A tunnel invert foundation reinforcement component and construction method

Abstract

The invention relates to the technical field of tunnel invert foundation, and in particular to a tunnel invert foundation reinforcement component, comprising an invert formwork; further comprising a casting reinforcement component and an auxiliary component, wherein the top of the invert formwork is movably connected with the casting reinforcement component, and the bottom end of the invert formwork is bolted with the auxiliary component, and the casting reinforcement component comprises a limiting plate, which is movably installed at the front and rear ends of the invert formwork, and a reinforcing rod is movably installed between the limiting plates, and the top of the reinforcing rod is movably connected with the invert belly formwork, and the invert belly formwork is arranged between the limiting plates; the invention improves the casting efficiency of cement slurry by arranging the limiting plates, and the reinforcing rod and the invert belly formwork effectively support the pressure of the tunnel invert, prevents the tunnel from being deformed and damaged due to excessive force, and improves the overall stability of the tunnel; and at the same time greatly improves the bearing capacity of the foundation, ensures that the tunnel can withstand greater traffic loads and mountain pressure, and ensures the safe use of the tunnel.

Description

Technical Field

[0001] The invention relates to the technical field of tunnel invert foundation, and in particular to a tunnel invert foundation reinforcement component and a construction method. Background Art

[0002] During tunnel construction, since tunnels need to withstand multiple vertical loads such as tunnel lining, train (vehicle load for highway tunnels), mountain pressure, and horizontal forces generated by the lateral pressure of the mountain, it is necessary to set up tunnel inverts so that the foundation soil can withstand the pressure, prevent uneven settlement and structural cracking at the bottom of the tunnel, and prevent lateral deformation and twisting of the tunnel.

[0003] The existing tunnel invert foundation has insufficient bearing capacity. After long-term use, the probability of tunnel deformation or damage increases, which reduces the service life of the tunnel and increases the frequency of maintenance and replacement. At the same time, if the foundation is unstable during the construction of the invert, its construction efficiency will be reduced.

[0004] Therefore, in order to address the problem that after long-term use, the probability of deformation or damage of the tunnel increases, the service life of the tunnel is reduced, and the frequency of maintenance and replacement is increased, a tunnel invert foundation reinforcement component and construction method can be designed. Summary of the invention

[0005] In order to overcome the problem that after long-term use, the probability of tunnel deformation or damage increases, which reduces the service life of the tunnel and increases the frequency of maintenance and replacement.

[0006] The technical solution of the present invention is: a tunnel invert arch foundation reinforcement component and construction method, including an invert arch formwork; also including a casting reinforcement component and an auxiliary component, the top of the invert arch formwork is movably connected with the casting reinforcement component, the bottom end of the invert arch formwork is bolted with the auxiliary component, the casting reinforcement component includes a limit plate, the limit plate is movably installed at the front and rear ends of the invert arch formwork, reinforcing rods are movably installed between the limit plates, the top of the reinforcing rods is movably connected with the invert arch belly formwork, and the invert arch belly formwork is arranged between the limit plates.

[0007] Preferably, a filling formwork is installed between the limiting plates, and the filling formwork is relatively arranged on both sides of the inverted arch web formwork, and a casting plate is arranged inside the filling formwork.

[0008] Preferably, the auxiliary component includes a mounting plate, which is arranged at the bottom ends of the left and right sides of the arch formwork, a reinforcement pile is installed in the middle position of the bottom end of the mounting plate, and a reinforcement frame is connected to the bottom end of the mounting plate relative to the bolts.

[0009] Preferably, a clamping groove is provided in the middle position inside the reinforcement frame 1, and the reinforcement pile 1 is arranged in the clamping groove, and a fixing screw is threadedly connected between the mounting plate and the reinforcement frame 1.

[0010] Preferably, a bracket is provided at the bottom end of the inverted arch formwork, and a second reinforcement pile is installed at the middle position of the bottom end of the bracket.

[0011] Preferably, a second reinforcement frame is provided below the inverted arch formwork, and the second reinforcement frame is arranged between the first reinforcement frames. A slot is provided in the middle position inside the second reinforcement frame, and the second reinforcement pile is arranged in the slot.

[0012] A method for constructing a tunnel invert foundation reinforcement assembly includes the tunnel invert foundation reinforcement assembly as described above, and the steps are as follows:

[0013] The first step is to level the construction area of ​​the tunnel invert foundation to ensure the flatness of the construction site, and use a total station and a level to measure and lay out the positions of reinforcement frame 1 and reinforcement frame 2;

[0014] The second step is to press the reinforcement frame 1 and the reinforcement frame 2 into the soil by a static pile driver. After the pressing is completed, the mounting plate and the bracket are respectively placed on the reinforcement frame 1 and the reinforcement frame 2, so that the reinforcement pile 1 and the reinforcement pile 2 are respectively clamped in the clamping groove and the clamping groove, and the inverted arch formwork and the reinforcement frame 1 are installed by fixing the screw rod, and the inverted arch formwork is installed in the foundation fill at the same time;

[0015] In the third step, the limit plates are installed at the front and rear ends of the invert formwork respectively. According to the design drawings, an impact drill is used to drill holes on the tunnel invert foundation. After the steel bars are bundled, they are installed in the drilled holes. After the installation is completed, the reinforcing rods are installed between the limit plates.

[0016] The fourth step is to lay the geogrid between the inverted arch templates according to the size of the tunnel inverted arch, laying them piece by piece from one side of the tunnel to the other side, with overlapping connection between adjacent geogrids. After the geogrid is laid, a crushed stone cushion is laid on top, and after laying, a vibratory roller is used to compact it;

[0017] The fifth step is to lay the inverted arch web formwork on the reinforcing rod. After laying, pour cement slurry between the inverted arch formwork until the slurry overflows from the exhaust overflow hose contained in the inverted arch formwork. After the concrete slurry solidifies, remove the limit plate and the inverted arch web formwork.

[0018] Preferably, the cement slurry is grouted once, twice and supplementally. The pressure of the first grouting is 0.5-1MPa, the water-cement ratio is 0.5:1, and the grouting is stopped after the cement slurry overflows the exhaust overflow hose; the pressure of the second grouting is 1.5MPa, the water-cement ratio is 0.7:1, and the grouting is stopped when the grouting pressure reaches 0.8-1.0MPa.

[0019] Preferably, the pile driving speed is 1-2 m / min. During the compaction process, the light roller performs steady compaction 2-3 times, the heavy roller performs vibration compaction 3-5 times, and the light roller performs static compaction 1-2 times again. The compaction degree is not less than 95%, and the compaction speed is 2-4 km / h.

[0020] The beneficial effects of the present invention are as follows: the efficiency of pouring cement slurry is improved by setting the limit plate, the reinforcing rod and the inverted arch web formwork effectively support the pressure of the tunnel inverted arch, prevent the tunnel from being deformed and damaged due to excessive force, and improve the overall stability of the tunnel; at the same time, the bearing capacity of the foundation is greatly improved, ensuring that the tunnel can withstand greater traffic loads and mountain pressure, and ensuring the safe use of the tunnel. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 What is shown is a first three-dimensional structural schematic diagram of a tunnel invert foundation reinforcement assembly of the present invention;

[0022] Figure 2 What is shown is a schematic diagram of a split three-dimensional structure of a tunnel invert foundation reinforcement assembly of the present invention;

[0023] Figure 3 What is shown is a top-down perspective view of a tunnel invert foundation reinforcement assembly of the present invention;

[0024] Figure 4 What is shown is a schematic diagram of a cross-sectional three-dimensional structure of a tunnel invert foundation reinforcement assembly of the present invention;

[0025] Figure 5 Shown is a schematic diagram of a first three-dimensional structure of a tunnel invert foundation reinforcement assembly installed according to the present invention;

[0026] Figure 6 Shown is a schematic diagram of a second three-dimensional structure for installing a tunnel invert foundation reinforcement component according to the present invention.

[0027] Explanation of the reference numerals: 1. inverted arch formwork; 201. limit plate; 202. reinforcing rod; 203. inverted arch belly formwork; 204. filling formwork; 205. casting plate; 301. mounting plate; 302. reinforcement pile one; 303. reinforcement frame one; 304. snap-in groove; 305. fixing screw; 306. bracket; 307. reinforcement pile two; 308. reinforcement frame two; 309. snap-in groove. DETAILED DESCRIPTION

[0028] The present invention will be further described below in conjunction with the accompanying drawings and embodiments.

[0029] See also Figure 1 - Figure 6The present invention provides an embodiment: a tunnel invert foundation reinforcement component and a construction method, including an invert formwork 1; also including a casting reinforcement component and an auxiliary component, the top of the invert formwork 1 is movably connected with the casting reinforcement component, the bottom end of the invert formwork 1 is bolted with the auxiliary component, the casting reinforcement component includes a limit plate 201, the limit plate 201 is movably installed at the front and rear ends of the invert formwork 1, a reinforcing rod 202 is movably installed between the limit plates 201, the top of the reinforcing rod 202 is movably connected with an invert web formwork 203, and the invert web formwork 203 is arranged between the limit plates 201.

[0030] See also Figure 2 - Figure 4 In this embodiment, a filling formwork 204 is installed between the limiting plates 201 , and the filling formwork 204 is relatively arranged on both sides of the inverted arch web formwork 203 , and a casting plate 205 is arranged inside the filling formwork 204 .

[0031] See also Figure 3 - Figure 6 In this embodiment, the auxiliary component includes a mounting plate 301, the mounting plate 301 is arranged at the bottom ends of the left and right sides of the inverted arch formwork 1, a reinforcement pile 302 is installed at the middle position of the bottom end of the mounting plate 301, and the bottom end of the mounting plate 301 is relatively bolted with a reinforcement frame 303; a clamping groove 304 is opened at the middle position inside the reinforcement frame 303, and the reinforcement pile 302 is arranged in the clamping groove 304, and a fixing screw 305 is relatively threadedly connected between the mounting plate 301 and the reinforcement frame 303; a bracket 306 is arranged at the bottom end of the inverted arch formwork 1, and a reinforcement pile 2 307 is installed at the middle position of the bottom end of the bracket 306; A reinforcement frame 2 308 is provided below the inverted arch formwork 1, and the reinforcement frame 2 308 is provided between the reinforcement frames 1 303, a clamping groove 309 is provided in the middle position inside the reinforcement frame 2 308, and the reinforcement pile 2 307 is provided in the clamping groove 309, and the reinforcement frame 1 303 and the reinforcement frame 2 308 are pressed into the soil by a static pile driver. After the pressing is completed, the mounting plate 301 and the bracket 306 are respectively placed on the reinforcement frame 1 303 and the reinforcement frame 2 308, so that the reinforcement pile 1 302 and the reinforcement pile 2 307 are respectively clamped in the clamping groove 304 and the clamping groove 309, and the inverted arch formwork 1 and the reinforcement frame 1 303 are installed by fixing the screw 305.

[0032] During the work, the tunnel invert foundation construction area is leveled to ensure the flatness of the construction site, and the positions of the reinforcement frame 1 303 and the reinforcement frame 2 308 are measured and laid out using a total station and a level; the reinforcement frame 1 303 and the reinforcement frame 2 308 are pressed into the soil by a static pile driver. After the pressing is completed, the mounting plate 301 and the bracket 306 are placed on the reinforcement frame 1 303 and the reinforcement frame 2 308 respectively, so that the reinforcement pile 1 302 and the reinforcement pile 2 307 are respectively clamped in the clamping groove 304 and the clamping groove 309, and the invert formwork 1 and the reinforcement frame 1 303 are installed by fixing the screw 305, and the invert formwork 1 is installed in the foundation fill at the same time; the limit plates 201 are respectively installed at the front and rear ends of the invert formwork 1, and according to the design drawings, a percussion drill is used to drill holes in the tunnel invert foundation, and the steel bars are installed in the drilled holes after the steel bars are bundled. The installation is completed. After that, the reinforcing rod 202 is installed between the limit plates 201; according to the size of the tunnel invert, the geogrid is laid between the invert formworks 1, and is laid piece by piece from one side of the tunnel to the other side. The adjacent geogrids are overlapped. After the geogrid is laid, a crushed stone cushion is laid upward. After the laying is completed, a vibrating roller is used to compact it. During the compaction process, the light roller is used for steady pressure 2 times, the heavy roller is used for vibration pressure 3 times, and the light roller is used for static pressure 1 time again. The compaction degree is not less than 95%, and the compaction speed is 2km / h; the invert web formwork 203 is laid on the reinforcing rod 202. After the laying is completed, cement slurry is poured between the invert formworks 1 respectively. The first grouting pressure of the cement slurry is 0.5MPa, and the water-cement ratio is 0.5:1; the second grouting pressure is 1.5MPa, and the water-cement ratio is 0.7:1. The grouting pressure reaches 0 .8MPa, stop grouting after the cement slurry overflows the exhaust slurry overflow hose; until the slurry overflows from the exhaust slurry overflow hose contained in itself and the concrete slurry solidifies, remove the limit plate 201 and the arch web formwork 203.

[0033] Through the above steps, the setting of the limit plate 201 improves the pouring efficiency of the cement slurry, and the reinforcing rod 202 and the inverted arch web formwork 203 effectively support the pressure of the tunnel inverted arch, preventing the tunnel from being deformed and damaged due to excessive force, thereby improving the overall stability of the tunnel; at the same time, it ensures that the tunnel can withstand greater traffic loads and mountain pressure, ensuring the safe use of the tunnel; and solves the problem that after long-term use, the probability of deformation or damage of the tunnel increases, the service life of the tunnel is reduced, and the frequency of maintenance and replacement is increased.

[0034] The embodiments of the present invention are described in detail above with reference to the accompanying drawings, but the present invention is not limited to the above embodiments, and various changes can be made within the knowledge scope of those skilled in the art without departing from the spirit of the present invention.

Claims

1. A tunnel invert foundation reinforcement assembly, comprising an invert formwork (1); characterized in that: The invention also comprises a pouring reinforcement component and an auxiliary component, wherein the top of the inverted arch formwork (1) is movably connected to the pouring reinforcement component, and the bottom of the inverted arch formwork (1) is bolted to the auxiliary component, the pouring reinforcement component comprises a limit plate (201), the limit plate (201) is movably mounted at the front and rear ends of the inverted arch formwork (1), a reinforcing rod (202) is movably mounted between the limit plates (201), the top of the reinforcing rod (202) is movably connected to the inverted arch web formwork (203), and the inverted arch web formwork (203) is arranged between the limit plates (201), and the auxiliary component comprises a mounting plate (301), the mounting plate (301) is arranged at the bottom ends of the left and right sides of the inverted arch formwork (1), a reinforcing pile 1 (302) is mounted at the middle position of the bottom end of the mounting plate (301), and the mounting plate (301) is provided with a plurality of reinforcing piles (302). ) are bolted to the bottom ends thereof with a reinforcement frame 1 (303), a clamping groove (304) is provided in the middle position inside the reinforcement frame 1 (303), and a reinforcement pile 1 (302) is arranged in the clamping groove (304), a fixing screw (305) is threadedly connected between the mounting plate (301) and the reinforcement frame 1 (303), a bracket (306) is provided at the bottom end of the inverted arch formwork (1), a reinforcement pile 2 (307) is installed in the middle position of the bottom end of the bracket (306), a reinforcement frame 2 (308) is provided below the inverted arch formwork (1), and the reinforcement frame 2 (308) is arranged between the reinforcement frames 1 (303), a clamping groove (309) is provided in the middle position inside the reinforcement frame 2 (308), and the reinforcement pile 2 (307) is arranged in the clamping groove (309).

2. The tunnel invert foundation reinforcement assembly according to claim 1, characterized in that: A filling formwork (204) is installed between the limiting plates (201), and the filling formwork (204) is relatively arranged on both sides of the inverted arch soffit formwork (203), and a casting plate (205) is arranged inside the filling formwork (204).

3. A method for constructing a tunnel invert foundation reinforcement assembly, characterized in that: The invention comprises a tunnel invert foundation reinforcement assembly according to any one of claims 1 to 2, wherein the steps are as follows: The first step is to level the tunnel invert foundation construction area to ensure the flatness of the construction site, and use a total station and a level to measure and lay out the positions of reinforcement frame 1 (303) and reinforcement frame 2 (308); In the second step, the reinforcement frame 1 (303) and the reinforcement frame 2 (308) are pressed into the soil by a static pile driver. After the pressing is completed, the mounting plate (301) and the bracket (306) are respectively placed on the reinforcement frame 1 (303) and the reinforcement frame 2 (308), so that the reinforcement pile 1 (302) and the reinforcement pile 2 (307) are respectively clamped in the clamping groove (304) and the clamping groove (309), and the inverted arch formwork (1) and the reinforcement frame 1 (303) are installed by fixing the screw rod (305), and the inverted arch formwork (1) is installed in the foundation fill soil; In the third step, the limit plates (201) are respectively installed at the front and rear ends of the inverted arch template (1). According to the design drawings, an impact drill is used to drill holes on the tunnel inverted arch foundation, and the steel bars are bundled and installed in the drilled holes. After the installation is completed, the reinforcing rods (202) are installed between the limit plates (201); Step 4: According to the size of the tunnel invert, geogrids are laid between the invert templates (1), one by one from one side of the tunnel to the other side, with two adjacent geogrids being overlapped and connected. After the geogrids are laid, a crushed stone cushion is laid on top, and after the laying is completed, a vibratory roller is used to compact the geogrids. The fifth step is to lay the inverted arch web formwork (203) on the reinforcing rod (202). After the laying is completed, cement slurry is poured between the inverted arch formwork (1) until the slurry overflows from the exhaust overflow hose contained in the inverted arch formwork. After the concrete slurry solidifies, the limit plate (201) and the inverted arch web formwork (203) are removed.

4. The method for constructing a tunnel invert foundation reinforcement assembly according to claim 3, characterized in that: The cement slurry is grouted once, twice and supplementally. The pressure of the first grouting is 0.5-1MPa, the water-cement ratio is 0.5:1, and the grouting is stopped after the cement slurry overflows the exhaust overflow hose. The pressure of the second grouting is 1.5MPa, the water-cement ratio is 0.7:1, and the grouting is stopped when the grouting pressure reaches 0.8-1.0MPa.

5. The method for constructing a tunnel invert foundation reinforcement assembly according to claim 3, characterized in that: The pile driving speed is 1-2m / min. During the compaction process, the light roller performs steady pressure 2-3 times, the heavy roller performs vibration pressure 3-5 times, and the light roller performs static pressure 1-2 times again. The compaction degree is not less than 95%, and the compaction speed is 2-4km / h.

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