Enclosure structure for mechanical advanced obstacle clearance on pipe jacking receiving well side
By setting up MJS piles, I-steel arches and large pipe sheds on the receiving well, the safe passage and construction efficiency of the pipe hoisting machine under complex geological conditions is achieved, and the difficulty in crossing the pipe hoisting method construction is solved. Problems of rock texture.
Patent Information
- Application Number
- CN202420902542.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-04-28
- Publication Date
- 2025-02-18
- Estimated Expiration
- 2034-04-28
AI Technical Summary
Under complex geological conditions, it is difficult to directly pass through the rocky strata into the receiving well under construction, resulting in increased construction difficulty and reduced efficiency.
The enclosure structure adopts mechanical method for advance clearance of the pipe receiving well side, including MJS piles, I-steel arches and large pipe sheds set vertically and horizontally. The rock layer is cleared through pre-reinforcement and mechanical method of concealing rock excavation. For the passage of the pipe header.
It effectively solves the problems of construction under complex geological conditions, ensures the safe passage of pipe hoisting machines and improves construction efficiency.
Smart Images
Figure CN222501751U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the technical field of underground power cable tunnels, and particularly relates to an enclosure structure for mechanical advance obstacle clearing at the side of a top pipe receiving well. Background Art
[0002] With the rapid advancement of urbanization, the construction of underground infrastructure has become increasingly important. In terms of power systems, in order to improve safety and reliability and avoid interference from external factors such as weather, more and more cities have begun to move traditional overhead power lines underground. It is a development trend of the times that underground power cable tunnels replace traditional overhead lines. The urban environment is congested on the ground, underground pipelines are intertwined like spider webs, and the surrounding environment is complex and changeable. Therefore, the construction of power tunnels often adopts the jacking method.
[0003] The jacking method is a trenchless underground pipeline laying technology. This method pre-sets a starting well (launching well) and a receiving well on the ground, and then installs a jacking pipe or jacking equipment in the starting well to push the pipeline section or pipeline from the starting well to the receiving well. During the advancement process, the direction can be adjusted through the guidance system to ensure that the pipeline follows the predetermined trajectory. Every time the distance of one end is advanced, a new pipeline section is added to the starting well and connected to the pushed pipeline section until the pipeline reaches the receiving well, thereby realizing the installation of the pipeline. This method can minimize the impact on ground traffic and underground facilities.
[0004] However, when the tunnel passes through complex geological conditions such as the transition between soft and hard strata, the construction difficulty increases significantly. For example, the pipe jacking machine often has difficulty directly passing through the rock strata to enter the receiving well when the pipe jacking needs to first pass through the soft soil layer and then through the rock strata (or part of the end face is rock strata) to reach the receiving well. Therefore, in this process, how to effectively respond to the construction challenges under complex geological conditions and ensure safe and efficient construction is a technical problem that needs to be solved urgently. Utility Model Content
[0005] In view of the problems mentioned in the background technology, the purpose of the utility model is to provide a protective structure for mechanical advance obstacle clearing on the side of a jacking pipe receiving well, so as to solve the problems raised in the above background.
[0006] In order to achieve the above purpose, the utility model provides the following technical solutions:
[0007] A protective structure for mechanical advance obstacle clearing on the side of a jacking pipe receiving well, suitable for clearing rock layers in advance so that the jacking pipe of a jacking machine can pass through the rock layers from a tunnel to reach the receiving well, the protective structure comprises MJS piles arranged vertically and horizontally at the opening of the receiving well, an I-steel arch guard arranged on the bottom plate of the receiving well, and a large pipe shed laid on the upper end of the outer contour of the tunnel; the front end of the large pipe shed is fixed on the I-steel arch guard, and the large pipe shed is laid within the range of 110° to 130° on the top of the tunnel; an inner lining wall is cast on the large pipe shed to maintain its structural stability.
[0008] Furthermore, the I-beam guard arch is composed of a plurality of I-beams, the top ends of which are connected by thick steel plates; an orifice tube for guiding a large pipe shed is provided on the upper part of the I-beam, and fixing ribs for fixing the orifice tube are welded on the I-beam; the fixing ribs are used as fixed ends of the large pipe shed; anchoring steel plates are welded and fixed to both bottom ends of the I-beam; bolt holes are provided on the anchoring steel plates, and steel bars are provided on the anchoring steel plates that penetrate the bolt holes and are implanted in the bottom plate of the receiving well.
[0009] Furthermore, the fixed ribs are ø16mm fixed ribs; the orifice tubes are ø127mm×5mm orifice tubes; the I-beams are 2 I16 I-beams; the thick steel plates are 16mm thick steel plates; the anchoring steel plates are 14mm anchoring steel plates; and the steel bars are ø16mm steel bars.
[0010] Furthermore, the MJS pile (4) is a φ2200@1600 MJS pile; the MJS pile vertically penetrates below the top of the rock layer by no less than 0.2 m and has a horizontal width of 2 to 2.5 m; a cement mixing pile is arranged at the exit of the receiving well; the MJS pile overlaps the cement mixing pile reinforcement section arranged at the exit of the receiving well by 500 to 700 mm; the MJS construction method is also known as the all-round high-pressure jet grouting construction method, which can carry out all-round high-pressure jet grouting construction, ensures ultra-deep construction, reduces mud pollution, has a high degree of mechanization, occupies a small construction site, and has good environmental protection; the cast MJS pile has the advantages of a large pile diameter and good pile body quality.
[0011] Furthermore, a number of small advance guide tubes are arranged at the upper end of the outer contour of the tunnel, and a steel arch frame for supporting the small advance guide tubes is arranged at the small advance guide tubes. During tunnel construction, the broken and weak bottom layer is prone to collapse, structural sections, and difficulties in the construction of advance anchor rods after hollowing out. The combination of the small advance guide tubes and the steel arch frame can enhance the stability of the tunnel surrounding rock; a number of steps are arranged on the rock layer, and the steps are all provided with initial section support for stabilizing the steps.
[0012] Furthermore, concrete is poured into the advance small duct, and grouting into the advance small duct can ensure that the tunnel face will not experience landslides, quicksand, etc.; the parameters of the advance small duct are Φ42×3.5, length 4.5m, ring spacing 0.4m, inclination 45˚, and longitudinal distance 1.5m.
[0013] Furthermore, the steel arch frame is built on the upper end of the outer contour of the tunnel and is provided with a slot for placing an advance small guide tube. In broken and soft strata, tunnel construction often faces risks such as cave-in and unstable structural sections. The use of an advance small guide tube can detect and deal with these potential unstable factors in advance, while the steel arch frame provides physical support to prevent or slow down the loosening and collapse of the surrounding rock. Installing the advance small guide tube in the slot designed for the steel arch frame not only simplifies the construction process, but also enhances the safety and efficiency of the construction.
[0014] Furthermore, the initial section support includes a steel mesh laid on the steps, sprayed concrete poured on the steel mesh, a number of anchor rods with one end arranged in the sprayed concrete and the other end fixed in the surrounding rock and soil, and an I-beam steel support horizontally built on the side of the steps; two locking anchor rods are provided at the joints of the I-beam steel supports between different sections; the initial section support can support and stabilize the steps.
[0015] Furthermore, the step length is 0.6m~1.2m; the I-beam steel support is a 25b I-beam steel support; the locking foot anchor rod is a φ42 hot-rolled seamless steel pipe with a length of 3.5m.
[0016] Furthermore, the inner periphery of the receiving well is provided with a full circle of ground-connected walls reaching directly to the bottom of the receiving well, and the upper end of the inner periphery is provided with a full circle of ring beams; the ground-connected walls are the key supporting structures in the receiving well, which help to disperse soil pressure and prevent direct pressure of the surrounding soil on the well wall; the ring beams, as the lateral supporting elements of the receiving well, help to evenly distribute the load of the well wall to the entire well body, reducing cracks and damage caused by uneven ground settlement; but when pouring concrete in the greenhouse pipe at the upper end of the outer contour of the tunnel, it is necessary to chisel out the ground-connected walls and ring beams of the receiving well close to the tunnel to provide the required space for concrete pouring, reduce the difficulty of construction, and at the same time ensure the integrity and safety of the poured concrete.
[0017] In summary, the utility model mainly has the following beneficial effects:
[0018] The utility model pre-reinforces the rock layer obstacle clearing area on the receiving well side by setting MJS piles and a large pipe shed and pouring concrete on the large pipe shed to form an inner lining wall. After the tunnel portal is broken, mechanical dark excavation and rock breaking excavation can be carried out to complete the obstacle clearing in the rock layer area. Then, cement mortar is backfilled in the dark excavated tunnel, which can facilitate the secondary excavation of the receiving well by the pipe jacking machine to complete the receiving. BRIEF DESCRIPTION OF THE DRAWINGS
[0019] Figure 1 It is a schematic diagram of an I-beam arch protection for a tunnel opening of the utility model.
[0020] Figure 2 yes Figure 1 Enlarged schematic diagram at point A in the middle.
[0021] Figure 3 yes Figure 1 Enlarged schematic diagram of point B in the middle.
[0022] Figure 4 It is a schematic diagram of upper and lower step supports of the utility model.
[0023] Figure 5 It is a side view of the large pipe shed enclosure for a tunnel opening of the utility model. DETAILED DESCRIPTION
[0024] The following will be combined with the drawings in the embodiments of the utility model to clearly and completely describe the technical solutions in the embodiments of the utility model. Obviously, the described embodiments are part of the embodiments of the utility model, not all of them. Based on the embodiments of the utility model, other embodiments obtained by ordinary technicians in this field without creative work should all fall within the protection scope of the utility model.
[0025] refer to Figures 1 to 3 The present embodiment provides a mechanical advance obstacle clearing enclosure structure for the side of a jacking pipe receiving shaft, which is suitable for clearing the rock layer 3 in advance so that the jacking pipe of the jacking machine can pass through the rock layer 3 from the tunnel 2 to the receiving shaft 1. The enclosure structure is characterized in that the enclosure structure includes MJS piles 4 arranged vertically and horizontally at the opening of the receiving shaft 1, an I-beam guard arch 5 arranged on the bottom plate 101 of the receiving shaft, and a large pipe shed 6 laid on the upper end of the tunnel outer contour 201; the front end of the large pipe shed 6 is fixed on the I-beam guard arch 5, and the large pipe shed 6 is laid within the range of 110°~130° on the top of the tunnel 2; an inner lining wall 8 is cast on the large pipe shed 6 to maintain its structural stability.
[0026] Preferably, the I-beam guard arch 5 is composed of a plurality of I-beams 501, and the top ends of the plurality of I-beams 501 are connected by a thick steel plate 502; an orifice tube 503 for guiding the large pipe shed 6 is provided on the upper part of the I-beam 501, and a fixing rib 504 for fixing the orifice tube 503 is welded on the I-beam 501; the fixing rib 504 is used as a fixed end of the large pipe shed 6; anchoring steel plates 505 are welded and fixed at both bottom ends of the I-beam 501; bolt holes 507 are provided on the anchoring steel plates 505, and steel bars 506 are provided on the anchoring steel plates 505 that penetrate the bolt holes 507 and are implanted in the bottom plate 101 of the receiving well.
[0027] Preferably, the fixed rib 504 is a ø16mm fixed rib; the orifice tube 503 is a ø127mm×5mm orifice tube; the I-beam 501 is two I16 I-beams; the thick steel plate 502 is a 16mm thick steel plate; the anchor steel plate 505 is a 14mm anchor steel plate; and the steel bar 506 is a ø16mm steel bar.
[0028] Preferably, the MJS pile 4 is a φ2200@1600MJS pile; the MJS pile 4 vertically penetrates no less than 0.2m below the top of the rock layer 3 and has a horizontal width of 2~2.5m; a cement mixing pile is arranged at the exit of the receiving well 1; the MJS pile 4 overlaps the cement mixing pile reinforcement section arranged at the exit of the receiving well 1 by 500~700mm; the MJS method is also called the all-round high-pressure jet grouting method, which can carry out all-round high-pressure jet grouting construction, with guaranteed ultra-deep construction, less mud pollution, high degree of mechanization, small construction site occupation and good environmental protection. The cast MJS pile 4 has the advantages of large pile diameter and good pile body quality.
[0029] Preferably, a plurality of advance small ducts 7 are provided at the upper end of the tunnel outer contour 201, and a steel arch frame 9 for supporting the advance small ducts 7 is provided at the advance small ducts 7. During tunnel construction, the broken and weak bottom layer is prone to collapse, structural cross-sections, and difficulties in advance anchor construction after hollowing out. The use of the advance small ducts 7 and the steel arch frame 9 can enhance the stability of the surrounding rock of the tunnel 2; a plurality of steps 10 are provided on the rock layer 3, and the steps 10 are provided with initial section supports 11 for stabilizing the steps 10.
[0030] Preferably, concrete is poured into the advance small conduit 7, and grouting into the advance small conduit 7 can ensure that the tunnel 2 will not experience landslides, quicksand, etc.; the parameters of the advance small conduit 7 are Φ42×3.5, length 4.5m, ring spacing 0.4m, inclination 45˚, and longitudinal distance 1.5m.
[0031] Preferably, the steel arch frame 9 is built on the upper end of the tunnel outer contour 201 and is provided with a slot for placing the advance small guide tube 7; in broken and soft strata, the construction of the tunnel 1 often faces risks such as collapse and unstable structural sections. The use of the advance small guide tube 7 can detect and deal with these potential unstable factors in advance, and the steel arch frame 9 provides physical support to prevent or slow down the loosening and collapse of the surrounding rock. Installing the advance small guide tube 7 in the slot designed for the steel arch frame 9 not only simplifies the construction process, but also enhances the safety and efficiency of the construction.
[0032] Preferably, the initial section support 11 includes a steel mesh 111 laid on the step 10, sprayed concrete 112 poured on the steel mesh 111, a plurality of anchor rods 113 with one end arranged in the sprayed concrete 112 and the other end fixed in the surrounding rock and soil, and an I-beam steel support 114 horizontally built on the side of the step 10; two locking anchor rods 115 are provided at the joints of the I-beam steel supports 114 between different sections; the initial section support 11 can support and stabilize the step 10.
[0033] Preferably, the step 10 is 0.6m to 1.2m in length; the I-beam steel support 114 is a 25b I-beam steel support; and the locking foot anchor rod 113 is a φ42 hot-rolled seamless steel pipe with a length of 3.5m.
[0034] Preferably, the inner periphery of the receiving well 1 is provided with a full circle of ground-connected walls 102 directly reaching the receiving well bottom plate 101, and the upper end of the inner periphery is provided with a full circle of ring beams 103; the ground-connected walls 102 are the key supporting structures in the receiving well 1, which help to disperse the soil pressure and prevent the direct pressure of the surrounding soil on the well wall, and the ring beams 103, as the lateral supporting elements of the receiving well 1, help to evenly distribute the load of the well wall to the entire well body, and reduce cracks and damage caused by uneven ground settlement; however, when pouring concrete in the greenhouse pipe at the upper end of the tunnel outer contour 201, it is necessary to chisel out the ground-connected walls 102 and ring beams 103 of the receiving well 1 close to the tunnel 2 to provide the required space for concrete pouring, reduce the difficulty of construction, and at the same time ensure the integrity and safety of the poured concrete. Example
[0035] In this embodiment, the following steps are used for construction:
[0036] S1: Identify gas and other pipelines through manual excavation exposure and precision exploration technology;
[0037] S2: φ2200@1600 MJS piles 4 are poured horizontally and vertically on the side of the receiving well 1 close to the tunnel 2 to reinforce the rock and soil on this side. Gas pipelines and other pipelines should be avoided during pouring. The MJS piles 4 overlap the cement mixing pile reinforcement section set at the exit of the receiving well 1 by 600mm, and vertically penetrate 0.2m below the rock layer 3, with a horizontal width of 2.5m;
[0038] S3: Use two I16 I-beams 501 to build an arch-shaped I-beam guard arch 5 at the tunnel opening 202 in the receiving shaft 1. The top is connected by a 16mm thick steel plate 502. The bottom ends of the two I16 I-beams 501 are anchored on the receiving shaft bottom plate 101 through 14mm anchor plates 505. The 14mm anchor plates 505 are implanted into the receiving shaft bottom plate 101 through ø16mm steel bars 506 and fixed. The orifice pipe 503 is fixed according to the design. The angle of the position is buried, and then ø16mm fixing ribs 504 are welded at the contact position between the orifice pipe 503 and the two I16-type I-beams 501 to fix them, and the two ends of the orifice pipe 503 are sealed, one end of the large pipe shed 6 is fixed on the ø16mm fixing ribs 504, and the other end is laid on the 120° range of the tunnel top. After the construction is completed, the ground-connected wall 102 and the ring beam 103 of the receiving shaft 1 close to the tunnel opening 202 are chiseled out, and then concrete is poured to form the lining wall 8;
[0039] S4: After the strength of the concrete-cast lining wall 8 reaches the designed strength, the tunnel portal 201 is removed, the steel arch frame 9 is built, and then several advance small conduits 7 with a diameter of Φ42×3.5, a length of 4.5m, a ring distance of 0.4m, an inclination of 45˚, and a longitudinal distance of 1.5m are inserted from the notches of the steel arch frame 9 and fixed on the top of the tunnel outer contour 202, and concrete is injected into the advance small conduits 7;
[0040] S5: After the concrete strength in the small leading pipe reaches the design requirement, select the corresponding excavation machinery according to the strength of the rock layer 3 to carry out the step 10 excavation operation from top to bottom; first excavate the first step 10, lay the steel mesh 111 after excavation, and pour the shotcrete 112, set one end of the anchor rod 113 in the shotcrete 112, and fix the other end in the surrounding rock and soil, and then build a 25b I-beam steel support 114 for enclosure to form the initial support 11 of the section, and also set two locking foot anchor rods 115 at the joints of the 25b I-beam steel support 124 between different sections, and the anchor rod 113 is a φ42 hot-rolled seamless steel pipe with a length of 3.5m;
[0041] S6: Repeat S5 until the rock layer 3 in the clearing area is cleared, and finally backfill with soil and grouting mortar, seal the cavern, and wait for the jacking pipe to be pushed in.
[0042] The embodiments described above are merely descriptions of preferred implementation modes of the present invention, and are not intended to limit the scope of the present invention. Without departing from the design spirit of the present invention, ordinary technicians in this field may make various modifications and improvements to the technical solutions of the present invention, which shall all fall within the scope of protection determined by the claims of the present invention.
Claims
1. A mechanical advance obstacle clearing enclosure structure for a jacking pipe receiving well, suitable for clearing rock layers in advance so that the jacking pipe of a jacking machine can pass through the rock layer (3) from a tunnel (2) to a receiving well (1), characterized in that: The enclosure structure comprises an MJS pile (4) arranged vertically and horizontally at the opening of a receiving shaft (1), an I-shaped steel arch (5) arranged on a receiving shaft bottom plate (101), and a large pipe shed (6) laid on the upper end of a tunnel outer contour (201); the front end of the large pipe shed (6) is fixed on the I-shaped steel arch (5), and the large pipe shed (6) is laid within a range of 110° to 130° of the tunnel top (2); and an inner lining wall (8) is cast on the large pipe shed (6) to maintain its structural stability.
2. The enclosure structure for mechanical advance obstacle removal on the side of the jacking pipe receiving well according to claim 1 is characterized in that: The I-beam guard arch (5) is composed of a plurality of I-beams (501), the top ends of the plurality of I-beams (501) being connected by thick steel plates (502); an orifice tube (503) for guiding a large pipe shed (6) is arranged on the upper portion of the I-beam (501), and a fixing rib (504) for fixing the orifice tube (503) is welded on the I-beam (501); the fixing rib (504) is used as a fixing end of the large pipe shed (6); anchoring steel plates (505) are welded and fixed to both bottom ends of the I-beam (501); bolt holes (507) are arranged on the anchoring steel plates (505), and steel bars (506) are arranged on the anchoring steel plates (505) and penetrate the bolt holes (507) and are implanted in the bottom plate (101) of the receiving well.
3. The enclosure structure for mechanical advance obstacle clearing on the side of a jacking pipe receiving well according to claim 2 is characterized in that: The fixing rib (504) is a ø16 mm fixing rib; the orifice tube (503) is a ø127 mm×5 mm orifice tube; the I-beam (501) is two I16-type I-beams; the thick steel plate (502) is a 16 mm thick steel plate; the anchoring steel plate (505) is a 14 mm anchoring steel plate; and the steel bar (506) is a ø16 mm steel bar.
4. The enclosure structure for mechanical advance obstacle clearing on the side of a jacking pipe receiving well according to claim 1 is characterized in that: The MJS pile (4) is a φ2200@1600 MJS pile; the MJS pile (4) vertically penetrates below the top of the rock layer (3) by no less than 0.2 m and has a horizontal width of 2 to 2.5 m; a cement mixing pile is arranged at the exit of the receiving well (1); the MJS pile (4) overlaps the cement mixing pile reinforcement section arranged at the exit of the receiving well (1) by 500 to 700 mm.
5. The enclosure structure for mechanical advance obstacle clearing on the side of a jacking pipe receiving well according to claim 1 is characterized in that: A plurality of small advance guide tubes (7) are arranged at the upper end of the tunnel outer contour (201), and a steel arch frame (9) for supporting the small advance guide tubes (7) is arranged at the small advance guide tubes (7); a plurality of steps (10) are arranged on the rock layer (3), and each of the steps (10) is provided with a section initial support (11) for stabilizing the steps (10).
6. The enclosure structure for mechanical advance obstacle clearing on the side of the jacking pipe receiving well according to claim 5 is characterized in that: Concrete is poured in the advance small conduit (7); the parameters of the advance small conduit (7) are Φ42×3.5, a length of 4.5 m, a ring distance of 0.4 m, an inclination of 45°, and a longitudinal distance of 1.5 m.
7. The enclosure structure for mechanical advance obstacle clearing on the side of a jacking pipe receiving well according to claim 5 is characterized in that: The steel arch frame (9) is built on the upper end of the tunnel outer contour (201) and is provided with a notch for accommodating the advance small guide tube (7).
8. The enclosure structure for mechanical advance obstacle clearing on the side of a jacking pipe receiving well according to claim 5 is characterized in that: The cross-section initial support (11) comprises a steel mesh (111) laid on the step (10), sprayed concrete (112) poured on the steel mesh (111), a plurality of anchor rods (113) with one end disposed in the sprayed concrete (112) and the other end fixed in the surrounding rock and soil, and an I-beam steel support (114) horizontally built on the side of the step (10); two locking anchor rods (115) are provided at the joints of the I-beam steel support (114) between different sections.
9. The enclosure structure for mechanical advance obstacle clearing on the side of the jacking pipe receiving well according to claim 8 is characterized in that: The step (10) has a length of 0.6 m to 1.2 m; the I-beam steel support (114) is a 25b I-beam steel support; the locking foot anchor rod (115) is a φ42 hot-rolled seamless steel pipe with a length of 3.5 m.
10. The enclosure structure for mechanical advance obstacle clearing at the side of a jacking pipe receiving well according to claim 1 is characterized in that: The inner periphery of the receiving well (1) is provided with a full circle of ground-connected walls (102) that directly reach the bottom of the receiving well (1), and the upper end of the inner periphery is provided with a full circle of ring beams (103).