Breaking construction method of shield originating well freezing reinforcement tunnel portal

Abstract

The invention discloses a shield originating well freezing reinforcement tunnel portal breaking construction method which comprises the following steps: marking and partitioning a tunnel portal body, dividing the tunnel portal body into a plurality of breaking areas for breaking so as to reduce the breaking difficulty, marking the position of a freezing pipe in each breaking area, forming a peripheral hole in the edge, forming a splitting hole around the marked position of the freezing pipe, and forming a hole in the peripheral hole; therefore, the freezing pipe is protected, the freezing pipe cannot be broken due to drilling, salt water in the freezing pipe is prevented from flowing out, and the breaking effect is improved. Furthermore, all the splitting holes in each breaking area are split synchronously, all the breaking areas can be broken one by one or broken synchronously, the breaking construction efficiency can be effectively improved, and the breaking effect is guaranteed.

Description

Technical Field

[0001] The invention relates to the technical field of shield tunneling construction, and in particular to the breaking of a frozen reinforced tunnel door. Background Art

[0002] The start of shield tunneling is one of the key links in shield construction. In soft and water-rich strata, the freezing method is often used to reinforce the stratum where the starting well is located through freezing pipes. After the freezing method is used to reinforce the stratum, the tunnel gate needs to be broken within the shield excavation surface. The retaining structure at the tunnel gate of the starting well is generally a reinforced concrete underground continuous wall. The existing tunnel gate breaking construction usually uses manual breaking by pneumatic picks, which causes damage to existing freezing pipes within the excavation range, causing salt water leakage in the freezing pipes, thereby causing engineering accidents. In addition, manual pneumatic pick breaking also has problems such as low efficiency and large dust.

[0003] China, with publication number CN104314574A, discloses a portal construction method for a hard rock tunnel. The invention drills holes along the tunnel excavation contour line and uses corresponding drilling external angles. Adjacent holes are interlocked and overlapped with each other, and finally peripheral holes are formed by mutually cutting adjacent holes. Then parallel splitting holes are drilled and cut by a splitting machine. When splitting each excavation block, a splitting force is applied to one of the splitting holes, so that the splitting hole cracks along the splitting surface. After the cracks of adjacent splitting holes are connected, a splitting surface is formed, and the crack width of the splitting surface will continue to widen until the entire excavation block is split and divided.

[0004] However, the construction method provided by the above scheme requires a large number of drillings, which is time-consuming, and the freezing pipes inside the tunnel portal are easily broken due to drilling, causing the brine in the freezing pipes to flow out, resulting in poor breaking effect. At the same time, it is necessary to continuously apply a splitting force to a splitting hole and wait for the crack to widen before breaking the excavation blocks, which is inefficient and has a poor breaking effect.

[0005] Therefore, how to effectively improve the efficiency of breaking the frozen reinforced tunnel door, protect the frozen pipes, and improve the breaking effect has become an urgent problem to be solved in this field. Summary of the invention

[0006] In view of the defects of the prior art, the object of the present invention is to provide a construction method for breaking the frozen reinforcement tunnel door of a shield starting shaft which has high construction efficiency, can protect the frozen pipes from damage and has good breaking effect.

[0007] In order to achieve the above-mentioned purpose, the invention provides a construction method for breaking the frozen reinforced tunnel door of the shield starting shaft, which is used to cooperate with the tunnel door body and the freezing pipe inside the tunnel door body. The tunnel door body includes a ground-connected wall, and the ground-connected wall is composed of a steel protection layer and a concrete layer. The construction method includes:

[0008] S1: Draw lines and divide the tunnel body into zones to form several demolition areas on the tunnel body;

[0009] S2: Mark the position of the freezing pipe on the portal body, and form a corresponding freezing pipe mark in each broken area;

[0010] S3: Drill holes along the excavation contour and marking lines of the portal body to form peripheral holes at the outer edge of each broken area;

[0011] S4: drilling holes around the frozen pipe mark in each breaking area to form splitting holes, wherein the depth of the splitting holes is not greater than the thickness of the concrete layer;

[0012] S5: synchronously splitting all the splitting holes in each broken area, so as to chisel out all the broken areas one by one or synchronously;

[0013] S6: Trim the excavation contour of the portal body.

[0014] Furthermore, evenly marking is performed along the horizontal and vertical directions of the tunnel portal body to form a lattice-shaped breaking area on the tunnel portal body.

[0015] Furthermore, the diameter of the peripheral holes is 20 cm, and the distance between two adjacent peripheral holes is not less than 18 cm.

[0016] Furthermore, the splitting holes are distributed in a plum blossom shape around the freezing pipe mark, and the distance between the splitting holes and the freezing pipe mark is greater than 40 cm.

[0017] Further, in S5, several metal rods of the hydraulic splitter are synchronously inserted into all the splitting holes in one of the breaking areas, so that the splitting columns on the metal rods pop out from the metal rods, and all the splitting holes in the corresponding breaking area are synchronously cracked to chisel out the corresponding breaking area.

[0018] Furthermore, all the broken areas are chiseled out one by one by using a hydraulic splitting machine to chisel out the door opening body.

[0019] Furthermore, the diameter of the cleavage hole is matched with the metal rod, and the length of the metal rod is matched with the depth of the cleavage hole.

[0020] Furthermore, the metal rod is provided with no less than 10 splitting columns, and the splitting columns are ejected one by one from the outer layer to the inner layer along the depth of the splitting hole.

[0021] Furthermore, the hydraulic splitter chisels away all the breaking areas one by one from top to bottom, first from the two sides and then from the middle.

[0022] Furthermore, in S5, all the cleavage holes of all the broken areas are filled with a breaking agent simultaneously, and the breaking agent is waited to expand, so that all the cleavage holes are broken synchronously, so as to synchronously chisel out all the broken areas.

[0023] The shield tunnel starting shaft frozen reinforcement portal breaking construction method provided by the present invention is to mark and zone the portal body, divide the portal body into multiple breaking areas for breaking to reduce the breaking difficulty, mark the position of the frozen pipe in each breaking area, and then open peripheral holes on the edge and open splitting holes around the frozen pipe marks, so as to protect the frozen pipe so that the frozen pipe will not be broken due to drilling, prevent the brine in the frozen pipe from flowing out, and thus improve the breaking effect.

[0024] Furthermore, all the splitting holes in each breaking area are split synchronously, so that all breaking areas can be broken one by one or all breaking areas can be broken synchronously, which can effectively improve the breaking construction efficiency and ensure the breaking effect. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] The present invention is further described below in conjunction with the accompanying drawings and specific embodiments.

[0026] Figure 1 It is a flow chart of the construction method for breaking the frozen reinforced tunnel door of the shield starting shaft in the present invention;

[0027] Figure 2 It is a schematic diagram of the construction of breaking the frozen reinforced tunnel door of the shield starting shaft in the present invention;

[0028] Figure 3 is a cross-sectional view of the tunnel door body in the present invention;

[0029] Figure 4 It is a structural schematic diagram of the hydraulic splitting machine in the present invention.

[0030] Reference numerals:

[0031] 1. Portal body; 11. Ground-connected wall; 12. Steel bar protective layer; 121. Reinforced steel bars; 13. Concrete layer;

[0032] 2. Demolition area; 3. Frozen pipe mark; 4. Peripheral holes; 5. Splitting holes; 6. Excavation contour line; 7. Side wall;

[0033] 8. Hydraulic splitter; 81. Metal rod; 811. Air pipe; 82. Splitting column. DETAILED DESCRIPTION

[0034] In order to make the technical means, creative features, objectives and effects achieved by the present invention easy to understand, the present invention is further explained below with reference to specific diagrams.

[0035] See also Figure 1 and Figure 2, which shows an example of the construction method for breaking the frozen reinforced tunnel gate of the shield starting shaft provided by the present invention.

[0036] As can be seen from the figure, the shield starting shaft frozen reinforcement portal breaking construction method of this example is used to cooperate with the portal body 1 and the freezing pipe inside the portal body 1. The portal body 1 includes a ground-connected wall 11, and the ground-connected wall 11 is composed of a steel protective layer 12 and a concrete layer 13.

[0037] This construction method mainly divides the portal body 1 into multiple breaking areas 2 for breaking to reduce the difficulty of breaking, marks the position of the frozen pipe in each breaking area 2, and then opens peripheral holes 4 on the edge, and opens splitting holes 5 around the frozen pipe markings 3, so as to protect the frozen pipe so that the frozen pipe will not be broken due to drilling, and prevent the brine in the frozen pipe from flowing out, thereby improving the breaking effect.

[0038] Furthermore, all the splitting holes 5 in each breaking area 2 are split synchronously, so that all the breaking areas 2 can be broken one by one or simultaneously, which can effectively improve the breaking construction efficiency and ensure the breaking effect.

[0039] Among them, combined Figure 3 The ground-connected wall 11 of the portal body 1 is composed of a steel protection layer 12 and a concrete layer 13. The steel protection layer 12 is arranged on the inner side of the ground-connected wall 11 and cooperates with the freezing pipe. It has built-in reinforcing steel bars 121. The concrete layer 13 is arranged on the outer side of the ground-connected wall 11. When breaking the portal body 1, the concrete layer 13 needs to be chiseled off, and at the same time, it is necessary to ensure that the freezing pipe will not break during the breaking process.

[0040] Specifically, S1: the tunnel portal body 1 is divided into zones by marking lines, and a plurality of demolished areas 2 are formed on the tunnel portal body 1 .

[0041] Furthermore, lines are evenly drawn along the horizontal and vertical directions of the portal body 1 to form a grid-like breaking area 2 on the portal body 1. Preferably, in this example, 9 breaking areas 2 are formed on the portal body 1 and are distributed in a nine-square grid, so that the distribution area of ​​each breaking area 2 is relatively uniform, so that the freezing pipe can correspond to each breaking area 2 more evenly.

[0042] At the same time, breaking the broken areas 2 one by one can reduce the area of ​​single chiseling, thereby effectively controlling the chiseling quality of each broken area 2.

[0043] Here, when marking and zoning the portal body 1, it is necessary to ensure that the frozen pipe does not correspond to the marked area, that is, the junction of adjacent breaking areas 2, to prevent damage to the frozen pipe when chiseling out the breaking area 2 and ensure the breaking effect.

[0044] S2: Mark the position of the freezing pipe on the portal body 1, and form a corresponding freezing pipe mark 3 in each breaking area 2.

[0045] Specifically, the position corresponding to the freezing pipe is marked on the outside of the concrete layer 13, so that a freezing pipe mark 3 corresponding to the breaking area is formed on each breaking area 2 to protect the freezing pipe, so that when the breaking area 2 is chiseled out, the freezing pipe will not be damaged, and the brine in the freezing pipe can be prevented from flowing out to affect the construction efficiency and breaking effect.

[0046] S3: Drill holes along the excavation contour line 6 and the marking line of the portal body 1 to form peripheral holes 4 at the outer edge of each broken area 2.

[0047] Furthermore, the diameter of the peripheral hole 4 is preferably 20 cm, and the distance between two adjacent peripheral holes 4 is not less than 18 cm, so that the peripheral holes 4 at the outer edge of the broken area 2 can cooperate with each other to ensure the structural integrity of the broken area 2 before chiseling, and it will not be broken due to the opening of the peripheral holes 4. During chiseling, it can also cause rupture as the cracks on the broken area 2 increase, so that the broken area 2 can be chiseled off as a whole to improve the breaking effect.

[0048] At the same time, the peripheral holes 4 on the outer edges of adjacent broken areas 2 can cooperate with each other to loosen the connection between adjacent broken areas 2. Correspondingly, the peripheral holes 4 on the excavation contour line 6 of the portal body 1 can also loosen the connection between the portal body 1 as a whole and the side wall 7, making the portal body 1 easy to be chiseled off, thereby improving construction efficiency.

[0049] S4: drilling holes around the freezing pipe mark 3 in each breaking area 2 to form splitting holes 5, so that the splitting holes 5 are distributed around the freezing pipe mark 3, and the freezing pipe will not be broken due to the opening of the freezing pipe mark 3.

[0050] As a preferred setting scheme, the splitting holes 5 are distributed in a plum blossom shape around the freezing pipe mark 3, and the spacing between the splitting holes 5 and the freezing pipe mark 3 is configured to be greater than 40 cm, the aperture of the splitting holes 5 is configured to be 5 cm, and the spacing between two adjacent splitting holes 5 can be adaptively adjusted according to the strength of the concrete layer 13, preferably configured to be 0.8m~1.2m, so that the splitting holes 5 are used as the chiseling points, and the chiseling points of each breaking area 2 are distributed around the freezing pipe, ensuring that the freezing pipe will not be affected when the splitting holes 5 are split.

[0051] Thus, the cleavage hole 5 is cleaved to generate cracks, which will gradually grow and extend to the peripheral hole 4 at the edge of the broken area 2, thereby cleaving the peripheral hole 4 and chiseling out the broken area 2.

[0052] Combination Figure 3Furthermore, the depth of the splitting hole 5 is not greater than the thickness of the concrete layer 13, so as to prevent the splitting hole 5 from splitting too deep and affecting the steel bar protective layer 12 and the frozen pipe. Preferably, the depth of the splitting hole 5 is equal to the thickness of the concrete layer 13, so that when the splitting hole 5 is split and the breaking area 2 is chiseled out, the concrete layer 13 can be chiseled out, thereby breaking the portal body 1.

[0053] S5: Synchronously cleaving all cleavage holes 5 in each broken region 2, so as to chisel out all broken regions 2 one by one or synchronously.

[0054] In order to improve the demolition effect, in this example, it is preferred to use a hydraulic splitter 8 to chisel away the demolition areas 2 one by one, so as to reduce construction noise, save manpower, and avoid the situation where fragments fall and injure workers when manual labor uses a pneumatic pick to break.

[0055] Specifically, for the chiseling away S51 of the hydraulic splitter 8, the construction method includes:

[0056] Combination Figure 4 , S511: First, a plurality of metal rods 81 of the hydraulic splitting machine 8 are synchronously inserted into all the splitting holes 5 in one of the splitting areas 2 to synchronously split all the splitting holes 5 in the splitting area 2.

[0057] Here, the metal rod 81 is connected to the air pressure valve through the air guide tube 811, and a splitting column 82 is also provided on the metal rod 81, so that after the metal rod 81 is inserted into the splitting hole 5, the air pressure valve is started, and air can be inflated into the metal rod 8 through the air guide tube 811. When the inflation reaches a preset threshold, the splitting column 82 will pop out from the metal rod 81, exert a splitting force on the splitting hole 4, and thus split the splitting hole 4.

[0058] Therefore, when several metal rods 81 are synchronously inserted into all the splitting holes 5 in one of the breaking areas 2, the splitting columns 82 on all the metal rods 81 are synchronously popped out, so that cracks are synchronously generated in all the splitting holes 5 in the breaking area 2, and the cracks generated in the splitting holes 5 at different positions gradually increase along the periphery, thereby quickly extending to all the peripheral holes 4 at the edge of the breaking area 2, so that the peripheral holes 4 are split, so as to quickly chisel out the breaking area 2, thereby improving the breaking efficiency.

[0059] Furthermore, the diameter of the splitting hole 5 is matched with the metal rod 81 , and the length of the metal rod 81 is matched with the depth of the splitting hole 5 , so that the metal rod 81 can stably cooperate with the splitting hole 5 to ensure the chiseling depth and breaking effect.

[0060] At the same time, no less than 10 splitting columns 82 are provided on the metal rod 81, and when the metal rod 81 is inserted into the splitting hole 5, the 10 splitting columns 82 pop out one by one from the outer layer to the inner layer along the depth of the splitting hole 5, so that the splitting hole 5 is split layer by layer from the outer layer to the inner layer, making the splitting hole 5 easier to split, so that the broken area 2 can be quickly chiseled out, thereby improving the construction efficiency.

[0061] Therefore, the portal body 1 is chiseled off in layers to avoid the problem of insufficient overall splitting pressure of the entire portal body 1 and poor splitting effect.

[0062] S512: The hydraulic splitter 8 chisels away all demolition areas 2 one by one from top to bottom, first from the two sides and then from the middle, which can provide a better working space for subsequent demolition construction, and also facilitate the construction personnel to monitor and adjust the demolition process. At the same time, it can also ensure the stability of the tunnel portal body 1, thereby reducing the possibility of deformation and collapse of the tunnel portal body 1.

[0063] Therefore, through the cooperation of several metal rods 81 of the hydraulic splitting machine 8 with all the splitting holes 5 in one of the breaking areas 2, all the splitting holes 5 in the breaking area 2 are split synchronously to quickly chisel out the breaking area 2, and then all the breaking areas 2 are gradually chiseled out by the same method to avoid excessive stress changes caused by one-time large-scale breaking of the tunnel portal body 1, ensure the safety of breaking, and improve the breaking effect.

[0064] As an example, in a specific application process, a metal rod 81 and a splitting column 82 are used in advance to conduct a trial splitting on the splitting hole 5 to determine the model of the splitting column 82, so that the splitting column 82 can be ejected from the metal rod 81 and the maximum force applied to the splitting hole 5 can meet the effective splitting of the splitting hole 5, thereby ensuring the rapid chiseling of the splitting area 2 and ensuring the splitting effect.

[0065] In some embodiments, a breaker may be used to synchronously cleave all the cleavage holes 5 in all the cleavage areas 2, thereby breaking the portal body 1 at one time.

[0066] Specifically, for the chiseling away of the crushing agent S52, the construction method includes:

[0067] S521: preparing a crushing agent and stirring the crushing agent; here, the crushing agent may be composed of a shield stripping agent or a shield mudstone dispersant, etc.

[0068] S522: filling the prepared breaking agent into all the cleavage holes 5 of all the broken areas 2 within ten minutes;

[0069] S523: The breaker is left to stand for 20-30 minutes to wait for the breaker to expand, so that all the splitting holes 5 are broken synchronously, so as to synchronously chisel out all the breaking areas 2 and break the tunnel portal body 1 at one time.

[0070] Thereby, the effective breaking of the cave door body 1 is achieved.

[0071] S6: trimming the excavation contour line 6 of the portal body 1.

[0072] After all the broken areas 2 are chiseled out, they are trimmed using a manual pneumatic pick or a hydraulic impact hammer until the excavation contour line 6 is met.

[0073] The shield starting shaft frozen reinforcement portal breaking construction method provided by the present invention is to mark and zone the portal body 1, and divide the portal body 1 into multiple breaking areas 2 for breaking to reduce the breaking difficulty, mark the position of the frozen pipe in each breaking area 2, and then open peripheral holes 4 on the edge, and open splitting holes 5 around the frozen pipe markings 3, so as to protect the frozen pipe, prevent the frozen pipe from being broken due to drilling, and prevent the brine in the frozen pipe from flowing out, thereby improving the breaking effect.

[0074] Furthermore, all the splitting holes 5 in each breaking area 2 are split synchronously, so that all the breaking areas 2 can be broken one by one or simultaneously, which can effectively improve the breaking construction efficiency and ensure the breaking effect.

[0075] The above shows and describes the basic principles, main features and advantages of the present invention. It should be understood by those skilled in the art that the present invention is not limited to the above embodiments, and the above embodiments and descriptions are only for explaining the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention may have various changes and improvements, which fall within the scope of the present invention to be protected. The scope of protection of the present invention is defined by the attached claims and their equivalents.

Claims

1. A construction method for breaking the frozen reinforced tunnel door of a shield starting shaft, which is used to cooperate with the tunnel door body and the freezing pipe inside the tunnel door body. The tunnel door body includes a ground-connected wall, which is composed of a steel protection layer and a concrete layer, and is characterized in that: The construction method comprises: S1: Draw lines and divide the tunnel body into zones to form several demolition areas on the tunnel body; S2: Mark the position of the freezing pipe on the portal body, and form a corresponding freezing pipe mark in each broken area; S3: Drill holes along the excavation contour and marking lines of the portal body to form peripheral holes at the outer edge of each broken area; S4: drilling holes around the frozen pipe mark in each breaking area to form splitting holes, wherein the depth of the splitting holes is not greater than the thickness of the concrete layer; S5: synchronously splitting all the splitting holes in each broken area, so as to chisel out all the broken areas one by one or synchronously; S6: Trim the excavation contour of the portal body.

2. The shield tunneling starting shaft frozen reinforcement tunnel door breaking construction method according to claim 1 is characterized in that: Lines are evenly drawn along the horizontal and vertical directions of the tunnel portal body to form a grid-like demolition area on the tunnel portal body.

3. The shield tunneling starting shaft frozen reinforcement tunnel door breaking construction method according to claim 1 is characterized in that: The diameter of the peripheral holes is 20 cm, and the distance between two adjacent peripheral holes is not less than 18 cm.

4. The shield tunneling starting shaft frozen reinforcement tunnel door breaking construction method according to claim 1 is characterized in that: The splitting holes are distributed in a plum blossom shape around the freezing pipe markings, and the distance between the splitting holes and the freezing pipe markings is greater than 40 cm.

5. The shield tunneling starting shaft frozen reinforcement tunnel door breaking construction method according to claim 1 is characterized in that: In S5, several metal rods of the hydraulic splitter are synchronously inserted into all the splitting holes in one of the breaking areas, so that the splitting columns on the metal rods pop out from the metal rods, and all the splitting holes in the corresponding breaking area are synchronously split to chisel out the corresponding breaking area.

6. The shield tunnel launch shaft frozen reinforcement tunnel door breaking construction method according to claim 5 is characterized in that: All the broken areas are chiseled out one by one by using a hydraulic splitter to remove the door opening body.

7. The method for breaking the frozen reinforced tunnel door of the shield starting shaft according to claim 5 is characterized in that: The diameter of the cleavage hole is matched with the metal rod, and the length of the metal rod is matched with the depth of the cleavage hole.

8. The method for breaking the frozen reinforced tunnel door of the shield starting shaft according to claim 5 is characterized in that: The metal rod is provided with no less than 10 splitting columns, and the splitting columns are ejected one by one from the outer layer to the inner layer along the depth of the splitting hole.

9. The shield tunneling starting shaft frozen reinforcement tunnel door breaking construction method according to claim 6 is characterized in that: The hydraulic splitter chisels out all the demolition areas one by one from top to bottom, first on both sides and then in the middle.

10. The shield tunnel launch shaft frozen reinforcement tunnel door breaking construction method according to claim 1, characterized in that: In S5, all the cleavage holes of all the broken areas are filled with a breaking agent simultaneously, and the breaking agent is waited to expand, so that all the cleavage holes are broken synchronously, so as to synchronously chisel out all the broken areas.

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