and the first connecting post 2001 is reserved. When the mating block 2004 is connected to the insertion groove 1902 later, the mating block 2004 can be completely fitted into the insertion groove 1902 by the continuous tightening of the bolts. Moreover, the number of reinforcing components 20 can be adjusted at any time according to different construction stages or different project requirements to adapt to different construction requirements.

[0048] The second support component 10 includes a support grid 8 and a locking anchor 13. The locking anchor 13 is inserted into the soil layer 2 below the building 4 at a 20° angle along its horizontal end. The support grid 8 is located on the side of the locking anchor 13 away from the soil layer 2. The 20° angle of the locking anchor 13 into the soil layer 2 effectively transfers the force borne by the support grid 8 to the depth of the soil layer 2, increasing the anchoring force of the entire support structure. This anchoring method is particularly important for the support of the soil layer 2 below the building 4, as it can prevent the soil layer 2 from shifting and deforming during construction, thus protecting the foundation of the building 4 from being affected. Since the second construction pit 7 is located below the building 4, the construction space and conditions are limited. This support structure design, which includes the locking anchor 13 and the support grid 8, can effectively provide support in a limited space. The angled insertion of the locking anchor 13 does not require a large construction space, and the support grid 8 can be adjusted according to the specific construction shape and space, adapting well to this special construction environment.

[0049] The splicing column 14 includes a first assembled bottom contact ring 1401, a bottom insertion ring 1402, a second assembled bottom contact ring 1403, and a positioning column 1404. The bottom insertion ring 1402 is positioned below the first assembled bottom contact ring 1401, the second assembled bottom contact ring 1403 is positioned below the bottom insertion ring 1402, and the positioning column 1404 is positioned below the second assembled bottom contact ring 1403. The construction placement sequence is: positioning column 1404, second assembled bottom contact ring 1403, bottom insertion ring 1402, and first assembled bottom contact ring 1401. Then, the first support frame 15 is reinforced. At this time, the positioning column 1404 is laid at the bottom of the second construction pit 7, ensuring that the positioning column 1404 is positioned... At the center of the two sets of first support frames 15, the second assembly bottom ring 1403 is laid in sequence, and the insertion bottom ring 1402 is connected to the second assembly bottom ring 1403. Then, the first assembly bottom ring 1401 is assembled above the insertion bottom ring 1402. Then, the splicing bottom column 1405 is installed on the first assembly bottom ring 1401, and the assembly pipe 1406 for connection is assembled upward with the splicing bottom column 1405 as the base point. At this time, the bottom of the splicing column 14 is reinforced by adding the first assembly bottom ring 1401, the insertion bottom ring 1402, the second assembly bottom ring 1403 and the positioning column 1404 inside the second construction pit 7, so as to facilitate the subsequent assembly of the pipe.

[0050] The splicing column 14 also includes a splicing base column 1405 and an assembly pipe 1406. The assembly pipe 1406 is connected to the top of the splicing base column 1405 by a thread. The assembly pipes 1406 are arranged sequentially upwards, and the height of the assembly pipes 1406 is level with the first construction pit 6. Then, the splicing base column 1405 serves as the connection point for the assembly pipes 1406, and they are assembled sequentially upwards. As the assembly pipes 1406 are continuously assembled upwards, they are connected to the corresponding frame, thereby completing the reinforcement of the frame.

[0051] The piling length of the first diaphragm wall 5 is greater than that of the second diaphragm wall 501. Rock anchors 21 are placed at equal intervals on the outer surface of the rock layer 3, with each rock anchor 21 inclined at 20° from the horizontal plane. The number of rock anchors 21 is greater than the number of anchor bolts 13. This difference in piling length between the first and second diaphragm walls 5 and 501 allows them to be optimized according to their respective stress conditions. The longer piling length of the first diaphragm wall 5 can effectively resist larger lateral earth pressure or water pressure, ensuring the stability of the foundation pit in the area near the building 4. The shorter second diaphragm wall 501, while meeting its own area support requirements, uses the rock layer 3 as the final construction point, reducing the required piling length during construction. The rock anchors 21 are placed at equal intervals and inclined on the surface of the rock layer 3; their numerous and rational arrangement can fully... The surface-reinforced rock layer 3, with a 20° inclination angle, facilitates the transfer of stress from the rock layer 3 to the surrounding structure, preventing local spalling or overall sliding of the rock layer 3. Compared to the anchor bolts 13, a greater number of rock anchor bolts 21 provide stronger anchoring force, ensuring the stability of the rock layer 3 during construction and providing reliable support for the entire foundation pit support structure. Furthermore, the first diaphragm wall 5, the second diaphragm wall 501, the rock anchor bolts 21, and the anchor bolts 13 form a coordinated whole. At this point, the first diaphragm wall 5 and the second diaphragm wall 501 provide lateral support for the entire foundation pit, while the rock anchor bolts 21 reinforce the rock layer 3 and the anchor bolts 13 stabilize the soil layer 2. Through force transmission and mutual constraint, the stability and safety of the entire large-elevation asymmetric stilt wall internal support rock-consolidation structure are improved.

[0052] First support frames 15 are provided on both sides of the splicing column 14, and a second support frame 16 is provided below the first support frame 15. The separation length between the first support frame 15 and the second support frame 16 is one-third of the overall length of the second construction pit 7. A third support frame is provided below the second support frame 16, and the separation length between the second support frame 16 and the third support frame is one-fifth of the overall length of the second construction pit 7. A first docking frame 17 is provided below the third support frame, and a second docking frame 18 is provided below the first docking frame 17. A connecting block 1801 is provided between the first docking frame 17 and the second docking frame 18. Through this layered support structure of the first support frame 15, the second support frame 16, the third support frame, the first docking frame 17, and the second docking frame 18, the force can be gradually and evenly transmitted downwards to the bottom of the second construction pit 7, starting from the subsequently added splicing column 14. This force transmission path can avoid excessive local stress, thereby improving the stability of the entire support structure and reducing structural deformation or damage caused by uneven stress.

[0053] A first upper support frame 22 is provided above the first support frame 15, a central support frame 23 is provided above the first upper support frame 22, and a second upper support frame 24 is provided above the central support frame 23. The first upper support frame 22, the central support frame 23, and the second upper support frame 24 cooperate with the first support frame 15 and the second support frame 16 and other support structures to distribute and support the force applied to the first construction pit 6. While completing the reinforcement of the first construction pit 6, it also cooperates with the force transmission required for the subsequent construction process of the second construction pit 7.

[0054] A supporting wall panel 11 is installed between the first construction pit 6 and the second construction pit 7, and a corner bracket 12 is installed between the two sets of first support components 9. A water channel 1201 is reserved between the first support bracket and the support bracket. When the second construction pit 7 is excavated, the supporting wall panel 11 is reconstructed and reassembled at the bottom of the connecting component 19. This allows the connecting component 19 to transmit downward force while being supported by the supporting wall panel 11. Then, the corner bracket 12 is placed between the connecting components 19, which are at an angle on both sides of the inner wall of the first construction pit 6. At this time, the corner bracket 12 can support the force at the corner of the first construction pit 6. While supporting, the corner bracket 12 and the connecting component 19 form a water channel 1201 to facilitate the subsequent drainage of water in the pit.

[0055] On the other hand, the construction method for the rock-consolidated structure with internal support of asymmetric suspended wall with large elevation difference includes the following steps:

[0056] Step 1: First, when there is a building 4 that cannot be moved and there is a rock structure within the excavation area of ​​the foundation pit, the surface layer of the ground at elevation level 1 is leveled, and the area within the first construction foundation pit 6 is surveyed to confirm the location of building 4 and rock layer 3. Then, holes are drilled at the corresponding positions of the first underground continuous wall 5 and the second underground continuous wall 501. Since the location of building 4 is such that the drilling depth at the location of building 4 is greater than the drilling depth of the second underground continuous wall 501, cement is poured along the drilling position according to the drilling depth. After the construction of the first underground continuous wall 5 and the second underground continuous wall 501 is completed, the outer surface of the first construction foundation pit 6 is excavated.

[0057] Step 2: When carrying out construction work on the first construction pit 6, the connecting plates 1901 in the first support assembly 9 are evenly laid on the inner wall of the first construction pit 6, and the connecting plates 1901 are evenly distributed. Then, relying on the first underground continuous wall 5 and the second underground continuous wall 501, the second upper support frame 24 is connected, and a gap is reserved between the two sets of first upper support frames 22 for placing the butt splicing column 14.

[0058] Step 3: Then, place the reinforcing component 20 in the connecting plate 1901. At this time, the construction party assembles the reinforcing component 20 on the horizontal plane 1. Then, the reinforcing component 20 is placed in the insertion slot 1902 set in the connecting plate 1901 by a crane. Then, the workers loosen the restriction of the locking ring 2002 and make the mating block 2004 in the reinforcing component 20 fit into the insertion slot 1902 in the connecting plate 1901. Then, the mating block 2004 is connected to the connecting plate 1901 by bolts. The reinforcing component 20 is constructed from bottom to top. Then, the second construction pit 7 is excavated. When the excavation reaches one meter below, the supporting wall plate 11 is constructed. At this time, the supporting wall plate 11 supports the connecting component 19.

[0059] Step 4: Then continue excavation in the second construction pit 7, and place anchor bolts 13 in the soil layer 2 near the building 4, and place rock anchor bolts 21 in the rock layer 3. At this time, during the continued downward excavation, place the first support frame 15. As the excavation depth of the second construction pit 7 gradually increases, place the second support frame 16 and the third support frame in sequence. In the final construction stage, install the first docking frame 17 and the second docking frame 18, and connect the first docking frame 17 and the second docking frame 18 through the connecting block 1801.

[0060] Step 5: Then, reinforce the first support frame 15. At this time, lay the positioning column 1404 at the bottom of the second construction pit 7, ensuring that the positioning column 1404 is at the center of the two sets of first support frames 15. Then, lay the second assembly bottom ring 1403 in sequence, connect the bottom ring 1402 to the second assembly bottom ring 1403, then assemble the first assembly bottom ring 1401 above the bottom ring 1402, and then install the splicing bottom column 1405 on the first assembly bottom ring 1401, and use the splicing bottom column 1405 as the base point to... Assemble the assembly tube 1406 for connection, and then assemble the assembly tube 1406 upwards while passing it between the first docking frame 17 and the second docking frame 18, between the third support frame, the first support frame 15, the second support frame 16 and the third support frame, and connect the assembly tube 1406. Then the assembly tube 1406 continues to move upwards and connects with the second upper support guard 24, the limiting support guard and the first upper support guard 22, thus completing the reinforcement of the first construction pit 6 and the second construction pit 7.

[0061] The implementation principle of this application embodiment is as follows: First, when there is a building 4 that cannot be moved and there is a rock structure within the excavation range of the foundation pit, the surface layer of the elevation level 1 is leveled, and the area within the first construction foundation pit 6 is surveyed to confirm the location of the building 4 and the rock layer 3. Then, holes are drilled at the corresponding positions of the first underground continuous wall 5 and the second underground continuous wall 501. At this time, based on the location of the building 4, the drilling depth at the location of the building 4 should be greater than the drilling depth of the second underground continuous wall 501. Cement is poured along the drilling position according to the drilling depth. After the construction of the first underground continuous wall 5 and the second underground continuous wall 501 is completed, the outer surface of the first construction foundation pit 6 is excavated.

[0062] Then, when the construction work is carried out on the first construction pit 6, the connecting plate 1901 in the first support component 9 is evenly laid on the inner wall of the first construction pit 6, and the connecting plate 1901 is evenly distributed. Then, relying on the first underground continuous wall 5 and the second underground continuous wall 501, the second upper support frame 24 is connected, and a gap is reserved between the two sets of first upper support frames 22 for placing the butt splicing column 14.

[0063] Then, the reinforcing component 20 is placed in the connecting plate 1901. At this time, the construction party assembles the reinforcing component 20 on the horizontal plane 1. Then, the reinforcing component 20 is placed in the insertion slot 1902 set in the connecting plate 1901 by a crane. Then, the workers loosen the restriction of the locking ring 2002 and make the mating block 2004 in the reinforcing component 20 fit into the insertion slot 1902 in the connecting plate 1901. Then, the mating block 2004 is connected to the connecting plate 1901 by bolts. The reinforcing component 20 is constructed from bottom to top. Then, the second construction pit 7 is excavated. When the excavation reaches one meter below, the supporting wall plate 11 is constructed. At this time, the supporting wall plate 11 supports the connecting component 19.

[0064] Then, excavation continues in the second construction pit 7, and anchor bolts 13 are placed in the soil layer 2 near the building 4, and rock anchor bolts 21 are placed in the rock layer 3. At this time, during the continued downward excavation, the first support frame 15 is placed, and as the excavation depth of the second construction pit 7 gradually increases, the second support frame 16 and the third support frame are placed in sequence. In the final construction stage, the first docking frame 17 and the second docking frame 18 are installed, and the first docking frame 17 and the second docking frame 18 are connected by the connecting block 1801.

[0065] Then, the first support frame 15 is reinforced. At this time, the positioning column 1404 is laid at the bottom of the second construction pit 7, so that the positioning column 1404 is at the center of the two sets of first support frames 15. Then, the second assembly bottom ring 1403 is laid in sequence, and the bottom insertion ring 1402 is connected to the second assembly bottom ring 1403. Then, the first assembly bottom ring 1401 is assembled above the bottom insertion ring 1402. Then, the splicing bottom column 1405 is installed on the first assembly bottom ring 1401, and the assembly is carried out upward with the splicing bottom column 1405 as the base point. The assembly tube 1406 for connection is installed, and then the assembly tube 1406 is assembled upward, so that the assembly tube 1406 passes between the first docking frame 17 and the second docking frame 18, between the third support frame, the first support frame 15, the second support frame 16 and the third support frame, and the assembly tube 1406 is connected. Then the assembly tube 1406 continues to move upward and connects with the second upper support guard 24, the limiting support guard and the first upper support guard 22, thus completing the reinforcement of the first construction pit 6 and the second construction pit 7.

[0066] The embodiments described in this specific implementation are preferred embodiments of this application and are not intended to limit the scope of protection of this application. Identical components are represented by the same reference numerals. Therefore, all equivalent changes made to the structure, shape, and principle of this application should be covered within the scope of protection of this application.

Claims

1. A rock-supported consolidation structure for an asymmetric suspended wall with a large elevation difference, comprising an elevation horizontal plane (1) and a first support component (9) and a second support component (10), characterized in that: A first construction pit (6) is set below the elevation level (1), and a second construction pit (7) is set below the first construction pit (6). A building (4) that cannot be moved before construction is placed on one side of the first construction pit (6). The four sides of the first construction pit (6) are all soil layers (2). The side of the second construction pit (7) away from the building (4) is a rock layer (3). A first underground continuous wall (5) is set between the elevation level (1) and the first construction pit (6). A second underground continuous wall (501) is set above the rock layer (3). A first support component (9) is set inside the first construction pit (6). A second support component (10) is set inside the second construction pit (7). A butt joint column (14) for support is set between the first support component (9) and the second support component (10). The first support component (9) includes a connecting component (19) and a reinforcing component (20), and the connecting component (19) is provided with reinforcing components (20) on both sides. The connecting component (19) includes a connecting plate (1901) and a plug groove (1902), and the connecting plate (1901) is provided with plug grooves (1902) on both sides. The reinforcing component (20) includes a first connecting post (2001), a locking connecting ring (2002), a fixing tube (2003), and a docking block (2). 004), and a locking connecting ring (2002) is provided between the two sets of first connecting posts (2001), and a fixing tube (2003) is provided on the side of the first connecting post (2001) away from the locking connecting ring (2002), and a docking block (2004) is provided on the side of the fixing tube (2003) away from the first connecting post (2001), and the connecting component (19) and the reinforcing component (20) form a detachable structure through the insertion groove (1902) and the docking block (2004); The docking splicing column (14) includes a first assembled bottom contact ring (1401), a bottom insertion ring (1402), a second assembled bottom contact ring (1403), and a positioning column (1404). The bottom insertion ring (1402) is provided below the first assembled bottom contact ring (1401), the second assembled bottom contact ring (1403) is provided below the bottom insertion ring (1402), and the positioning column (1404) is provided below the second assembled bottom contact ring (1403). The construction placement sequence is positioning column (1404), second assembled bottom contact ring (1403), bottom insertion ring (1402), and first assembled bottom contact ring (1401). The splicing column (14) also includes a splicing bottom column (1405) and an assembly pipe (1406), and the assembly pipe (1406) is connected to the top of the splicing bottom column (1405) by a thread, and the assembly pipes (1406) are arranged upward in sequence, and the height of the assembly pipes (1406) is the same as that of the first construction pit (6). The two sides of the splicing column (14) are provided with a first support frame (15), and a second support frame (16) is provided below the first support frame (15). The separation length between the first support frame (15) and the second support frame (16) is one-third of the overall length of the second construction pit (7). A third support frame is provided below the second support frame (16). The separation length between the second support frame (16) and the third support frame is one-fifth of the overall length of the second construction pit (7). A first docking frame (17) is provided below the third support frame. A second docking frame (18) is provided below the first docking frame (17). A connecting block (1801) is provided between the first docking frame (17) and the second docking frame (18).

2. The rock-supported consolidation structure within an asymmetric suspended wall with a large elevation difference as described in claim 1, characterized in that: The second support assembly (10) includes a support grid (8) and a locking anchor (13), and the locking anchor (13) is inserted into the soil layer (2) below the building (4) of the second construction pit (7) at an angle of 20° along the horizontal end, and the support grid (8) is provided on the side of the locking anchor (13) away from the soil layer (2).

3. The rock-supported consolidation structure within the asymmetric suspended wall with large elevation difference as described in claim 2, characterized in that: The piling length of the first underground continuous wall (5) is greater than the piling length of the second underground continuous wall (501), and rock anchors (21) are placed at equal intervals on the outer surface of the rock layer (3), and the rock anchors (21) are inclined at 20° from the horizontal plane, and the number of rock anchors (21) is greater than the number of locking anchors (13).

4. The rock-supported consolidation structure within an asymmetric stilt wall with a large elevation difference as described in claim 3, characterized in that: A first upper support frame (22) is provided above the first support frame (15), a central support frame (23) is provided above the first upper support frame (22), and a second upper support frame (24) is provided above the central support frame (23).

5. The rock-supported consolidation structure within an asymmetric stilt wall with a large elevation difference as described in claim 4, characterized in that: A supporting wall panel (11) is provided between the first construction pit (6) and the second construction pit (7), and a corner bracket (12) is provided between the two sets of the first support components (9), and a water channel (1201) is reserved between the first support components (9) and the corner bracket (12).

6. A construction method for an asymmetric suspended wall with large elevation differences, internally supported and consolidated in rock, employing the internally supported and consolidated structure for an asymmetric suspended wall with large elevation differences as described in claim 5, characterized in that: The construction method includes the following steps: Step 1: First, when there is a building (4) that cannot be moved and there is a rock structure within the excavation area of ​​the foundation pit, the surface layer of the elevation level (1) is leveled, and the area of ​​the first construction foundation pit (6) is surveyed and the location of the building (4) and the rock layer (3) is confirmed. Then, holes are drilled at the corresponding positions of the first underground continuous wall (5) and the second underground continuous wall (501). At this time, according to the location of the building (4), the drilling depth at the location of the building (4) should be greater than the drilling depth of the second underground continuous wall (501). Cement is poured along the drilling position according to the drilling depth. After the construction of the first underground continuous wall (5) and the second underground continuous wall (501) is completed, the outer surface of the first construction foundation pit (6) is excavated. Step 2: When the first construction pit (6) is being constructed, the connecting plate (1901) in the first support assembly (9) is evenly laid on the inner wall of the first construction pit (6) and the connecting plate (1901) is evenly distributed. Then, relying on the first underground continuous wall (5) and the second underground continuous wall (501), the second upper support frame (24) is connected, and a gap is reserved between the two sets of first upper support frames (22) for placing the butt splicing column (14). Step 3: Then place the reinforcing component (20) in the connecting plate (1901). At this time, the construction party assembles the reinforcing component (20) on the elevation level (1). Then, the reinforcing component (20) is placed in the insertion slot (1902) set in the connecting plate (1901) by a crane. Then, the worker loosens the restriction of the connected locking ring (2002) and makes the mating block (2004) in the reinforcing component (20) fit with the insertion slot (1902) in the connecting plate (1901). Then, the mating block (2004) is connected to the connecting plate (1901) by bolts. The reinforcing component (20) is constructed from bottom to top. Then, the second construction pit (7) is excavated. When the excavation reaches one meter below, the supporting wall plate (11) is constructed. At this time, the supporting wall plate (11) supports the connecting component (19). Step 4: Then continue excavation in the second construction pit (7), and place anchor bolts (13) in the soil layer (2) near the building (4) and rock anchor bolts (21) in the rock layer (3). At this time, during the continued downward excavation, place the first support frame (15), and as the excavation depth of the second construction pit (7) gradually increases, place the second support frame (16) and the third support frame in sequence. In the final construction stage, install the first docking frame (17) and the second docking frame (18), and connect the first docking frame (17) and the second docking frame (18) through the connecting block (1801). Step 5: Then reinforce the first support frame (15). At this time, lay the positioning column (1404) at the bottom of the second construction pit (7) and make the positioning column (1404) the center of the two sets of first support frames (15). Then lay the second assembly bottom ring (1403) in sequence. Connect the bottom ring (1402) to the second assembly bottom ring (1403). Then assemble the first assembly bottom ring (1401) above the bottom ring (1402). Then install the splicing bottom column (1405) on the first assembly bottom ring (1401) and use the splicing bottom column (1405) as the base point. Assemble the assembly pipe (1406) for connection upwards, and while assembling the assembly pipe (1406) upwards, make the assembly pipe (1406) pass between the first docking frame (17) and the second docking frame (18), between the first support frame (15), the second support frame (16) and the third support frame, and connect the assembly pipe (1406). Then the assembly pipe (1406) continues to move upwards and connects with the second upper support guard (24), the central support guard (23) and the first upper support guard (22), thus completing the reinforcement of the first construction pit (6) and the second construction pit (7).

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