A construction method for tunnel crossing existing anti-slide piles

Abstract

The present invention discloses a construction method for a tunnel passing through existing anti-slip piles, comprising the following steps: 1. burying displacement and inclination sensors at measuring points of existing anti-slip pile sections; 2. measuring and locating the positions of the anti-slip piles in the tunnel; 3. chiseling the anti-slip piles and erecting supports; 4. spraying concrete to seal the supports after they have been erected; 5. digging a groove to find and cut the anchor cables; 6. connecting steel arch frames so that the arch frame supports form a closed loop; 7. monitoring the settlement and deformation inside and outside the tunnel; and 8. gradually breaking down the lower anti-slip piles to the bottom of the initial support of the inverted arch. The method finds the positions of the anti-slip piles by adopting a method of layered excavation of the tunnel, and effectively completes the support of the tunnel by using steel arch frames, industrial steel connection mechanisms and support mechanisms, thereby avoiding settlement and deformation of the ground surface, pile bodies, slopes and buildings at the positions of the anti-slip piles, ensuring the stability of the tunnel construction to the greatest extent, reducing economic losses and casualties, and having the characteristics of simple and convenient construction process, good support effect, reasonable design and convenient construction.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel construction, and in particular to a construction method for a tunnel passing through existing anti-slide piles. Background Art

[0002] With the rapid development of cities, more and more highways, railways, and subways are being built to meet people's daily travel needs. Tunnel route selection often avoids old landslides, faults, unstable rock masses, and other areas based on actual conditions. These areas are addressed through rerouting, deep tunnel burial, and other methods. However, as the number of tunnels increases, they inevitably pass through landslide areas. To ensure the normal construction and operation of tunnels, landslide remediation is often employed before tunnel construction. Consequently, the construction of subway tunnels often involves the removal and protection of existing pile foundations.

[0003] Therefore, if the subway tunnel passing through the existing anti-slide pile section is not properly protected during the construction process, the tunnel construction process may threaten the normal use of the original building and even endanger the safety of the original building, causing significant economic losses and casualties;

[0004] During the construction of a subway tunnel passing through an existing anti-slip pile section, in order to ensure the normal use of the existing buildings and the normal construction of the tunnel and subway, it is usually necessary to carry out necessary treatment and foundation underpinning of the existing building's foundation. During the underpinning process, it is constrained by various objective conditions and it is necessary to carry out structural underpinning and reconstruction according to the specific conditions of the upper building structure. The construction requires fast speed and short construction period, and the technical difficulty is relatively high. In addition, there are many unsafe factors in the underground environment and the influence of the upper building. On this basis, it is also necessary to ensure that the safety and normal function of the existing building are not affected. At present, different construction processes are adopted for different situations. Pile foundation underpinning method, raft foundation underpinning method, pile-beam underpinning method, pile-slab support method, comprehensive construction method and other measures can be selected, but none of them can effectively solve the construction problem of tunnels passing through existing anti-slip piles.

[0005] Based on this, there is an urgent need to design a construction method for tunneling through existing anti-slide piles to solve the problems existing in the above-mentioned prior art. Summary of the Invention

[0006] In response to the above-mentioned problems, the present invention aims to provide a construction method for a tunnel passing through existing anti-slip piles. This method finds the position of the anti-slip piles by adopting the method of layered excavation of the tunnel, and effectively completes the support of the tunnel by using steel arch frames, industrial steel connection mechanisms, support mechanisms and arch section support seats, effectively avoiding the settlement and deformation of the ground surface, pile bodies, slopes and buildings at the position of the anti-slip piles, ensuring the stability of tunnel construction to the greatest extent, reducing economic losses and casualties, and having the characteristics of simple and convenient construction process, good support effect, reasonable design and convenient construction.

[0007] In order to achieve the above object, the technical solution adopted by the present invention is as follows:

[0008] A construction method for a tunnel passing through existing anti-slide piles, comprising:

[0009] Step 1. During tunnel construction, displacement and inclination sensors are embedded at measuring points on the ground, pile bodies, slopes, and building settlement deformation piles of existing anti-sliding pile sections.

[0010] Step 2. During tunnel excavation, measure and locate the anti-slip piles inside the tunnel;

[0011] Step 3. Chisel the anti-slip piles and set up supports;

[0012] Step 4. After the support is erected, spray concrete to seal it so that the support is fully stressed;

[0013] Step 5. Dig out the groove to find and cut the anchor cable;

[0014] Step 6. Connect the steel arches so that the arch supports form a closed loop;

[0015] Step 7. Monitor the settlement and deformation inside and outside the tunnel and record them;

[0016] Step 8. Gradually remove the lower anti-slip piles to the bottom of the initial support of the invert arch.

[0017] Preferably, the process of measuring and locating the anti-slip pile position in the hole in step 2 includes:

[0018] Step 2.1. Use the pilot pit on the foundation pit to excavate to the existing anti-slip piles and measure and set the positions of the anti-slip piles;

[0019] Step 2.2. Use manual trenching to determine the location and shape of the existing anti-slip piles.

[0020] Step 2.3. Use an excavator to dig grooves along the pile positions to completely expose the anti-slip piles in the rock and soil, and measure the shear pile elevation.

[0021] Preferably, the process of cutting the anti-slip piles and setting up the supports in step 3 includes:

[0022] Step 3.1. Remove the concrete from the anti-slide piles along the direction of the tunnel's primary support surface, mechanically cut the steel bars within the existing anti-slide pile concrete, and then cut off the anti-slide piles.

[0023] Step 3.2. Install the steel arch frame arch section at the arch section where the anti-slip pile cuts. Weld the steel connection mechanism on the upper side of the steel arch frame at the anti-slip pile cut section to connect it to the upper anti-slip pile cut section, forming the first safety barrier.

[0024] Step 3.3. Then, a support structure corresponding to the position of the steel connection structure is installed on the lower side of the steel arch frame at the anti-slip pile section, connecting it to the lower end of the anti-slip pile section to form a second safety barrier;

[0025] Step 3.4. Drill holes at the lower ends of the anti-slip piles on the steel arch and install the tunnel entrance pipe shed so that the front of the tunnel entrance pipe shed enters the rock formation on the top side of the tunnel, forming a cantilever beam structure.

[0026] Step 3.5. After the excavation of the tunnel invert arch is completed, install steel circular tubes between the two arch feet at the bottom of the steel arch frame to form the fourth safety barrier.

[0027] Preferably, the work steel connection mechanism includes a first work steel connection piece, a second work steel connection piece and a positioning bolt.

[0028] The first industrial steel connecting member includes an industrial steel connecting block and a first industrial steel base, wherein the industrial steel connecting block is arranged on the lower end section of the upper anti-slip pile;

[0029] The second steel connecting piece includes a second steel base and a connecting plug plate, wherein the second steel base is fixedly arranged on the upper side of the steel arch frame, and the connecting plug plate is arranged on the second steel base and is adapted to the steel connecting block;

[0030] The positioning bolt is arranged between the first steel connecting piece and the second steel connecting piece and is used in conjunction with the positioning nut.

[0031] Preferably, a web is integrally formed between the two baffles of the industrial steel connecting block, and a slot is formed between the baffles, and the slot is used in conjunction with the connecting plug plate; and adjustment slots are provided on both the web and the connecting plug plate, and a positioning slot is also provided in the adjustment slot, and the positioning slot is used in conjunction with the positioning bolt.

[0032] Preferably, the support mechanism includes a mounting base, a telescopic cylinder, a telescopic rod and a top plate.

[0033] The mounting base is arranged at the bottom of the telescopic cylinder and is connected to the positioning steel plate welded to the upper end surface of the lower anti-slip pile;

[0034] The telescopic cylinder is arranged at the upper end of the mounting base plate, and an adjustment component is arranged in the telescopic cylinder;

[0035] The telescopic rod is movably arranged in the telescopic cylinder and is used in conjunction with the adjustment component;

[0036] The top plate is arranged at the end of the telescopic rod, and a clamping block is arranged on the lower side of the top plate to match the clamping slot arranged on the telescopic rod. A positioning hole is also arranged in the clamping slot to cooperate with a positioning pin.

[0037] Preferably, the adjustment assembly includes an adjustment handle and an adjustment rod.

[0038] The adjusting handle is arranged at the lower end of the telescopic cylinder, the handle rod of the adjusting handle is rotatably connected to the side wall of the telescopic cylinder through a first bearing, and a first gear is arranged at the end of the handle rod;

[0039] The adjusting rod is arranged in the inner cavity of the telescopic cylinder through a second bearing, and a second gear is provided at the lower end of the adjusting rod to engage with the first gear. A positioning ring is also provided on the outside of the telescopic rod, and the positioning ring is adapted to the positioning cavity provided in the inner cavity of the telescopic cylinder; a screw connection cavity is also provided in the telescopic rod, and an internal thread is provided on the inner wall of the screw connection cavity to cooperate with the external thread provided on the adjusting rod.

[0040] Preferably, the arch sections of the steel arch frame described in step 3.2 are constructed by assembling them sequentially from top to bottom, and after the excavation of the pilot pit on the foundation pit is completed, an arch section support seat is set on the lower side of the arch section to support the arch section so that the force of the arch section can act on the bottom of the pilot pit.

[0041] Preferably, the arch segment support seat includes a frame connecting plate and an arch segment connecting plate.

[0042] The frame connecting plate is arranged on the lower side of the arch section connecting plate and is used in conjunction with the support frame or the bottom of the pilot pit. A support assembly and a support seat positioning assembly are provided on the frame connecting plate. The support seat positioning assembly is used in conjunction with a positioning anchor bolt anchored into the rock mass of the tunnel side wall.

[0043] The arch segment connecting plate is arranged on the upper side of the frame connecting plate through a support assembly and is connected to the arch segment of the steel arch frame; the support assembly includes an adjusting sleeve, an articulated connector and an articulated base, and the articulated base is arranged on the frame connecting plate and the arch segment connecting plate; the articulated connector is rotatably connected to the articulated base; the adjusting sleeve is arranged between the two articulated connectors, and an internal thread with opposite threading directions is arranged in the adjusting sleeve, which is threadedly connected to the threaded rod arranged on the articulated connector.

[0044] Preferably, the support seat positioning assembly includes a hydraulic cylinder and a telescopic positioning steel piece.

[0045] The hydraulic cylinder is arranged on the frame connecting plate through the hydraulic cylinder positioning steel plate, and a movable steel plate is arranged at the end of the piston rod of the hydraulic cylinder;

[0046] The telescopic positioning steel piece is installed on the frame connecting plate through a guide piece and is connected to the movable steel plate through a connecting steel plate. An anchor rod positioning steel plate is also provided at the front end of the telescopic positioning steel piece for use in conjunction with the positioning anchor rod.

[0047] The guide member includes a guide base plate and a steel positioning steel plate. The guide base plate is fixedly arranged on the frame connecting plate. The steel positioning steel plates are symmetrically arranged on the guide base plate, and a guide groove is formed between the two symmetrically arranged steel positioning steel plates for use in conjunction with the telescopic positioning steel member.

[0048] The beneficial effects of the present invention are as follows: the present invention discloses a construction method for tunnel crossing existing anti-slide piles. Compared with the prior art, the present invention has the following improvements:

[0049] 1. The present invention designs a construction method for tunneling through existing anti-slip piles. This method uses a layered excavation method to locate the anti-slip piles. A support system is formed using steel arches, industrial steel connection mechanisms, and support mechanisms. This effectively supports the tunnel and prevents settlement and deformation of the ground, pile bodies, slopes, and buildings at the anti-slip pile locations. This method maximizes the stability of tunnel construction and reduces economic losses and casualties. The method has the advantages of a simple and convenient construction process, good support effects, a reasonable design, and convenient construction.

[0050] 2. This method uses the arrangement of the steel connection mechanism, support mechanism, steel arch frame, and steel round pipes. During construction, the steel connection mechanism and the steel arch frame form the first safety barrier, the support mechanism, the lower anti-slip piles, the steel connection mechanism, and the steel arch frame form the second safety barrier, the large pipe shed and the steel arch frame form the third safety barrier, and the steel arch frame and the steel round pipes form the fourth safety barrier to support the upper anti-slip piles, effectively ensuring the strength, stability, and safety of the support system.

[0051] 3. At the same time, during use, the anti-slip piles on the upper part of the steel arch can be supported by adjusting the relative offset position between the first and second steel connectors, effectively expanding the applicability of the steel connector mechanism. The height adjustment of the support mechanism enables support of steel arch sections at multiple heights, and the support can be disassembled and recycled after use, reducing construction costs.

[0052] 4. This method uses an arch support seat to support the steel arch frame arch section, so that the force at the lower end of the arch section acts on the bottom of the pilot pit, effectively ensuring the support effect of the steel arch frame during the foundation pit excavation process, and ensuring the stability and safety of the foundation pit. BRIEF DESCRIPTION OF THE DRAWINGS

[0053] Figure 1 The present invention is a construction process flow chart of the construction method of tunnel crossing existing anti-slide piles.

[0054] Figure 2 This is a flow chart for monitoring and measuring engineering safety evaluation during the construction process of the present invention.

[0055] Figure 3 This is a cross-sectional view of the tunnel construction of the present invention.

[0056] Figure 4 This is the main view of the tunnel construction of the present invention.

[0057] Figure 5 This is a bottom view of the upper anti-slip pile of the present invention.

[0058] Figure 6 It is a cross-sectional view of the anti-slide pile section of the tunnel according to the present invention.

[0059] Figure 7 It is an exploded view of the steel connection mechanism of the present invention.

[0060] Figure 8 This is a schematic structural diagram of the first steel connector of the present invention.

[0061] Figure 9 This is a schematic structural diagram of the second steel connector of the present invention.

[0062] Figure 10 Schematic diagram of the structure of the support mechanism of the present invention.

[0063] Figure 11 It is a cross-sectional view of the support mechanism of the present invention.

[0064] Figure 12 It is a structural schematic diagram of the telescopic rod of the present invention.

[0065] Figure 13 It is a structural schematic diagram of the arch section support seat of the present invention.

[0066] Figure 14 Schematic diagram of the structure of the support assembly of the present invention.

[0067] Figure 15 Schematic diagram of the structure of the hinged connection of the present invention.

[0068] Among them: 1. Anti-slip pile; 2. Steel arch frame, 21. Frame connecting plate, 22. Arch section connecting plate, 23. Support assembly, 231. Adjusting sleeve, 232. Articulated connector, 2321. Screw rod, 233. Articulated base, 24. Hydraulic cylinder positioning steel plate, 241. Reinforcement steel plate, 25. Hydraulic cylinder, 251. Moving steel plate, 252. Connecting steel plate, 26. Telescopic positioning steel member, 261. Guide base plate, 262. Steel member positioning steel plate; 3. Work steel connection mechanism, 31. First work steel connector, 311. Work steel connection block, 312. Web plate, 313. Slot, 314. First work steel base, 315. Baffle, 32. Second work steel Steel connector, 321. Second steel base, 322. Connecting plug plate, 33. Positioning bolt, 34. Positioning nut, 35. Adjusting slot, 351. Positioning slot; 4. Support mechanism, 41. Mounting base plate, 42. Telescopic cylinder, 421. Positioning cavity, 43. Telescopic rod, 431. Screw cavity, 432. Positioning ring, 433. Positioning hole, 434. Slot, 44. Top plate, 441. Block, 45. Adjusting handle, 451. Handle rod, 452. First bearing, 453. First gear, 46. Adjusting rod, 461. Second gear, 462. Second bearing, 47. Positioning pin; 5. Steel round pipe, 6. Large pipe shed, 7. Anchor cable. DETAILED DESCRIPTION

[0069] In order to enable those skilled in the art to better understand the technical solution of the present invention, the technical solution of the present invention is further described below in conjunction with the accompanying drawings and embodiments.

[0070] Example 1: Refer to the attached Figure 1-15 A construction method for a tunnel passing through existing anti-slide piles is shown, comprising:

[0071] Step 1. During tunnel construction, displacement and inclination sensors are embedded at measuring points on the ground, piles, slopes, and building settlement deformation points of existing anti-sliding pile sections to measure deformation of the ground, piles, slopes, and building settlement deformation points.

[0072] Monitoring and measurement are important means of monitoring the stability of surrounding rock and support, and are the main basis for judging whether the design and construction are correct and reasonable. Monitoring points are buried on the surface, piles, slopes, and building settlement and deformation piles, and initial measurements are carried out on them. After the subsequent on-site measurement and data collection are completed, the data obtained from the on-site observations are promptly sorted out.

[0073] Step 2. During tunnel excavation, measure and locate the position of anti-slide piles 1 inside the tunnel

[0074] Step 2.1. Use the pilot pit on the foundation pit to excavate to the existing anti-slip piles and measure and set the positions of the anti-slip piles;

[0075] Step 2.2. Use manual trenching to determine the location and shape of the existing anti-slip piles.

[0076] Step 2.3. Use an excavator to dig a groove along the pile position to completely expose the anti-slip pile in the rock and soil, and measure the shear pile elevation;

[0077] Step 3. Chisel the anti-slip piles and set up supports

[0078] Step 3.1. First, manually chisel away the concrete of the anti-slide pile 1 along the direction of the tunnel's primary support surface using a jackhammer, and mechanically cut the steel bars within the original anti-slide pile concrete to complete the chiseling of the anti-slide pile 1.

[0079] Step 3.2. Next, install the steel arch frame 2 at the arch section where the anti-slip pile 1 is located. Weld a steel connection mechanism 3 to the upper side of the steel arch frame 2 at the anti-slip pile section, connecting it to the upper anti-slip pile section. This forms the first safety barrier. During use, the steel arch frame 2 and the steel connection mechanism 3 support the anti-slip pile 1 above the steel arch frame.

[0080] Step 3.3. Install a support mechanism 4 on the underside of the steel arch frame 2 at the anti-slip pile section, connecting it to the lower anti-slip pile. The support mechanism 4 corresponds to the steel connection mechanism 3 in a one-to-one relationship, forming a second safety barrier. During use, the steel arch frame 2 and support mechanism 4 support both sections of the anti-slip pile section.

[0081] Step 3.4. Drill holes below the anti-slip piles on the upper part of the steel arch and install the tunnel entrance pipe shed 6. This allows the front of the tunnel entrance pipe shed to enter the rock formation on the top side of the tunnel, forming a cantilever beam structure. This serves as a third safety barrier and forms a cantilever beam with the original anti-slip piles 1 to support the original anti-slip piles at the upper end of the steel arch.

[0082] Step 3.5. After excavation of the tunnel invert arch is complete, install a Φ800 mm steel circular tube 5 with a wall thickness of at least 20 mm between the two arch feet at the bottom of the steel arch frame. This serves as a fourth safety barrier to prevent deformation of the steel arch frame. This provides temporary support for the anti-slip piles at the center of the arch frame.

[0083] Step 4. Spray concrete sealing

[0084] Use the industrial steel connection mechanism 3 to support the cut upper anti-slip pile on the primary steel arch frame 2, and spray concrete to wrap it so that it is fully stressed;

[0085] Step 5. Dig out the groove to find and cut the anchor cable 7

[0086] Step 5.1. Before the initial support of the trenching and pile cutting is completed, do not use an excavator to break the pile. When cutting the trench with small machinery, do not collide with the existing anti-slip piles to avoid disturbing the existing anti-slip piles and the original rock formation. Blasting is prohibited. Locate the anchor cable at the rear end of the anti-slip pile.

[0087] Step 5.2. After finding the anti-slip pile reinforcement, cut the anchor cable. Note that when cutting the existing anti-slip pile reinforcement and anchor cable, oxygen acetylene cutting is prohibited and mechanical cutting should be used.

[0088] Step 6. Steel arch connection

[0089] Step 6.1. The cut pile section should be closed into a ring in a timely manner to ensure that the primary support of the tunnel is fully stressed and that the original anti-slide piles at the top of the tunnel sink within a controllable range.

[0090] Step 6.2. Each cycle advances one steel arch frame 2. Adjacent steel arch frames 2 are welded together using the same type of I-beams 300 mm above the footboards and at the arch tops. The space between the primary arch frame and the truncated anti-slip piles is sprayed with concrete to compact the gap. The gap behind is filled with C30 fine stone concrete to minimize settlement and deformation of the tunnel roof.

[0091] Step 7. Monitoring of settlement and deformation inside and outside the tunnel

[0092] Regularly observe and measure the settlement, deformation, and cracks of the tunnel roof, ground surface, piles, slopes, and existing buildings inside and outside the tunnel. Record and upload data to analyze whether the slopes and existing anti-slip piles have experienced displacement or subsidence. If the observed data exceeds the limit, construction in the tunnel should be stopped, and personnel and equipment at the tunnel face should be promptly evacuated. Safety warning signs should be set up in the areas of surface deformation and subsidence to prevent people from entering the area. The emergency safety team should be promptly informed and effective preventive measures should be taken. During pile cutting operations, third-party monitoring and measurement should increase the monitoring frequency of this section to provide favorable data support for construction safety and guide construction site safety.

[0093] Step 8. Gradually remove the lower anti-slide piles to the initial support bottom of the inverted arch

[0094] When cutting off the lower anti-slip pile, use steel sections to support the inner arc of the primary steel frame arch and weld it to maintain the original supporting force of the anti-slip pile.

[0095] Without affecting the tunnel excavation, the strength of the sprayed concrete is maintained for one or two days, and then the supporting steel is manually removed. The excavator then breaks the cut piles; the same method is used to break and shear the remaining existing anti-slip piles and anchor cables.

[0096] Preferably, since the upper pilot pit is excavated first and the inverted arch part is excavated later during the tunnel excavation process, the construction of the steel arch frame 2 is a top-down construction process. Therefore, in order to ensure the supporting force of each arch segment after installation, an arch segment support seat is provided on the lower side of the arch segment and is detachably connected to the arch segment so that the force of the arch segment can act on the bottom of the pilot pit.

[0097] Example 2: Different from Example 1, in order to connect the anti-slip pile 1 on the upper part of the steel arch frame 2 with the steel arch frame 2 through the steel connecting mechanism 3, so that the steel arch frame 2 and the steel connecting mechanism 3 can form a first safety support system to support the anti-slip pile 1 on the upper part of the steel arch frame, the steel connecting mechanism 3 is designed to include a first steel connecting piece 31, a second steel connecting piece 32 and a positioning bolt 33, wherein

[0098] The first steel connecting member 31 includes a steel connecting block 311 and a first steel base 314 connected by welding. The steel connecting block 311 is fixedly welded to the steel bar at the lower end of the anti-slip pile 1.

[0099] The second steel connecting member 32 includes a second steel base 321 and a plurality of connecting plugs 322 connected by welding. The second steel base 321 is fixedly mounted on the upper side of the steel arch 2. The connecting plugs 322 are arranged on the second steel base 321 and cooperate with the steel connecting block 311.

[0100] The positioning bolt 33 is installed between the first steel connecting piece 31 and the second steel connecting piece 32 and is used in conjunction with the adjustment slot 35 provided on the steel connecting block 311 and the connecting plug plate 322 to connect the first steel connecting piece 31 and the second steel connecting piece 32.

[0101] Preferably, two webs 312 are integrally formed between the front and rear baffles 315 of the steel connecting block 311, and a slot 313 is formed between the baffles 315. The slot 313 is used in conjunction with the connecting plug 322, that is, when in use, the connecting plug 322 is inserted into the slot 313 to achieve the plug-in connection between the first steel connecting piece 31 and the second steel connecting piece 32; at the same time, in order to cooperate with the positioning bolt 33 to connect the first steel connecting piece 31 and the second steel connecting piece 32, Adjustment slots 35 are provided on the web 312 and the connecting plug plate 322. The adjustment slots 35 are used in conjunction with the positioning bolts 33. At the same time, in order to adjust the relative distance between the first steel connector 31 and the second steel connector 32 according to different installation heights, a positioning card slot 351 is also provided in the adjustment slot 35. The positioning card slot 351 is used in conjunction with the positioning bolts 33 to achieve the connection between the web 312 and the connecting plug plate 322 at different heights, while increasing the stability and safety after the connection.

[0102] The use process and principle of the steel connecting mechanism 3 in this embodiment include:

[0103] Step 3.2.1. After the anti-slip pile 1 is broken in step 3.1, first clean the concrete residue on the cross section of the upper anti-slip pile 1 and straighten the anti-slip pile reinforcement;

[0104] Step 3.2.2. After the anti-slip pile reinforcement is warped, the first steel connector 31 of the first steel base 314 is welded to the anti-slip pile reinforcement;

[0105] Step 3.2.3. Then weld the second steel connector 32 to the arch section of the steel arch frame 2, and install the arch section of the steel arch frame 2. Align the second steel connector 32 with the first steel connector 31 so that the connecting plate 322 is inserted into the slot 313;

[0106] Step 3.2.4. After the second steel connector 32 is aligned and plugged into the first steel connector 31, adjust the arch section position according to the designed curvature of the tunnel, and pass the positioning bolt 33 through the positioning slot 351 at the corresponding position of the adjustment slot 35, and finally install the positioning nut 34 to mechanically connect the second steel connector 32 to the first steel connector 31; when in use, the force of the upper anti-slip pile acts on the steel arch frame 2 through the steel connection mechanism 3, and then through the transmission of the force between the arch sections of the steel arch frame 2, the force is applied to the bottom of the guide pit through the arch section support seat of the arch section of the steel arch frame 2.

[0107] Embodiment 3: Different from the above embodiment, in order to connect the anti-slip pile 1 of the lower part of the steel arch frame with the steel arch frame 2 through the support mechanism 4, so that a second safety support system can be formed between the upper anti-slip pile 1, the steel connection mechanism 3, the steel arch frame 2, the support mechanism 4 and the lower anti-slip pile 1 to support the two chiseled sections at the anti-slip pile chiseled section; the support mechanism 4 is designed to be a telescopic mechanism, including a mounting base 41, a telescopic cylinder 42, a telescopic rod 43 and a top plate 44, wherein

[0108] The mounting base plate 41 is provided at the bottom of the telescopic cylinder 42 and is connected to the positioning steel plate 11 welded to the upper end of the lower anti-slip pile 1;

[0109] The telescopic cylinder 42 is provided at the upper end of the mounting base 41, and an adjustment component is provided in the telescopic cylinder 42 for use in conjunction with the telescopic rod 43. When in use, the telescopic length of the telescopic rod 43 relative to the telescopic cylinder 42 is adjusted by the adjustment component.

[0110] The telescopic rod 43 is movably disposed in the telescopic cylinder 42 and is used in conjunction with the adjustment assembly;

[0111] The top plate 44 is rotatably mounted on the outer end of the telescopic rod 43 and is used in conjunction with the steel arch frame 2 to transmit the supporting force of the lower anti-slip pile 1 to the steel arch frame 2 to support the upper anti-slip pile 1.

[0112] Preferably, in order to adjust the telescopic length of the telescopic rod 43 relative to the telescopic cylinder 42, the adjustment assembly is designed to include an adjustment handle 45 and an adjustment rod 46, wherein

[0113] The adjustment handle 45 is provided at the lower end of the telescopic cylinder 42. The handle rod 451 of the adjustment handle 45 is rotatably connected to the side wall of the telescopic cylinder 42 via a first bearing 452. A first gear 453 is further provided at the end of the handle rod 451.

[0114] The adjusting rod 46 is rotatably mounted in the inner cavity of the telescopic cylinder 42 via a second bearing 462, and a second gear 461 is provided at the lower end of the adjusting rod 46 to engage with the first gear 453. That is, when in use, the adjusting handle 45 drives the adjusting rod 46 to rotate, and the adjusting rod 46 is screwed to the telescopic rod 43. The rotation of the adjusting rod 46 drives the telescopic rod 43 to extend and retract along the length direction of the telescopic cylinder 42.

[0115] Preferably, in order to avoid the telescopic rod 43 from rotating when the adjusting rod 46 rotates, thereby affecting the adjustment effect, a positioning ring 432 is further provided on the outside of the telescopic rod 43, and the positioning ring 432 is used in conjunction with the positioning cavity 421 provided in the inner cavity of the telescopic cylinder 42, that is, when in use, the positioning ring 432 is clamped in the positioning cavity 421, and the telescopic rod 43 is driven to extend and retract along the length direction of the telescopic cylinder 42 by rotating the adjusting rod 46; at the same time, a screw connection cavity 431 is also provided in the telescopic rod 43, and an internal thread is provided on the inner wall of the screw connection cavity 431 for use in conjunction with the external thread provided on the adjusting rod 46.

[0116] Preferably, in order to realize the rotational installation of the top plate 44 on the outer end of the telescopic rod 43, a slot 434 and a positioning hole 433 are further provided on the telescopic rod 43, wherein

[0117] The card slot 434 is provided at the upper end of the telescopic rod 43 and is used in conjunction with the card block 441 provided at the lower end of the top plate 44. When in use, the card block 441 is inserted into the card slot 434.

[0118] The positioning hole 433 is provided at the upper end of the telescopic rod 43 and passes through the card slot 434 to cooperate with the positioning pin 47 . When in use, the telescopic rod 43 is connected to the top plate 44 through the positioning pin 47 .

[0119] The use process and principle of the support mechanism 4 in this embodiment include:

[0120] Step 3.3.1. Before installing the support mechanism 4, first process the cross-section of the lower anti-slip pile and weld a certain number of positioning steel plates on the cross-section of the lower anti-slip pile according to the fixing needs, and drill connection holes on the positioning steel plates;

[0121] Step 3.3.2. Use bolts to install the support mechanism 4 on the positioning steel plate;

[0122] Step 3.3.3. After the installation is completed, manually rotate the adjusting handle 45 to drive the adjusting rod 46 to rotate. The rotation of the adjusting rod 46 drives the telescopic rod 43 to extend and retract along the length direction of the telescopic cylinder 42, so that the top plate 44 is pressed against the inner side of the steel arch frame 2. During the construction process, the pressure of the upper anti-slip pile acts on the lower anti-slip pile 1 through the steel arch frame 2 and the supporting mechanism 4, thereby supporting the steel arch frame 2.

[0123] Embodiment 4: Different from the above embodiments, in order to transmit the force of the arch segment through the arch segment support seat so that the force of the lower end of the arch segment acts on the bottom of the guide pit, the arch segment support seat is designed to include a frame connecting plate 21 and an arch segment connecting plate 22, wherein

[0124] The frame connecting plate 21 is arranged on the lower side of the arch section connecting plate 22 and is used in conjunction with the support frame or the bottom of the pilot pit to fix the arch section support seat to the support frame or the bottom of the pilot pit, and a support assembly 23 and a support seat positioning assembly are provided on the frame connecting plate 21. The support seat positioning assembly is used in conjunction with the positioning anchor rod 7 to fix the arch section support seat to the tunnel side wall rock mass, thereby preventing the arch section support seat from moving when receiving the arch section pressure, thereby ensuring the stability and safety of the support;

[0125] The arch segment connecting plate 22 is installed on the upper side of the frame connecting plate 21 through the supporting assembly 23, and is used in conjunction with the arch segment connecting steel plate of the steel arch frame to connect the steel arch frame arch segment with the arch segment support seat.

[0126] Preferably, in order to cooperate with the positioning anchor rod 7 during use, the arch section support seat is fixedly connected to the tunnel side wall rock mass, and the support seat positioning assembly is designed to include a hydraulic cylinder 25 and a telescopic positioning steel piece 26, wherein

[0127] The hydraulic cylinder 25 is fixedly mounted on the frame connecting plate 21 via a hydraulic cylinder positioning steel plate 24, and a movable steel plate 251 is provided at the end of the piston rod of the hydraulic cylinder 25;

[0128] The telescopic positioning steel member 26 is installed on the frame connecting plate 21 through a guide member, and is connected to the movable steel plate 251 through the connecting steel plate 252, that is, when in use, the telescopic positioning steel member 26 is driven to move horizontally by the movable steel plate 251. The front end of the telescopic positioning steel member 26 is also provided with an anchor positioning steel plate for use with the positioning anchor 7. The positioning anchor 7 is anchored in the side wall rock of the tunnel to connect the arch section support seat with the side wall rock of the tunnel.

[0129] Preferably, in order to ensure stable installation, a plurality of reinforcing steel plates 241 are provided on the outside of the hydraulic cylinder positioning steel plate 24 and are welded to the frame connecting plate 21 .

[0130] Preferably, in order to guide the movement of the telescopic positioning steel member 26, the guide member is designed to include a guide base plate 261 and a steel positioning steel plate 262, wherein

[0131] The guide bottom plate 261 is fixedly arranged on the frame connecting plate 21;

[0132] The steel positioning steel plates 262 are symmetrically welded on the guide base plate 261 , and a guide groove is formed between the two symmetrically arranged steel positioning steel plates 262 to cooperate with the telescopic positioning steel member 26 to guide the telescopic positioning steel member 26 .

[0133] Preferably, in order to install and adjust the level of the arch segment connecting plate 22 so that the height and level of the arch segment connecting plate 22 can be used in conjunction with the steel arch frame arch segment, the support assembly 23 is designed to include an adjustment sleeve 231, an articulated connector 232 and an articulated base 233, wherein:

[0134] The hinged base 233 is fixedly mounted on the frame connecting plate 21 and the arch connecting plate 22;

[0135] The hinged connection member 232 is rotatably mounted on the hinged base 233 via a pin;

[0136] The adjusting sleeve 231 is arranged between the two hinged connectors 232, and an internal thread with opposite threading directions is provided in the adjusting sleeve 231 for use with the threaded rod 2321 provided on the hinged connector 232, that is, when in use, the horizontality of the arch segment connecting plate 22 can be adjusted by rotating the adjusting sleeve 231, so that the height and horizontality of the arch segment connecting plate 22 can be matched with the steel arch frame arch segment.

[0137] Preferably, in order to facilitate the rotation of the adjusting sleeve 231 , an adjusting clamping section 2311 is further provided on the adjusting sleeve 231 for use in conjunction with an adjusting wrench.

[0138] The use process and principle of the arch segment support seat in this embodiment include:

[0139] (1) After the arch section of the steel arch frame is installed to the upper side of the bottom of the upper guide pit, according to the height of the bottom of the upper guide pit from the bottom end of the steel arch frame arch section, choose whether to install the support frame at the bottom of the frame connecting plate 21, or to install the frame connecting plate 21 on the bottom of the upper guide pit;

[0140] (2) After the arch support seat is installed on the bottom of the upper guide pit, the support assembly 23 is supported according to the height of the arch, and the arch connecting plate 22 is placed against the lower side of the arch and connected to the arch to complete the fixation of the lower part of the arch;

[0141] (3) Then, according to the distance between the arch section support seat and the tunnel wall after installation, the distance between the telescopic positioning steel member 26 and the tunnel wall is controlled by the hydraulic cylinder 25. After the adjustment is completed, the positioning anchor rod 7 is installed in the rock layer of the tunnel wall to connect the arch section support seat with the tunnel side wall rock mass.

[0142] The basic principles, main features, and advantages of the present invention are shown and described above. Those skilled in the art should understand that the present invention is not limited to the foregoing embodiments. The foregoing embodiments and descriptions are merely illustrative of the principles of the present invention. Various changes and modifications may be made to the present invention without departing from the spirit and scope of the present invention. Such changes and modifications are intended to fall within the scope of the present invention. The scope of protection claimed in the present invention is defined by the appended claims and their equivalents.

Claims

1. A construction method for tunneling through existing anti-slide piles, characterized by: include Step 1. During tunnel construction, displacement and inclination sensors are embedded at measuring points on the ground, pile bodies, slopes, and building settlement deformation piles of existing anti-sliding pile sections. Step 2. During tunnel excavation, measure and locate the anti-slip piles inside the tunnel; Step 3. Chisel the anti-slip piles and set up supports; Step 4. After the support is erected, spray concrete to seal it so that the support is fully stressed; Step 5. Dig out the groove to find and cut the anchor cable; Step 6. Connect the steel arches so that the arch supports form a closed loop; Step 7. Monitor the settlement and deformation inside and outside the tunnel and record them; Step 8. Gradually remove the lower anti-slip piles to the bottom of the primary support of the inverted arch; The process of cutting the anti-slip piles and setting up the supports in step 3 includes: Step 3.

1. Remove the concrete from the anti-slide piles along the direction of the tunnel's primary support surface, mechanically cut the steel bars within the existing anti-slide pile concrete, and then cut off the anti-slide piles. Step 3.

2. Install the steel arch frame arch section at the arch section where the anti-slip pile cuts. Weld the steel connection mechanism on the upper side of the steel arch frame at the anti-slip pile cut section to connect it to the upper anti-slip pile cut section, forming the first safety barrier. Step 3.

3. Then, a support structure corresponding to the position of the steel connection structure is installed on the lower side of the steel arch frame at the anti-slip pile section, connecting it to the lower end of the anti-slip pile section to form a second safety barrier; Step 3.

4. Drill holes at the lower ends of the anti-slip piles on the steel arch and install the tunnel entrance pipe shed so that the front of the tunnel entrance pipe shed enters the rock formation on the top side of the tunnel, forming a cantilever beam structure. Step 3.

5. After the excavation of the tunnel invert arch is completed, install steel circular tubes between the two arch feet at the bottom of the steel arch frame to form the fourth safety barrier.

2. The construction method of a tunnel passing through existing anti-slide piles according to claim 1, characterized in that: The process of measuring and locating the anti-slip pile position in the hole described in step 2 includes: Step 2.

1. Use the pilot pit on the foundation pit to excavate to the existing anti-slip piles and measure and set the positions of the anti-slip piles; Step 2.

2. Use manual trenching to determine the location and shape of the existing anti-slip piles. Step 2.

3. Use an excavator to dig grooves along the pile positions to completely expose the anti-slip piles in the rock and soil, and measure the shear pile elevation.

3. The construction method of a tunnel passing through existing anti-slide piles according to claim 1, characterized in that: The said steel connecting mechanism comprises a first steel connecting piece, a second steel connecting piece and a positioning bolt. The first industrial steel connecting member includes an industrial steel connecting block and a first industrial steel base, wherein the industrial steel connecting block is arranged on the lower end section of the upper anti-slip pile; The second steel connecting piece includes a second steel base and a connecting plug plate, wherein the second steel base is fixedly arranged on the upper side of the steel arch frame, and the connecting plug plate is arranged on the second steel base and is adapted to the steel connecting block; The positioning bolt is arranged between the first steel connecting piece and the second steel connecting piece and is used in conjunction with the positioning nut.

4. The construction method of a tunnel passing through existing anti-slide piles according to claim 3, characterized in that: A web is integrally formed between the two baffles of the industrial steel connecting block, and a slot is formed between the baffles, and the slot is used in conjunction with the connecting plug plate; and adjustment slots are provided on both the web and the connecting plug plate, and a positioning slot is also provided in the adjustment slot, and the positioning slot is used in conjunction with the positioning bolt.

5. The construction method of a tunnel passing through existing anti-slide piles according to claim 1, characterized in that: The support mechanism includes a mounting base, a telescopic cylinder, a telescopic rod and a top plate. The mounting base is arranged at the bottom of the telescopic cylinder and is connected to the positioning steel plate welded to the upper end surface of the lower anti-slip pile; The telescopic cylinder is arranged at the upper end of the mounting base plate, and an adjustment component is arranged in the telescopic cylinder; The telescopic rod is movably arranged in the telescopic cylinder and is used in conjunction with the adjustment component; The top plate is arranged at the end of the telescopic rod, and a clamping block is arranged on the lower side of the top plate to match the clamping slot arranged on the telescopic rod. A positioning hole is also arranged in the clamping slot to cooperate with a positioning pin.

6. The construction method of a tunnel passing through existing anti-slide piles according to claim 5, characterized in that: The adjustment assembly includes an adjustment handle and an adjustment rod. The adjusting handle is arranged at the lower end of the telescopic cylinder, the handle rod of the adjusting handle is rotatably connected to the side wall of the telescopic cylinder through a first bearing, and a first gear is arranged at the end of the handle rod; The adjusting rod is arranged in the inner cavity of the telescopic cylinder through a second bearing, and a second gear is provided at the lower end of the adjusting rod to engage with the first gear. A positioning ring is also provided on the outside of the telescopic rod, and the positioning ring is adapted to the positioning cavity provided in the inner cavity of the telescopic cylinder; a screw connection cavity is also provided in the telescopic rod, and an internal thread is provided on the inner wall of the screw connection cavity to cooperate with the external thread provided on the adjusting rod.

7. The construction method of a tunnel passing through existing anti-slide piles according to claim 1, characterized in that: The arch sections of the steel arch frame described in step 3.2 are constructed by assembling them sequentially from top to bottom, and after the excavation of the pilot pit on the foundation pit is completed, an arch section support seat is set on the lower side of the arch section to support the arch section so that the force of the arch section can act on the bottom of the pilot pit.

8. The construction method of a tunnel passing through existing anti-slide piles according to claim 7, characterized in that: The arch section support seat includes a frame connecting plate and an arch section connecting plate. The frame connecting plate is arranged on the lower side of the arch section connecting plate and is used in conjunction with the support frame or the bottom of the pilot pit. A support assembly and a support seat positioning assembly are provided on the frame connecting plate. The support seat positioning assembly is used in conjunction with a positioning anchor bolt anchored into the rock mass of the tunnel side wall. The arch segment connecting plate is arranged on the upper side of the frame connecting plate through a support assembly and is connected to the arch segment of the steel arch frame; the support assembly includes an adjusting sleeve, an articulated connector and an articulated base, and the articulated base is arranged on the frame connecting plate and the arch segment connecting plate; the articulated connector is rotatably connected to the articulated base; the adjusting sleeve is arranged between the two articulated connectors, and an internal thread with opposite threading directions is arranged in the adjusting sleeve, which is threadedly connected to the threaded rod arranged on the articulated connector.

9. The construction method of a tunnel passing through existing anti-slide piles according to claim 8, characterized in that: The support seat positioning assembly includes a hydraulic cylinder and a telescopic positioning steel piece. The hydraulic cylinder is arranged on the frame connecting plate through the hydraulic cylinder positioning steel plate, and a movable steel plate is arranged at the end of the piston rod of the hydraulic cylinder; The telescopic positioning steel piece is installed on the frame connecting plate through a guide piece and is connected to the movable steel plate through a connecting steel plate. An anchor rod positioning steel plate is also provided at the front end of the telescopic positioning steel piece for use in conjunction with the positioning anchor rod. The guide member includes a guide base plate and a steel positioning steel plate. The guide base plate is fixedly arranged on the frame connecting plate. The steel positioning steel plates are symmetrically arranged on the guide base plate, and a guide groove is formed between the two symmetrically arranged steel positioning steel plates for use in conjunction with the telescopic positioning steel member.

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