Large-height-difference asymmetric suspended wall inner support rock-entering consolidation structure and construction method

Abstract

The invention relates to a large-height-difference asymmetric suspended wall inner support rock-entering consolidation structure and a construction method, and relates to the technical field of large-height-difference foundation pit construction.The large-height-difference asymmetric suspended wall inner support rock-entering consolidation structure comprises an elevation horizontal plane, a first supporting assembly and a second supporting assembly; a second construction foundation pit is arranged below the first construction foundation pit, a building which cannot move before construction is placed on one side of the first construction foundation pit, soil layers are arranged on the four sides of the first construction foundation pit, and a rock layer is arranged on the side, away from the building, of the first construction foundation pit; according to the supporting structure, the first supporting assembly and the second supporting assembly are designed for construction foundation pits with different depths correspondingly, the supporting structure with multiple layers and high integrity can be formed under the supporting effect of the butt joint splicing columns, the structure can better resist pressure from soil and rocks, and the supporting effect is good. The stability of the whole foundation pit in the construction process is improved, and construction risks are reduced.

Description

Technical Field

[0001] The present application relates to the technical field of large height difference foundation pit construction, and in particular to a large height difference asymmetric stilt wall internal support rock consolidation structure and a construction method. Background Art

[0002] Foundation pit construction refers to the construction process of temporary pits excavated for underground foundation construction during the construction process. Foundation pit construction is an important part of the construction project, and its quality is directly related to the safety and stability of the entire building. Foundation pit construction is widely used in the foundation construction of high-rise buildings, underground projects, bridges, tunnels and other fields; In the prior art, the relevant technology of large height difference foundation pit construction can refer to the Chinese patent with publication number CN118461624A, which discloses a method for constructing a large height difference deep foundation pit near an existing building, including the steps of surveying and setting out, upper construction of the foundation top elevation, support pile construction, internal support construction, foundation pit excavation, internal support removal, foundation pit backfilling, diagonal brace construction, retaining wall construction and diagonal brace removal. The method for constructing a large height difference deep foundation pit near an existing building can improve the stability of the foundation pit retaining structure when the elevation of the foundation pit top is significantly different from the elevation of the bottom of the wall of the existing building and when a certain width of driving lane needs to be set between the edge of the foundation pit and the existing building, thereby improving the stability of the existing building structure and the safety during foundation pit excavation construction.

[0003] In the process of realizing the present application, the inventor discovered that the prior art has the following problems: First, when excavating a foundation pit with a large height difference and a building nearby, the most important thing is to consider the impact between the current foundation pit and the building. Therefore, when supporting the foundation pit, the support construction focus will be on the end in contact with the building. When there is a rock layer during the foundation pit construction process, the force exerted on the rock layer area during the foundation pit support will directly affect the overall stress level of the foundation pit. The foundation pit support close to the building is used as the construction basis, which wastes construction resources and increases the time during the construction process. Summary of the invention

[0004] The purpose of the present application is to provide a large height difference asymmetric stilt wall internal support into the rock consolidation structure and construction method.

[0005] The large height difference asymmetric stilt wall internal support rock consolidation structure and construction method provided in this application adopt the following technical solutions: An asymmetric stilt wall with a large height difference and internal support for rock consolidation structure comprises an elevation horizontal plane and a first support assembly and a second support assembly, a first construction pit is arranged below the elevation horizontal plane, a second construction pit is arranged below the first construction pit, a building that cannot be moved before construction is placed on one side of the first construction pit, the 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 arranged between the elevation horizontal plane and the first construction pit, a second continuous wall is arranged above the rock layer, a first support assembly is arranged inside the first construction pit, a second support assembly is arranged inside the second construction pit, and a butt-jointed column for support is arranged between the first support assembly and the second support assembly.

[0006] By adopting the above technical solution, the elevation plane is an important reference plane for the entire structure. The first construction pit is located below the elevation plane, and its depth has a clear height difference relative to the elevation plane. The second construction pit is below the first construction pit. This layered pit design adapts to the terrain or engineering requirements with large height differences. The first continuous wall and the second continuous wall play an important role in separating different strata and preventing soil collapse. The first support assembly and the second support assembly are designed for construction pits of different depths respectively. Coupled with the supporting effect of the docking and splicing columns, a multi-level, 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.

[0007] Optionally, the first supporting assembly includes a connecting assembly and a reinforcing assembly, and reinforcing assemblies are provided on both sides of the connecting assembly, and the connecting assembly includes a connecting plate and a plug-in slot, and plug-in slots are provided on both sides of the connecting plate, and the reinforcing assembly includes a first connecting column, a locking connecting ring, a fixing tube and a docking block, and a locking connecting ring is provided between two groups of the first connecting columns, and a fixing tube is provided on the side of the first connecting column 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, and a detachable structure is formed between the connecting assembly and the reinforcing assembly through the plug-in slot and the docking block.

[0008] By adopting the above technical scheme, the shape and size of the plug-in grooves set on both sides of the connecting plate are determined according to the docking requirements with the reinforcement component. The depth and width of the plug-in grooves set by the connecting plate can stably accommodate the docking blocks of the reinforcement component. The connecting component and the reinforcement component form a detachable structure through the plug-in grooves and the docking blocks, which is convenient for installation and disassembly during the construction process. During installation, the docking block of the reinforcement component is placed from above into the plug-in groove of the connecting component for connection, and then an assembly gap is reserved between the locking connecting ring and the first connecting column, which is used for the subsequent connection of the docking block with the plug-in groove. Through continuous tightening of the bolts, the docking block can be completely fitted with the plug-in groove, and the number of reinforcement components can be adjusted at any time according to different construction stages or according to different engineering needs to adapt to different construction requirements.

[0009] Optionally, the second support assembly includes a support grid and a locking anchor rod, and the locking anchor rod is inserted into the soil layer of the second construction pit below the building at an angle of 20° along the horizontal end, and a support grid is provided on the side of the locking anchor rod away from the soil layer.

[0010] By adopting the above technical solution, the locking anchor rods are inserted into the soil layer at a 20° inclination, which can effectively transfer the force borne by the support grid to the deep soil layer, thereby increasing the anchoring force of the entire support structure. This anchoring method is particularly important for supporting the soil layer under the building, because it can prevent the displacement and deformation of the soil layer during construction, thereby protecting the foundation of the building from being affected. Since the second construction pit is located under the building, the construction space and construction conditions are limited. This support structure design including the locking anchor rods and the support grid can effectively provide support in a limited space. The inclined insertion method of the locking anchor rods does not require an excessively large construction space, and the support grid can be adjusted according to the specific construction shape and space, which is well adapted to this special construction environment.

[0011] Optionally, the butt-jointed column includes a first assembly bottoming ring, an inserted bottoming ring, a second assembly bottoming ring and a positioning column, and an inserted bottoming ring is arranged below the first assembly bottoming ring, and a second assembly bottoming ring is arranged below the inserted bottom ring, and a positioning column is arranged below the second assembly bottoming ring, and the construction placement order is the positioning column, the second assembly bottoming ring, the inserted bottoming ring and the first assembly bottoming ring.

[0012] By adopting the above technical scheme, the first support frame is then reinforced. At this time, the positioning column is laid at the bottom of the second construction pit, and the positioning column is located at the center of the two groups of first support frames. Then, the second assembly bottoming ring is laid in sequence, and the plug-in bottom ring is connected to the second assembly bottoming ring. Then, the first assembly bottoming ring is assembled above the plug-in bottom ring. Then, the spliced ​​bottom column is installed on the first assembly bottoming ring, and the assembly pipe for connection is assembled upward with the spliced ​​bottom column as the base point. At this time, the butt-jointed splicing column is reinforced by adding the first assembly bottoming ring, the plug-in bottom ring, the second assembly bottoming ring and the positioning column inside the second construction pit to facilitate the subsequent assembly of the pipeline.

[0013] Optionally, the butt-jointed column further includes a butt-joined bottom column and an assembly pipe, and the top of the butt-joined bottom column is threadedly connected with an assembly pipe, and the assembly pipes are arranged upward in sequence, and the height of the assembly pipes is flush with the first construction foundation pit.

[0014] By adopting the above technical solution, the assembled bottom columns are used as the connection points of the assembly tubes, and the assembly is performed upward in sequence. While the assembly tubes are continuously assembled upward, the assembly tubes are connected to the corresponding frames, thereby completing the reinforcement of the frames.

[0015] Optionally, the piling length of the first underground continuous wall is greater than the piling length of the second underground continuous wall, and rock anchors are equidistantly placed on the outer surface of the rock layer, and the rock anchors are inclined 20° from the horizontal plane, and the number of rock anchors is greater than the number of locking foot anchors.

[0016] By adopting the above technical solution, the difference in the length of the piles of the first underground continuous wall and the second underground continuous wall is designed so that they can be optimized according to their respective stress conditions. The longer pile length of the first underground continuous wall can effectively resist the larger lateral soil pressure or water pressure, ensuring the stability of the foundation pit near the building area, while the shorter second underground continuous wall takes the rock layer as the last end of the construction while meeting the support needs of its own area, reducing the length of the piles required during its construction. The rock anchors are equidistantly placed on the surface of the rock layer. A large number and reasonable arrangement can fully reinforce the rock layer. At this time, the 20° inclination angle is conducive to transferring the stress of the rock layer to the surrounding In the structure, local spalling or overall sliding of the rock layer is prevented, and then compared with the locking anchor rods, a larger number of rock anchor rods can provide stronger anchoring force to ensure that the rock layer remains stable during the construction process, thereby providing reliable support for the entire foundation pit support structure, and the first underground continuous wall, the second underground continuous wall, the rock anchor rods and the locking anchor rods and other supporting structures form a coordinated whole. At this time, the first underground continuous wall and the second underground continuous wall provide lateral support for the entire foundation pit, while the rock anchor rods reinforce the rock layer, and the locking anchor rods stabilize the soil layer. Through the transmission of force and mutual constraint, the stability and safety of the entire large height difference asymmetric stilt wall support into the rock consolidation structure are improved.

[0017] Optionally, a first support frame is provided on both sides of the butt-jointed column, and a second support frame is provided below the first support frame, and a separation length between the first support frame and the second support frame is one-third of the overall length of the second construction pit, and a third support frame is provided below the second support frame, and a separation length between the second support frame and the third support frame is one-fifth of the overall length of the second construction pit, and a first docking frame is provided below the third support frame, and a second docking frame is provided below the first docking frame, and a connecting block is provided between the first docking frame and the second docking frame.

[0018] By adopting the above technical solution, through the support structure arranged in layers such as 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 installed docking and splicing columns. This force transmission path can avoid excessive local force, so as to improve the stability of the entire support structure and reduce structural deformation or damage caused by uneven force.

[0019] Optionally, a first upper supporting and guarding frame is arranged above the first supporting frame, a central supporting and guarding frame is arranged above the first upper supporting and guarding frame, and a second upper supporting and guarding frame is arranged above the central supporting and guarding frame.

[0020] By adopting the above technical solution, the first upper supporting frame, the central supporting frame and the second upper supporting frame cooperate with the first supporting frame and the second supporting frame and other supporting structures to distribute and support the force applied to the first construction pit, thereby completing the reinforcement of the first construction pit and cooperating with the transmission of force required for the subsequent construction process of the second construction pit.

[0021] Optionally, a supporting wall panel is provided between the first construction pit and the second construction pit, and a corner guard bracket is provided between the two groups of first supporting components, and a water diversion trough is reserved between the first supporting bracket and the guard bracket.

[0022] By adopting the above technical solution, when the supporting wall panels are excavated in the second construction pit, the supporting wall panels are reconstructed and assembled at the bottom of the connecting components, so that the connecting components themselves can support the connecting components through the supporting wall panels while transmitting force downward, and then corner guards 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 guards can be used to support the forces exerted on the corners of the first construction pit between the connecting components, and at the same time, the corner guards and the connecting components form a water diversion trough to facilitate the subsequent discharge of water from the pit.

[0023] A construction method for a large height difference asymmetric stilt wall internal support rock consolidation structure, the construction method comprising the following steps: Optionally, step one: first, when there are buildings that cannot be moved and there are rock structures within the excavation range of the foundation pit, the surface layer of the elevation level is leveled, and the demarcation range of the first construction foundation pit is surveyed and mapped, and the locations of the buildings and the rock layers are confirmed, and then the corresponding positions of the first underground continuous wall and the second underground continuous wall are drilled. At this time, according to the location of the building, the drilling depth for the location of the building is greater than the drilling depth of the second underground continuous wall. At this time, cement is poured along the drilling position according to the drilling depth. After the construction of the first underground continuous wall and the second underground continuous wall is completed, the outer surface of the first construction foundation pit is excavated; Step 2: When the first construction pit is under construction, the connection plates in the first support assembly are evenly laid on the inner wall of the first construction pit, and the connection plates are evenly distributed. Then, the second upper support frame is connected relying on the first underground continuous wall and the second underground continuous wall, and a gap for placing the butt joint column is reserved between the two groups of the first upper support frames; Step 3: Then place the reinforcement component in the connecting plate. At this time, the construction party assembles the reinforcement component on the elevation horizontal plane, and then uses a crane to place the reinforcement component in the plug-in slot set in the connecting plate. Then the worker loosens the restriction of the connected locking connection ring, and makes the docking block in the reinforcement component fit with the plug-in slot in the connecting plate, and then connects the docking block and the connecting plate with bolts, and constructs the reinforcement component from bottom to top, and then excavates the second construction foundation pit, and when the excavation is one meter below, the support wall panel is constructed, and the connection component is supported by the support wall panel at this time; Step 4: Then continue to excavate in the second construction pit, and place locking anchors in the soil layer close to the building, and place rock anchors in the rock layer. At this time, while continuing to excavate downward, place the first support frame, and as the excavation depth of the second construction pit gradually increases, place the second support frame and the third support frame in sequence, and in the final construction stage, install the first docking frame and the second docking frame, and connect the first docking frame and the second docking frame through a connecting block; Step five: Then reinforce the first support frame. At this time, lay the positioning column at the bottom of the second construction foundation pit, and make the positioning column at the center of the two groups of first support frames. Then lay the second assembly bottoming ring in sequence, connect the plug-in bottom ring to the second assembly bottoming ring, and then assemble the first assembly bottoming ring above the plug-in bottom ring. Then install the spliced ​​bottom column on the first assembly bottoming ring, and assemble the assembly pipe for connection upward with the spliced ​​bottom column as the base point. Then, while assembling the assembly pipe upward, make the assembly pipe pass through the middle of the first docking frame and the second docking frame, 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 is connected to the second upper support guard frame, the limiting support guard frame and the first upper support guard frame. The reinforcement of the first construction foundation pit and the second construction foundation pit has been completed.

[0024] In summary, the present application includes at least one of the following beneficial technical effects: 1. The second construction pit is below the first construction pit. This layered pit design adapts to the terrain with large height difference or engineering requirements. The first continuous wall and the second continuous wall play an important role in separating different strata and preventing soil collapse. The first support assembly and the second support assembly are designed for construction pits of different depths respectively. Coupled with the support of the butt joint column, a multi-level and 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; 2. The connection component and the reinforcement component form a detachable structure through the plug-in slot and the docking block, which is convenient for installation and disassembly during the construction process. During installation, the docking block of the reinforcement component is placed into the plug-in slot of the connection component from above for connection, and then an assembly gap is reserved between the locking connection ring and the first connection column, so that when the docking block is subsequently connected to the plug-in slot, the bolts are continuously tightened to make the docking block completely fit with the plug-in slot. In addition, the number of reinforcement components can be adjusted at any time according to different construction stages or different engineering requirements to meet different construction requirements; 3. The locking anchor rod is inserted into the soil layer at a 20° inclination, which can effectively transfer the force borne by the support grid to the deep soil layer, increasing the anchoring force of the entire support structure. This anchoring method is particularly important for the soil layer support located under the building, because it can prevent the displacement and deformation of the soil layer during the construction process, thereby protecting the foundation of the building from being affected. Since the second construction pit is located under the building, the construction space and construction conditions are limited. This support structure design including the locking anchor rod and the support grid can effectively provide support in a limited space. The inclined insertion method of the locking anchor rod does not require too much construction space and can adapt well to this special construction environment. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 It is a schematic diagram of the overall structure of an embodiment of the present application; Figure 2 is a schematic diagram of the supporting wall panel structure of an embodiment of the present application; Figure 3 is a schematic diagram of the locking foot anchor structure of an embodiment of the present application; Figure 4 This is a schematic diagram of the first assembled bottoming ring structure of an embodiment of the present application; Figure 5 is a schematic diagram of the first support frame structure of an embodiment of the present application; Figure 6 is a schematic diagram of the first underground continuous wall structure of an embodiment of the present application; Figure 7 This is an embodiment of the present application Figure 6 The structural diagram at A in the middle; Figure 8 is a schematic diagram of the front view structure of the second support frame of the embodiment of the present application; Fig. 9 is a schematic diagram of the structure of the first connecting column in an embodiment of the present application; Explanation of the reference numerals: 1. elevation level; 2. soil layer; 3. rock layer; 4. building; 5. first underground continuous wall; 501. second underground continuous wall; 6. first construction pit; 7. second construction pit; 8. support grid; 9. first support assembly; 10. second support assembly; 11. support wall panel; 12. corner guard bracket; 1201. water diversion channel; 13. locking foot anchor rod; 14. butt joint column; 1401. first assembly bottoming ring; 1402. bottoming ring; 1403. second assembly bottoming ring; 1404. fixed Position column; 1405, joint bottom column; 1406, assembly pipe; 15, first support frame; 16, second support frame; 17, first docking frame; 18, second docking frame; 1801, connection block; 19, connection assembly; 1901, connection plate; 1902, plug-in slot; 20, reinforcement assembly; 2001, first connection column; 2002, locking connection ring; 2003, fixing pipe; 2004, docking block; 21, rock anchor; 22, first upper support frame; 23, center support frame; 24, second upper support frame. DETAILED DESCRIPTION

[0026] The following is combined with Figure 1 - Attachment Fig. 9 , further details of this application are given.

[0027] Embodiment 1: A large height difference asymmetric stilt wall internal support rock consolidation structure, including an elevation level 1 and a first support assembly 9 and a second support assembly 10, a first construction foundation pit 6 is arranged below the elevation level 1, and a second construction foundation pit 7 is arranged below the first construction foundation pit 6, and a building 4 that cannot be moved before construction is placed on one side of the first construction foundation pit 6, and the four sides of the first construction foundation pit 6 are all soil layers 2, and the side of the first foundation pit away from the building 4 is a rock layer 3, and a first continuous wall is arranged between the elevation level 1 and the first construction foundation pit 6, and a second continuous wall is arranged above the rock layer 3, and a first support assembly 9 is arranged inside the first construction foundation pit 6, and a second support assembly 10 is arranged inside the second construction foundation pit 7, and a support for entering is arranged between the first support assembly 9 and the second support assembly 10. The butt-jointed columns 14 are used for support, and the elevation plane 1 is an important reference surface for the entire structure. The first construction pit 6 is located below the elevation plane 1, and its depth has a clear height difference relative to the elevation plane 1. The second construction pit 7 is below the first construction pit 6. This layered pit design adapts to the terrain or engineering requirements with large height differences. The first continuous wall and the second continuous wall play an important role in separating different strata and preventing soil collapse. The first support assembly 9 and the second support assembly 10 are designed for construction pits of different depths respectively. Coupled with the supporting effect of the butt-jointed columns 14, a multi-level, 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.

[0028] The first support assembly 9 comprises a connection assembly 19 and a reinforcement assembly 20, and the reinforcement assembly 20 is arranged on both sides of the connection assembly 19, and the connection assembly 19 comprises a connection plate 1901 and a plug-in slot 1902, and the plug-in slot 1902 is arranged on both sides of the connection plate 1901, and the reinforcement assembly 20 comprises a first connection column 2001, a locking connection ring 2002, a fixing pipe 2003 and a docking block 2004, and a connection plate 2004 is arranged between the two sets of first connection columns 2001. There is a locking connection ring 2002, and a fixing pipe 2003 is provided on the side of the first connection column 2001 away from the locking connection ring 2002, and a docking block 2004 is provided on the side of the fixing pipe 2003 away from the first connection ring, and a detachable structure is formed between the connection component 19 and the reinforcement component 20 through the plug-in groove 1902 and the docking block 2004, and the plug-in grooves 1902 provided on both sides of the connection plate 1901 are determined in shape and size according to the docking requirements with the reinforcement component 20, The depth and width of the plug-in slot 1902 set in the connecting plate 1901 can stably accommodate the docking block 2004 of the reinforcement component 20, and the docking block 2004 will not be easily detached when subjected to a certain external force. The plug-in slot 1902 and the docking block 2004 form a detachable structure between the connecting component 19 and the reinforcement component 20, which is convenient for installation and disassembly during the construction process. During installation, the docking block 2004 of the reinforcement component 20 is placed from above through the plug-in slot 1902 of the connecting component 19, and then an assembly gap is reserved between the locking connecting ring 2002 and the first connecting column 2001, which is used for the subsequent connection of the docking block 2004 with the plug-in slot 1902. When the docking block 2004 is connected to the plug-in slot 1902, the bolts are continuously tightened to make the docking block 2004 completely fit with the plug-in slot 1902, and the number of reinforcement components 20 can be adjusted at any time according to different construction stages or according to different engineering needs to adapt to different construction requirements.

[0029] The second support assembly 10 includes a support grid 8 and a locking anchor rod 13, and the locking anchor rod 13 is inserted into the second construction foundation pit 7 at an angle of 20° along the horizontal end into the soil layer 2 below the building 4, and a support grid 8 is provided on the side of the locking anchor rod 13 away from the soil layer 2. The locking anchor rod 13 is inserted into the soil layer 2 at an angle of 20°, which can effectively transfer the force borne by the support grid 8 to the deep soil layer 2, thereby increasing the anchoring force of the entire support structure. This anchoring method is particularly important for supporting the soil layer 2 below the building 4, because it can prevent the displacement and deformation of the soil layer 2 during construction, thereby protecting the foundation of the building 4 from being affected. Since the second construction foundation pit 7 is located below the building 4, the construction space and construction conditions are limited. This support structure design including the locking anchor rod 13 and the support grid 8 can effectively provide support in a limited space. The inclined insertion method of the locking anchor rod 13 does not require an excessively large construction space, and the support grid 8 can be adjusted according to the specific construction shape and space, and is well adapted to this special construction environment.

[0030] The butt joint column 14 includes a first assembly bottoming ring 1401, an insert bottoming ring 1402, a second assembly bottoming ring 1403 and a positioning column 1404, and the insert bottoming ring 1402 is arranged below the first assembly bottoming ring 1401, and the second assembly bottoming ring 1403 is arranged below the insert bottoming ring 1402, and the positioning column 1404 is arranged below the second assembly bottoming ring 1403, and the construction placement order is the positioning column 1404, the second assembly bottoming ring 1403, the insert bottom ring 1402 and the first assembly bottoming ring 1401, and then the first support frame 15 is reinforced, and at this time, the positioning column 1404 is laid at the bottom of the second construction foundation pit 7, and the positioning column 1404 is in At the center of the two groups of first support frames 15, the second assembly bottoming ring 1403 is laid in turn, the plug-in bottom ring 1402 is connected to the second assembly bottoming ring 1403, and then the first assembly bottoming ring 1401 is assembled above the plug-in bottom ring 1402, and then the splicing bottom column 1405 is installed on the first assembly bottoming 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 docking splicing column 14 is reinforced by adding the first assembly bottoming ring 1401, the plug-in bottom ring 1402, the second assembly bottoming ring 1403 and the positioning column 1404 inside the second construction foundation pit 7 to facilitate the subsequent assembly of the pipeline.

[0031] The docking column 14 also includes a splicing base column 1405 and an assembly pipe 1406, and the assembly pipe 1406 is threadedly connected to the top of the splicing base column 1405, and the assembly pipe 1406 is arranged upward in sequence, and the height of the assembly pipe 1406 is flush with the first construction foundation pit 6, and then the splicing base column 1405 is used as the connection point of the assembly pipe 1406, and assembled upward in sequence, while the assembly pipe 1406 is continuously assembled upward, the assembly pipe 1406 is connected to the corresponding frame, thereby completing the reinforcement of the frame.

[0032] The piling length of the first underground continuous wall 5 is greater than that of the second underground continuous wall 501, and rock anchors 21 are equidistantly placed on the outer surface of the rock layer 3, and the rock anchors 21 are inclined 20° from the horizontal plane, and the number of rock anchors 21 is greater than the number of locking anchors 13. The different design of the piling lengths of the first underground continuous wall 5 and the second underground continuous wall 501 enables them to be optimized according to their respective stress conditions. The longer piling length of the first underground continuous wall 5 can effectively resist the larger lateral earth pressure or water pressure, ensuring the stability of the foundation pit near the building 4 area, while the shorter second underground continuous wall 501, while meeting the support needs of its own area, takes the rock layer 3 as the last end of the construction, reducing the length of the piling required during its construction. The rock anchors 21 are equidistantly and obliquely placed on the surface of the rock layer 3. The large number and reasonable arrangement can fully The rock layer 3 is reinforced on the ground. At this time, the inclination angle of 20° is conducive to transferring the stress of the rock layer 3 to the surrounding structure to prevent local peeling or overall sliding of the rock layer 3. Then, compared with the locking anchor rods 13, a larger number of rock anchor rods 21 can provide stronger anchoring force to ensure that the rock layer 3 remains stable during the construction process, thereby providing reliable support for the entire foundation pit support structure, and the first underground continuous wall 5, the second underground continuous wall 501, the rock anchor rods 21 and the locking anchor rods 13 and other supporting structures form a coordinated whole. At this time, the first underground continuous wall 5 and the second underground continuous wall 501 provide lateral support for the entire foundation pit, while the rock anchor rods 21 reinforce the rock layer 3, and the locking anchor rods 13 stabilize the soil layer 2. Through the transmission of force and mutual constraint, the stability and safety of the entire large height difference asymmetric stilt wall support into the rock consolidation structure are improved.

[0033] A first support frame 15 is provided on both sides of the docking splicing column 14, and a second support frame 16 is provided below the first support frame 15, and 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 foundation pit 7, and 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 foundation pit 7, and 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, and a connecting block 1801 is provided between the first docking frame 17 and the second docking frame 18. Through the 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 downward to the bottom of the second construction foundation pit 7 starting from the subsequently installed docking splicing column 14. This force transmission path can avoid excessive local force, so as to improve the stability of the entire support structure and reduce structural deformation or damage caused by uneven force.

[0034] A first upper support frame 22 is arranged above the first support frame 15, a central support frame 23 is arranged above the first upper support frame 22, and a second upper support frame 24 is arranged 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 supporting structures to distribute and support the force applied to the first construction pit 6, so as to complete the reinforcement of the first construction pit 6 and cooperate with the subsequent construction process of the second construction pit 7 to carry out force transmission.

[0035] A supporting wall panel 11 is arranged between the first construction pit 6 and the second construction pit 7, and a corner guard bracket 12 is arranged between the two groups of first supporting components 9, and a water diversion trough 1201 is reserved between the first supporting bracket and the supporting bracket. Then, when the supporting wall panel 11 is excavated in the second construction pit 7, the supporting wall panel 11 is reconstructed and assembled at the bottom of the connecting component 19, so that the connecting component 19 itself can support the connecting component 19 through the supporting wall panel 11 while transmitting force downward, and then the corner guard bracket 12 is placed between the connecting components 19 at an angle on both sides of the inner wall of the first construction pit 6. At this time, the corner guard bracket 12 can be used between the connecting components 19 to support the force exerted on the corners of the first construction pit 6, and at the same time, the corner guard bracket 12 and the connecting component 19 form a water diversion trough 1201 to facilitate the subsequent discharge of water in the pit.

[0036] On the other hand, the construction method of the large height difference asymmetric stilt wall internal support rock consolidation structure 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 range of the foundation pit, the surface layer of the elevation level 1 is leveled, and the demarcation range of the first construction foundation pit 6 is mapped, and the location of the building 4 and the rock layer 3 is confirmed, and then the corresponding positions of the first underground continuous wall 5 and the second underground continuous wall 501 are drilled. At this time, according to the location of the building 4, the drilling depth at the location of the building 4 is greater than the drilling depth of the second underground continuous wall 501. At this time, 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 under construction, 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, the second upper support frame 24 is connected by relying on the first underground continuous wall 5 and the second underground continuous wall 501, and a gap for placing the docking splicing column 14 is reserved between the two groups of first upper support frames 22; Step 3: Then place the reinforcement component 20 in the connecting plate 1901. At this time, the construction party assembles the reinforcement component 20 on the elevation horizontal plane 1, and then uses a crane to place the reinforcement component 20 in the plug-in slot 1902 set in the connecting plate 1901. Then, the worker loosens the restriction of the connected locking connection ring 2002, and makes the docking block 2004 in the reinforcement component 20 fit with the plug-in slot 1902 in the connecting plate 1901, and then connects the docking block 2004 with the connecting plate 1901 by bolts, and constructs the reinforcement component 20 from bottom to top, and then excavates the second construction foundation pit 7. When the excavation below reaches one meter, the support wall panel 11 is constructed, and the connection component 19 is supported by the support wall panel 11 at this time; Step 4: Then continue to excavate in the second construction pit 7, and place the locking anchor rod 13 in the soil layer 2 close to the building 4, and place the rock anchor rod 21 in the rock layer 3. At this time, while continuing to excavate downward, 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, and 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, the positioning column 1404 is laid at the bottom of the second construction foundation pit 7, and the positioning column 1404 is located at the center of the two groups of first support frames 15. Then, the second assembly bottoming ring 1403 is laid in sequence, and the plug-in bottom ring 1402 is connected to the second assembly bottoming ring 1403. Then, the first assembly bottoming ring 1401 is assembled above the plug-in bottom ring 1402, and then the counter-joined bottom column 1405 is installed on the first assembly bottoming ring 1401, and the counter-joined bottom column 1405 is used as the base point to The assembly tube 1406 for connection is assembled on the upper body, and then while the assembly tube 1406 is assembled upward, the assembly tube 1406 is passed through the middle of the first docking frame 17 and the second docking frame 18, and 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 is connected to the second upper support guard frame 24, the limiting support guard frame and the first upper support guard frame 22, thereby completing the reinforcement of the first construction pit 6 and the second construction pit 7.

[0037] The implementation principle of the embodiment of the present application 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 demarcation range of the first construction foundation pit 6 is surveyed and mapped, and the location of the building 4 and the rock layer 3 is confirmed, and then the corresponding positions of the first underground continuous wall 5 and the second underground continuous wall 501 are drilled. At this time, according to the location of the building 4, the drilling depth at the location of the building 4 is greater than the drilling depth of the second underground continuous wall 501. At this time, 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; Then, when the first construction pit 6 is under construction, 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 for placing the butt joint column 14 is reserved between the two groups of first upper support frames 22; Then, the reinforcement component 20 is placed in the connecting plate 1901. At this time, the construction party assembles the reinforcement component 20 on the elevation horizontal plane 1, and then uses a crane to place the reinforcement component 20 in the plug-in slot 1902 set in the connecting plate 1901. Then, the worker loosens the restriction of the connected locking connection ring 2002, and makes the docking block 2004 in the reinforcement component 20 fit with the plug-in slot 1902 in the connecting plate 1901, and then connects the docking block 2004 with the connecting plate 1901 by bolts, and constructs the reinforcement component 20 from bottom to top, and then excavates the second construction foundation pit 7. When the excavation below reaches one meter, the support wall panel 11 is constructed, and the connection component 19 is supported by the support wall panel 11 at this time; Then, excavation is continued in the second construction pit 7, and the locking anchor rod 13 is placed in the soil layer 2 close to the building 4, and the rock anchor rod 21 is placed in the rock layer 3. At this time, in the process of continuing to excavate downward, 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, and 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; Then, the first support frame 15 is reinforced. At this time, the positioning column 1404 is laid at the bottom of the second construction foundation pit 7, and the positioning column 1404 is located at the center of the two groups of first support frames 15. Then, the second assembly bottoming ring 1403 is laid in sequence, and the plug-in bottom ring 1402 is connected to the second assembly bottoming ring 1403. Then, the first assembly bottoming ring 1401 is assembled above the plug-in bottom ring 1402, and then the counter-joined bottom column 1405 is installed on the first assembly bottoming ring 1401, and the counter-joined bottom column 1405 is used as the base point to assemble upward. Install the assembly tube 1406 for connection, and then assemble the assembly tube 1406 upward, and make the assembly tube 1406 pass through the middle of the first docking frame 17 and the second docking frame 18, and 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 upward and is connected to the second upper support guard frame 24, the limiting support guard frame and the first upper support guard frame 22, thereby completing the reinforcement of the first construction pit 6 and the second construction pit 7.

[0038] The embodiments of this specific implementation are all preferred embodiments of the present application, and are not intended to limit the protection scope of the present application. The same components are represented by the same figure marks. Therefore, any equivalent changes made based on the structure, shape, and principle of the present application should be included in the protection scope of the present application.

Claims

1. A large height difference asymmetric stilt wall internal support rock consolidation structure, comprising an elevation level (1) and a first support component (9) and a second support component (10), characterized in that: A first construction pit (6) is arranged below the elevation horizontal plane (1), and a second construction pit (7) is arranged below the first construction pit (6), and a building (4) that cannot be moved before construction is placed on one side of the first construction pit (6), and the four sides of the first construction pit (6) are all soil layers (2), and the side of the first construction pit (6) away from the building (4) is a rock layer (3), and a first underground continuous wall (5) is arranged between the elevation horizontal plane (1) and the first construction pit (6), and a second underground continuous wall (501) is arranged above the rock layer (3), and a first support assembly (9) is arranged inside the first construction pit (6), and a second support assembly (10) is arranged inside the second construction pit (7), and a butt joint column (14) for support is arranged between the first support assembly (9) and the second support assembly (10).

2. The large height difference asymmetric stilt wall internal support rock consolidation structure according to claim 1 is characterized by: The first support assembly (9) comprises a connection assembly (19) and a reinforcement assembly (20), and the reinforcement assembly (20) is provided on both sides of the connection assembly (19), and the connection assembly (19) comprises a connection plate (1901) and a plug-in slot (1902), and the plug-in slot (1902) is provided on both sides of the connection plate (1901), and the reinforcement assembly (20) comprises a first connection column (2001), a locking connection ring (2002), a fixing pipe (2003) and a pair of A connecting block (2004) is provided, and a locking connecting ring (2002) is provided between the two groups of the first connecting columns (2001), and a fixing tube (2003) is provided on the side of the first connecting column (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 ring, and a detachable structure is formed between the connecting component (19) and the reinforcing component (20) through the plug-in slot (1902) and the docking block (2004).

3. The large height difference asymmetric stilt wall internal support rock consolidation structure according to claim 1 is characterized by: The second support assembly (10) comprises a support grid (8) and a locking anchor rod (13), wherein the locking anchor rod (13) is inserted into the soil layer (2) below the building (4) in the second construction pit (7) at an angle of 20 degrees along the horizontal end, and a support grid (8) is provided on a side of the locking anchor rod (13) away from the soil layer (2).

4. The large height difference asymmetric stilt wall internal support rock consolidation structure according to claim 1 is characterized by: The butt joint column (14) comprises a first assembly bottoming ring (1401), an insert bottoming ring (1402), a second assembly bottoming ring (1403) and a positioning column (1404), and the insert bottoming ring (1402) is arranged below the first assembly bottoming ring (1401), and the insert bottoming ring (1402) is arranged below the insert bottoming ring (1402), and the positioning column (1404) is arranged below the second assembly bottoming ring (1403), and the construction placement order is the positioning column (1404), the second assembly bottoming ring (1403), the insert bottoming ring (1402) and the first assembly bottoming ring (1401).

5. The large height difference asymmetric stilt wall internal support rock consolidation structure according to claim 1 is characterized by: The butt-jointed column (14) further comprises a butt-joined bottom column (1405) and an assembly pipe (1406), and the top of the butt-joined bottom column (1405) is connected to the assembly pipe (1406) via a thread, and the assembly pipes (1406) are arranged upward in sequence, and the height of the assembly pipes (1406) is flush with the first construction foundation pit (6).

6. The large height difference asymmetric stilt wall internal support rock consolidation structure according to claim 1 is characterized by: 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 equidistantly placed 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 the rock anchors (21) is greater than the number of locking foot anchors (13).

7. The large height difference asymmetric stilt wall internal support rock consolidation structure according to claim 1 is characterized by: A first support frame (15) is provided on both sides of the butt joint column (14), and a second support frame (16) is provided below the first support frame (15), and a 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 foundation pit (7), and a third support frame is provided below the second support frame (16), and a separation length between the second support frame (16) and the third support frame is one fifth of the overall length of the second construction foundation pit (7), and a first butt joint frame (17) is provided below the third support frame, and a second butt joint frame (18) is provided below the first butt joint frame (17), and a connecting block (1801) is provided between the first butt joint frame (17) and the second butt joint frame (18).

8. The large height difference asymmetric stilt wall internal support rock consolidation structure according to claim 7 is characterized by: A first upper support frame (22) is arranged above the first support frame (15), a central support frame (23) is arranged above the first upper support frame (22), and a second upper support frame (24) is arranged above the central support frame (23).

9. The large height difference asymmetric stilt wall internal support rock consolidation structure according to claim 1 is characterized by: A supporting wall panel (11) is provided between the first construction pit (6) and the second construction pit (7), a corner guard bracket (12) is provided between the two groups of the first support components (9), and a water diversion trough (1201) is reserved between the first support bracket and the guard bracket.

10. A construction method for a large height difference asymmetric stilt wall internal support rock consolidation structure, using the large height difference asymmetric stilt wall internal support rock consolidation structure according to any one of claims 1 to 9, characterized in that: The construction method comprises the following steps: Step 1: First, when a building (4) 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 demarcation range of the first construction foundation pit (6) is mapped, and the location of the building (4) and the rock layer (3) is confirmed, and then the corresponding positions of the first underground continuous wall (5) and the second underground continuous wall (501) are drilled. At this time, according to the location of the building (4), the drilling depth at the location of the building (4) is greater than the drilling depth of the second underground continuous wall (501). At this time, 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 under construction, 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, the second upper support frame (24) is connected by relying on the first underground continuous wall (5) and the second underground continuous wall (501), and a gap for placing the butt joint column (14) is reserved between the two groups of the first upper support frames (22); Step 3: Then, the reinforcement component (20) is placed in the connecting plate (1901). At this time, the construction party assembles the reinforcement component (20) on the elevation horizontal plane (1), and then uses a crane to place the reinforcement component (20) in the plug-in slot (1902) provided in the connecting plate (1901). Then, the worker loosens the restriction of the connected locking connecting ring (2002) and makes the docking block (2004) in the reinforcement component (20) fit with the plug-in slot (1902) in the connecting plate (1901). Then, the docking block (2004) and the connecting plate (1901) are connected by bolts, and the reinforcement component (20) is constructed from bottom to top. Then, the second construction foundation pit (7) is excavated, and when the excavation is one meter below, the support wall panel (11) is constructed. At this time, the support wall panel (11) supports the connection component (19); Step 4: Then continue to excavate in the second construction pit (7), and place the locking anchor rod (13) in the soil layer (2) close to the building (4), and place the rock anchor rod (21) in the rock layer (3). At this time, while continuing to excavate downward, 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, and 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, the positioning column (1404) is laid at the bottom of the second construction foundation pit (7), and the positioning column (1404) is placed at the center of the two groups of first support frames (15). Then, the second assembly bottoming ring (1403) is laid in sequence, and the plug-in bottom ring (1402) is connected to the second assembly bottoming ring (1403). Then, the first assembly bottoming ring (1401) is assembled above the plug-in bottom ring (1402). Then, the counter-joint bottom column (1405) is installed on the first assembly bottoming ring (1401), and the counter-joint bottom column (1405) is used as the base point to assemble upward. An assembly tube (1406) for connection is installed, and then while the assembly tube (1406) is assembled upward, the assembly tube (1406) is passed through the middle of the first docking frame (17) and the second docking frame (18), and 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 is connected to the second upper support frame (24), the central support frame (23) and the first upper support frame (22), thereby completing the reinforcement of the first construction pit (6) and the second construction pit (7).

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