CN110985041A - Construction method for processing sudden surge of separated double-hole tunnel - Google Patents
Construction method for processing sudden surge of separated double-hole tunnel Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
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Abstract
The invention discloses a construction method for treating separate double-hole tunnel inrush by adopting the following technical scheme, which comprises the following steps: s1, determining the position of a surge breach in the follow-up tunnel, and determining the positions of a steel pipe wall before and after the surge breach according to construction requirements. And S2, enabling the front hole to enter the follow-up hole through the associated hole, vertically arranging a steel pipe wall at the set position in front of and behind the surge break, enabling the upper part of the steel pipe wall to be tightly attached to the top wall of the follow-up hole, enabling the left end and the right end of the steel pipe wall to be tightly attached to the left side wall and the right side wall of the follow-up hole, dividing the surge body into a front surge body, a middle surge body and a rear surge body which are independent from front to back, enclosing the surge break and the middle surge body in a closed space, and blocking the middle surge body. When the surge occurs, the breach can be processed, and the construction period can not be delayed due to the surge problem. When the sudden surge is cleared, the safety is good, and the safety of dredging is ensured.
Description
[ technical field ] A method for producing a semiconductor device
The invention belongs to the technical field of tunnel construction, and particularly relates to a construction method for processing surge of a separated double-hole tunnel.
[ background of the invention ]
The tunnel mud burst and water burst are one of the most serious geological disasters of tunnels and underground engineering, and are also research hotspots and key problems in the industry. Due to the variable nature of rock-soil body, the comprehensive action of underground water and surface water and the stress release during tunnel excavation, the underground water in the aquifer overcomes the resistance of a water barrier, a fault, a fissure zone and the like under the action of the head pressure to form the mud burst and water burst geological disaster. In case of a surge accident in tunnel construction, equipment is buried and a tunnel is blocked, so that engineering construction is seriously affected, and a series of problems of difficult construction, high cost, large risk and the like exist in surge breach treatment. After the tunnel mud inrush water occurs, the treatment of the breach inrush body is usually carried out by adopting the following two modes; (1) direct dredging: and dredging after the inrush body is relatively stable, directly removing the siltation in the hole in an excavation and loading mode without taking any protection or reinforcement measures for the breach and the siltation, wherein the method is simple to operate and high in speed, but the safety risk in the dredging process is extremely high, and the risk of inrush again is easy to occur. (2) Reinforcing while dredging: the method is relatively safe and reliable, but each cycle needs to improve the stratum, the dredging progress is slow, and the cost is high. [ summary of the invention ]
The invention aims to provide a construction method for treating the sudden surge of a separated double-hole tunnel, which can treat a breach when the sudden surge occurs and ensure that the construction period is not delayed due to the sudden surge problem. When the sudden surge is cleared, the safety is good, and the safety of dredging is ensured.
The invention adopts the following technical scheme that the construction method is used for processing the surge of the separated double-hole tunnel, one of the double-hole tunnel is a leading hole which is tunneled in advance, the other one of the double-hole tunnel is a following hole which is tunneled subsequently, and the surge occurs in an excavated section of the following hole; the leading holes and the following holes are communicated through the associated holes which are transversely opened, and the associated holes are distributed at intervals along the excavation direction of the tunnel; the construction method comprises the following steps:
step S1, determining the position of the inrush breach in the follow-up hole and determining the position and the number of the steel pipe walls to be constructed, specifically: a steel pipe wall is respectively arranged at the front and the back of the surge breach;
s2, vertically arranging a steel pipe wall at a set position, enabling the upper portion of the steel pipe wall to be tightly attached to the top wall of the follow-up hole, enabling the left end and the right end to be tightly attached to the left side wall and the right side wall of the follow-up hole, dividing the surge body into a front surge body, a middle surge body and a rear surge body which are independent from front to back, enclosing the surge breach and the middle surge body in a closed space, and blocking the surge body in the support.
Further, after step S2, the method further includes the following steps:
and S3, grouting and reinforcing the middle gushing body and a collapsed body above the gushing break port to obtain a reinforced body, setting an excavation contour line on the reinforced body, constructing an advanced large pipe shed around the periphery of the excavation contour line for pre-supporting, and then excavating to be communicated with the front and rear excavated sections through the break port section.
Further, in step S2, the specific construction process is as follows:
and S21, determining the position of the steel pipe wall, and marking on the partition wall adjacent to the advancing hole and the following hole.
And S22, drilling a plurality of transversely-through drill holes from one side in the advance hole to one side in the follow-up hole at the marked position, wherein the drill hole inlet is formed in the side wall in the advance hole, and the drill hole outlet is formed in the side wall in the follow-up hole.
S23, placing a steel pipe in each drilling hole by taking each drilling hole inlet as an inlet until the end part of the steel pipe penetrates out of the drilling hole outlet, penetrates through the follow-up hole to the side wall on the opposite side of the partition wall, and merges into rock; each steel pipe is a hollow pipe with two open ends, and slurry overflow holes communicated with the steel pipe cavity are distributed on the pipe wall.
S24, drilling holes at the inlets of the drill holes for grouting, performing pressure grouting backfilling on the steel pipes, and enabling the grout to flow into the steel pipes along pipe orifices and circulate; the slurry in the pipe overflows from each slurry overflow hole, and is filled between the pipe walls of two adjacent steel pipes, between the pipe walls and the ground, and between the pipe walls and the top wall and the side walls of the tunnel, and is solidified to form the steel pipe wall.
Further, after step S24, the method further includes the following steps:
and S25, checking the wall body reinforcing effect of the steel pipe wall, repeating the step S24 if the strength requirement is not met, and checking the wall body reinforcing effect again after the repetition until the requirement is met.
And S26, removing the inrush body on the outer sides of the two steel pipe walls through the associated holes.
Furthermore, the distance between each steel pipe wall and the outer edge of the burst opening on the same side of the steel pipe wall is not less than 1-1.5 times of the diameter of the follow-up hole.
Further, the arrangement mode of a plurality of steel pipes is as follows: in the vertical direction, a plurality of rows of parallel steel pipes are arranged at intervals, a plurality of steel pipes are arranged at intervals in the same row, and the steel pipes in the upper row and the lower row are arranged in a staggered manner in the two adjacent rows.
Furthermore, the depth of the end part of each steel pipe entering the side wall at the opposite side of the partition wall is 0.5 times of the diameter of the follow-up hole and is not less than 2 m.
Further, the row spacing and the spacing of the steel pipes are both 1.5 m.
Furthermore, the diameter of each steel pipe is not less than 108mm, and the wall thickness is not less than 5 mm.
The invention also discloses a steel pipe wall used in the construction method for treating the separated double-hole tunnel inrush, which comprises a plurality of steel pipes, and the arrangement mode is as follows: in the vertical direction, a plurality of rows of parallel steel pipes are arranged at intervals, a plurality of steel pipes are arranged at intervals in the same row, and in two rows which are adjacent up and down, the steel pipes in the upper and lower rows are arranged in a staggered manner; each steel pipe is a hollow pipe with two open ends, and slurry overflow holes communicated with the steel pipe cavity are distributed on the pipe wall; grouting under pressure in each steel pipe to fill the slurry; and grout overflowed from the grout overflow hole is filled and solidified between two adjacent steel pipes.
The invention has the beneficial effects that: 1. the front hole enters the follow-up hole, the steel pipe walls are arranged in front of and behind the surge burst port to enclose the burst port in an independent space, the steel pipe walls support the medial surge burst body on the inner side, and the two ends clamp the burst port to prevent secondary surge. 2. The steel pipe wall supports the medial gushing protruding body, cuts off the medial gushing body, and ensures that the front gushing protruding body and the rear gushing protruding body can be safely cleared. 3. The steel pipe wall is composed of a plurality of steel pipes in an arrangement mode, construction is rapid, and the structure is firm.
[ description of the drawings ]
FIG. 1 is a schematic view of a construction method of a separated double-hole tunnel piping of the present invention;
FIG. 2 is a schematic structural view of a steel pipe wall;
FIG. 3 is a schematic structural view of a steel pipe;
wherein: 1. firstly, forming a hole; 2. follow-up to the hole; 3. bursting; 4. a forward surge protrusion; 5. a middle surge protrusion; 6. a rear surge body; 7. a steel pipe wall; 7-1. steel tube; 7-2, a grout overflow hole 8 is connected with the hole; a. the solidified slurry.
[ detailed description ] embodiments
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
The embodiment of the invention discloses a construction method for processing surge of a separated double-hole tunnel, wherein one of the double-hole tunnel is a leading hole 1 which is tunneled in advance, the other one of the double-hole tunnel is a following hole 2 which is tunneled later, and the surge occurs in an excavated section in the following hole 2; the leading hole 1 and the following hole 2 are communicated through a plurality of associated holes 8 which are transversely opened, and the associated holes 8 are arranged at intervals along the excavation direction of the tunnel; after the surge occurs at the excavated section of the follow-up hole 2, a large amount of mixture of sludge and water is generated at the position of the break mouth 3, so that the mixture is difficult to remove. The construction method comprises the following steps: s1, determining the position of the inrush breach (3) in the follow-up hole 2, and determining the position and the number of the steel pipe walls 7, specifically: and a steel pipe wall 7 is respectively arranged in front of and behind the surge breach 3.
S2, the front hole 1 enters the follow-up hole 2 through the associated hole 8, a steel pipe wall 7 is vertically arranged at the set position in front of and behind the surge break port 3, the upper portion of the steel pipe wall 7 is tightly attached to the top wall of the follow-up hole 2, the left end and the right end are tightly attached to the left side wall and the right side wall of the follow-up hole 2, the surge body is divided into a front surge body 4, a middle surge body 5 and a rear surge body 6 which are independent from front to back, the surge break port 3 and the middle surge body 5 are enclosed in a closed space, and the middle surge body 5 is blocked and supported. When the steel pipe wall 7 is constructed, the collapse is not required to be waited for and stable, the construction can be directly carried out, the waiting is avoided, and the construction period of the wall surface is prolonged. The thickness of the steel pipe wall 7 is 1.5 times of the tunnel diameter. As shown in fig. 1.
The distance between each steel pipe wall 7 and the outer edge of the burst opening on the same side is not less than 1-1.5 times of the diameter of the follow-up hole. More piping can be located outside the two steel tube walls 7 and can be removed quickly. When dredging, starting from the steel pipe wall 7 far away from the side and facing to the steel pipe wall 7 close to the corresponding side, gradually completing dredging.
In step S2, the specific construction process is as follows:
and S21, determining the position of the steel pipe wall, and marking the partition wall adjacent to the antecedent hole 1 and the follow-up hole 2.
And S22, drilling a plurality of transversely-through drill holes from one side in the prior hole 1 to one side in the follow-up hole 2 at the marked position, wherein the drill hole inlet is formed in the side wall in the prior hole 1, and the drill hole outlet is formed in the side wall in the follow-up hole 2.
S23, placing a steel pipe 7-1 in each drilling hole by taking each drilling hole inlet as an inlet until the end part of the steel pipe 7-1 penetrates out of the drilling hole outlet, penetrates through the follow-up hole 2, reaches the side wall on the opposite side of the partition wall, and merges into rock; each steel pipe 7-1 is a hollow pipe with two open ends, and slurry overflow holes 7-2 communicated with the steel pipe cavity are distributed on the pipe wall; the depth of the end part of each steel pipe 7-1 entering the side wall at the opposite side of the partition wall is 0.5 times of the diameter of the follow-up hole 2 and is not less than 2 m. The row spacing and the spacing of the steel pipes 7 are both 1.5 m. Arranged in a quincunx shape. The steel pipe 7-1 is formed by connecting a plurality of steel pipe bodies, and the steel pipes 7-1 are seamless steel pipes and are connected through screw threads.
S24, opening holes at the drilling inlets for grouting, performing pressure grouting and backfilling in the steel pipes 7-1, wherein the grouting pressure is 1.5-2 Mpa, and the grout flows into the steel pipes 7-1 along the pipe orifices and flows; the grout in the pipe overflows from each grout overflow hole 7-2, is filled between the pipe walls of two adjacent steel pipes 7-1, between the pipe walls and the ground, and between the pipe walls and the top wall and the side walls of the tunnel, and is solidified to form the steel pipe wall 7. The slurry diffusion radius was 2 m.
And S25, checking the wall body reinforcing effect of the steel pipe wall, repeating the step S24 if the strength requirement is not met, checking the wall body reinforcing effect again after the step S24 is repeated until the requirement is met, specifically, carrying out phi 130 core drilling, carrying out compression resistance and shear resistance experiments on the taken core sample, ensuring that the ultimate compression strength is not less than 2.5MPa and the ultimate shear strength is not less than 0.4MPa, and adding a reinforced drill hole for reinforcement if the strength requirement is not met.
Step S26, removing the inrush body on the outer sides of the two steel tube walls 7 through the associated holes 8.
And S3, grouting and reinforcing the surging body close to the corresponding front and rear steel pipe walls 7 and the surged body above the surging breach 3 in the closed space to obtain a reinforced body, setting an excavation contour line on the reinforced body, applying an advanced large pipe shed around the periphery of the excavation contour line for pre-supporting, and then excavating to pass through the breach section and be communicated with the front and rear excavated sections.
The arrangement mode of the steel pipes 7-1 is as follows: in the vertical direction, a plurality of rows of parallel steel pipes 7-1 are arranged at intervals, a plurality of steel pipes 7-1 are arranged at intervals in the same row, and the steel pipes 7-1 in the upper row and the lower row are arranged in a staggered mode in the two adjacent rows. The diameter of each steel pipe is not less than 108mm, and the wall thickness is not less than 5 mm.
The invention also discloses a steel tube wall used in the using method, as shown in fig. 2, the steel tube wall comprises a plurality of steel tubes 7-1, and the arrangement mode is as follows: in the vertical direction, a plurality of rows of parallel steel pipes 7-1 are arranged at intervals, a plurality of steel pipes 7-1 are arranged at intervals in the same row, and the steel pipes 7-1 in the upper row and the lower row are arranged in a staggered manner in the two adjacent rows; as shown in figure 3, each steel pipe 7-1 is a hollow pipe with two open ends, and the pipe wall is distributed with slurry overflow holes 7-2 communicated with the steel pipe cavity; grouting under pressure in each steel pipe 7-1 to fill the grout; the space between two adjacent steel pipes 7-1 is filled with and solidified with the slurry overflowed from the slurry overflow hole 7-2, namely solidified slurry a.
When the method is applied to the actual working condition, the breach can be processed when the surge occurs, and the construction period can not be delayed due to the surge problem. When the sudden surge is cleared, the safety is good, and the safety of dredging is ensured.
Site construction example:
in a certain construction site, the total length of the tunnel is 34.538km, which is the longest mountain railway tunnel under construction at present, the tunnel is embedded 1155m at the maximum, and a single-line electrified railway tunnel with the speed per hour of 140km/h is designed. The tunnel entrance end is constructed by a drilling and blasting method, the construction length is 21.198km, the exit section is mainly constructed by TBM (tunnel boring machine), the length of a TBM construction section is 13.34km, a main tunnel and a horizontal guide are constructed by 1 open type TBM with the diameter of 9.0m respectively, and the distance between the central lines of the two tunnels is 29 m.
And (3) beginning tunneling by using a II line TBM in 11 months in 2017, beginning tunneling by using an I line TBM in 2 months in 2018, wherein the distance difference between the two TBMs before and after tunneling is 1000m, and by 11 months and 1 day in 2018, the II line TBM tunnels to D1K222+846, and the I line TBM tunnels to D1K223+840 by 996 m. In the morning of 11 months and 2 days, water inrush and mud inrush geological disasters occur in a section D1K224+ 200- +230 of a section I where the line I is tunneled, the inrush quantity reaches 26000 square, and the length of the sludge in a hole is about 700 m. In order to ensure quick and safe dredging and timely treat the burst body breach, the tunnel burst is treated by adopting a construction method for treating the separated double-hole tunnel burst, and the specific implementation steps are as follows:
1. detecting a breach boundary:
set up radial ulcerate and visit the hole near I line side wall department on II line, visit hole aperture 90mm, arrange according to 5m interval, according to geological data earlier stage to gush out the breach and prescribe a limit to D1K224+240 ~ D1K224+180 between suddenly, survey according to the principle that two are close to the centre, if can't confirm specific breach edge between two holes, then adopt 2.5 m's interval and survey, judge breach boundary D1K224+222.5 ~ D1K224+185 through the probing mode.
2. Selecting the position of the steel pipe wall:
according to numerical simulation calculation, the tunnel excavation diameter is 9.03m, a 9 m-thick steel pipe wall is arranged at the position D1K224+231.5 close to the opening side of the burst, and a 9 m-thick steel pipe wall is arranged at the position D1K224+176 close to the tunnel face side. The diameter of steel pipe wall use is 108mm, and the wall thickness is 6 mm's seamless steel pipe, arranges according to 1.5m quincunx, lays 4 rows of holes altogether, and 5 holes are arranged to the odd number row, and 4 holes are arranged to the even number row, and 18 holes altogether, trompil, drilling, low tube, slip casting, effect inspection implement as follows:
(1) and (3) installing a drilling orifice pipe, namely marking the drilling and opening position on the side wall of the line II close to the line I by using red paint according to the hole position, after the drilling machine is in place, starting orifice drilling, wherein the orifice adopts a drill bit with the diameter of 150mm, drilling at a low speed to 2.8m, withdrawing the drill and washing the hole, putting the orifice pipe into the hole after the hole is filled with a cement-based anchoring agent, processing the orifice pipe by adopting a seamless steel pipe with the diameter of 130mm and the diameter of 5mm, and winding 50-80 cm long hemp filaments on the outer wall of the orifice pipe to form a spindle shape.
(2) Drilling construction: and (3) starting drilling construction after the hole anchoring agent reaches the preset strength for about 3 hours, drilling holes with the diameter of 130mm, stopping drilling after the hole anchoring agent enters the opposite tunnel bedrock for 5m according to the pre-calculated drilling depth and the actual field drilling condition, performing hole washing operation on the drilled holes by adopting high-pressure air and water, and stopping hole washing when the cleaning liquid is clear water and withdrawing the drill rod.
(3) Constructing a lower steel pipe: and (3) putting a steel pipe 7-1 with phi 108mm and 8mm wall thickness and provided with a grout overflow hole 7-2 into the drilled hole, wherein the joint lengths of the steel pipes are 5m and 4m respectively, putting the steel pipes at intervals, connecting the steel pipe bodies by adopting screw threads, and putting sufficient steel pipes 7-1 into the drilled hole in sequence according to the hole depth.
(4) Grouting construction: after the steel pipe 7-1 is lowered to the bottom of the hole, a flange plate with a corresponding size is arranged on the hole opening pipe of the hole, and the flange plate is connected with a grouting pipe for grouting. And (5) grouting is started. Selecting common cement single-slurry as a grouting material, wherein the slurry ratio is 0.8:1, and the standard of grouting end pressure reaches 2MPa after single-hole grouting is finished;
(5) and finishing the construction of the rest 15-hole steel pipes according to the steps of hole opening, drilling, pipe descending and grouting.
(6) And (4) effect checking: after all the steel pipe holes are constructed according to the requirements of the scheme, judging the reinforcing effect by adopting an inspection hole coring method, drilling 3 coring holes in a region with relatively small grouting amount, wherein the pore diameter of each coring hole is 90mm, and after coring is finished, carrying out compression resistance and shear resistance experiments on the taken core samples, wherein the ultimate compression strength of the three taken core samples is respectively 2.8MPa, 2.6MP and 2.9MP, and the average compression strength is 2.8 MPa; the ultimate shear strength is respectively 0.7MPa, 0.9MPa and 0.6MPa, and the average shear strength is 0.8MPa, which all meet the strength requirement.
(7) And (3) removing the protruded surge bodies on the two sides of the breach: after the steel pipe wall achieves the expected reinforcing effect, personnel and equipment enter the I-line working face from the associated holes 8 at the two sides of the piping body, the piping body is conveyed out of the holes by a slag-tapping mine car through clearing by using a digging machine, the dredging construction is safely and quickly completed at the dredging speed of 15 m/day, and the dredging is carried out to the tail end of the steel pipe wall.
(8) And (3) breach treatment: after the piping outside the two steel pipe walls 7 is cleared, the unfavorable geology on the inner sides of the steel pipe walls above the integrated body and the break mouth is reinforced at the positions of the two steel pipe walls through advanced pre-grouting, 35 advanced large pipe sheds are uniformly arranged along the excavation contour line of the tunnel to form a barrel-shaped reinforcing protection area for the tunnel, and finally, the tunnel is excavated and passed through by adopting a drilling and blasting method.
Claims (10)
1. A construction method for handling sudden surges in a split double-tunnel, characterized in that one of the double-tunnel is a leading tunnel (1) to be tunneled in advance and the other is a following tunnel (2) to be tunneled subsequently, and the sudden surges occur in the excavated section of the following tunnel (2); the construction method comprises the following steps:
s1, determining the position of the inrush breach (3) in the follow-up hole (2), and determining the position and the number of the steel pipe walls (7) to be constructed, specifically: a steel pipe wall (7) is respectively arranged at the front and the back of the surge breach (3);
s2, vertically arranging a steel pipe wall (7) at a set position, closely attaching the upper part of the steel pipe wall (7) to the top wall of the follow-up hole (2), closely attaching the left end and the right end to the left side wall and the right side wall of the follow-up hole (2), dividing the surge body into a front surge body (4), a middle surge body (5) and a rear surge body (6) which are independent from front to back, enclosing the surge breach (3) and the middle surge body (5) in a closed space, and blocking and supporting the middle surge body (5).
2. The construction method for processing the inrush of the separate independent double-hole tunnel according to claim 1, further comprising the following steps after step S2:
and S3, grouting and reinforcing the middle surge body (5) and a collapsed body above the surge breach (3) to obtain a reinforced body, setting an excavation contour line on the reinforced body, constructing an advanced large pipe shed around the excavation contour line for pre-supporting, and then excavating to be communicated with the front and rear excavated sections through the breach sections.
3. The construction method for processing the inrush of the separate type independent double-hole tunnel according to claim 1 or 2, wherein in the step S2, the specific construction process is as follows:
s21, marking the position of a construction steel pipe wall (7) on a partition wall adjacent to the advancing hole (1) and the following hole (2);
s22, drilling a plurality of transversely-through drill holes from one side in the advance hole (1) to one side in the follow-up hole (2) at the marked position, wherein the drill hole inlet is formed in the side wall in the advance hole (1), and the drill hole outlet is formed in the side wall in the follow-up hole (2);
s23, placing a steel pipe (7-1) in each drilling hole by taking each drilling hole inlet as an inlet until the end part of the steel pipe (7-1) penetrates out of the drilling hole outlet, penetrates through the follow-up hole (2) and reaches the side wall on the opposite side of the partition wall, and is merged into rock; each steel pipe (7-1) is a hollow pipe with two open ends, and slurry overflow holes (7-2) communicated with the steel pipe cavity are distributed on the pipe wall;
s24, drilling holes at the inlets of the drill holes for grouting, performing pressure grouting backfilling on the steel pipes (7-1), and enabling the grout to flow into the steel pipes (7-1) along pipe orifices and circulate; the grout in the pipe overflows from each grout overflow hole (7-2), and is filled between the pipe walls of two adjacent steel pipes (7-1), between the pipe wall and the ground, between the pipe wall and the top wall and the side wall of the tunnel hole, and is solidified into the steel pipe wall (7).
4. The construction method for processing the inrush of the separate independent double-hole tunnel according to claim 3, further comprising the following steps after the step S24:
s25, checking the wall body reinforcing effect of the steel pipe wall (7), repeating the step S24 if the strength requirement is not met, and checking the wall body reinforcing effect again after repeating until the requirement is met;
s26, removing the surge bodies on the outer sides of the two steel pipe walls (7) through the associated holes (8).
5. The construction method for treating the sudden surge of the separated independent double-hole tunnel according to claim 4, wherein the distance from the outer edge of the breach at the same side of each steel tube wall (7) to the outer edge of the breach at the same side is not less than 1-1.5 times of the hole diameter of the follow-up hole (2).
6. The construction method for treating the separate type independent double-hole tunnel inrush according to claim 4, wherein the plurality of steel pipes (7-1) are arranged as follows: in the vertical direction, a plurality of rows of parallel steel pipes (7-1) are arranged at intervals, a plurality of steel pipes (7-1) are arranged at intervals in the same row, and the steel pipes (7-1) in the upper row and the lower row are arranged in a staggered manner in the two rows which are adjacent up and down.
7. The construction method for treating the separate type independent double-hole tunnel piping according to claim 6, wherein the depth of the end of each steel pipe (7-1) entering the opposite side wall of the partition wall is 0.5 times of the hole diameter of the follow-up hole (2) and is not less than 2 m.
8. The construction method for treating the sudden surge of the separated type independent double-hole tunnel according to claim 7, wherein the row pitch and the spacing of the steel pipes are both 1.5 m.
9. The construction method for processing the separate type independent double-hole tunnel piping according to the claim 5, 6, 7 or 8, characterized in that the diameter of each steel pipe (7-1) is not less than 108mm and the wall thickness is not less than 5 mm.
10. A steel tube wall as claimed in any one of claims 1 to 9, comprising a plurality of steel tubes (7-1) arranged in the following manner: in the vertical direction, a plurality of rows of parallel steel pipes (7-1) are arranged at intervals, a plurality of steel pipes (7-1) are arranged at intervals in the same row, and the steel pipes (7-1) in the upper row and the lower row are arranged in a staggered manner in the two rows which are adjacent up and down;
each steel pipe (7-1) is a hollow pipe with two open ends, and slurry overflow holes (7-2) communicated with the steel pipe cavity are distributed on the pipe wall; grouting under pressure in each steel pipe (7-1) to fill the slurry; and slurry overflowing from the slurry overflow holes (7-2) is filled and solidified between two adjacent steel pipes (7-1).
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