CN115370381B - Construction method for controlling deformation of lining of existing arch part in tunnel inverted arch replacement construction - Google Patents
Construction method for controlling deformation of lining of existing arch part in tunnel inverted arch replacement construction Download PDFInfo
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- CN115370381B CN115370381B CN202210984323.3A CN202210984323A CN115370381B CN 115370381 B CN115370381 B CN 115370381B CN 202210984323 A CN202210984323 A CN 202210984323A CN 115370381 B CN115370381 B CN 115370381B
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- 238000010276 construction Methods 0.000 title claims abstract description 119
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 190
- 239000010959 steel Substances 0.000 claims abstract description 190
- 239000011435 rock Substances 0.000 claims abstract description 23
- 230000000149 penetrating effect Effects 0.000 claims abstract description 12
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 9
- 230000002787 reinforcement Effects 0.000 claims description 24
- 238000005553 drilling Methods 0.000 claims description 11
- 239000002893 slag Substances 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 4
- 239000000835 fiber Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 2
- 230000002708 enhancing effect Effects 0.000 claims description 2
- 208000037921 secondary disease Diseases 0.000 abstract description 5
- 230000000694 effects Effects 0.000 description 4
- 238000005336 cracking Methods 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The application discloses a tunnel inverted arch detachment and replacement construction method for controlling deformation of an existing arch lining, which comprises the following steps: pretreatment; and (3) construction of the top row steel pipe piles: constructing top steel pipe piles of surrounding rocks obliquely downwards after penetrating existing arch foot linings on two sides of a tunnel according to pile positions of the top steel pipe piles; and (3) construction of a second row of steel pipe piles: constructing a second row of steel pipe piles at pile positions of the second row of steel pipe piles according to the step of construction of the top row of steel pipe piles, and constructing reinforcing ribs for connecting the second row of steel pipe piles into a whole in the lining of the existing arch springing; dismantling and replacing the inverted arch section and replacing inverted arch construction: and (5) constructing and replacing the inverted arch at the original position after the inverted arch section to be disassembled and replaced is disassembled. In the construction method, a foundation of the tunnel lining structure at the upper part of the inverted arch replacement section of the tunnel is formed by utilizing a plurality of rows of steel pipe piles formed by construction so as to bear the existing arch lining structure and surrounding rock load during the inverted arch replacement, so that the settlement deformation and the generated secondary diseases of the arch lining during the inverted arch replacement are avoided, and the economic loss is reduced.
Description
Technical Field
The application relates to the field of mountain tunnels, in particular to a tunnel inverted arch replacement construction method for controlling deformation of an existing arch lining.
Background
At present, the operation mileage of domestic highway and railway tunnels reaches 42000km, and the tunnel is still continuously growing, and during the construction or operation of part of tunnels, the defects of inverted arch bulge, cracking, slurry turning and the like occur due to the reasons of geology, construction quality, repeated load of operation vehicles and the like, so that the tunnel safety operation requirement is not met; or in the construction stage, the constructed part of the inverted arch cannot be carried continuously or the use is influenced due to the construction action of high ground stress or movable faults.
When the tunnel inverted arch is detached and replaced, secondary damages such as deformation and cracking of the secondary lining are easily caused if arch supports are not carried out on the upper lining structure, so that additional economic loss is brought, construction safety risks are caused, and particularly in a high-ground stress section, the load of the surrounding rock transverse main stress on the tunnel supporting structure is large, and the non-looped tunnel supporting structure is extremely easy to crack and deform due to the load.
Disclosure of Invention
The application provides a construction method for controlling deformation of an existing arch lining in tunnel inverted arch replacement construction, which aims to solve the technical problems that secondary lining deformation, cracking and other secondary diseases are easy to cause during tunnel inverted arch replacement, so that additional economic loss is caused, and construction safety risks are caused.
The technical scheme adopted by the application is as follows:
a tunnel inverted arch detachment and replacement construction method for controlling deformation of existing arch lining comprises the following steps: pretreatment: determining the number of reinforced rows of steel pipe piles, the spacing between two adjacent steel pipe piles in the same row, the pile position of each row of steel pipe piles and the length of the steel pipe piles in the inverted arch replacement section range according to the geology of the surrounding rock of the tunnel and the ground stress condition; and (3) construction of the top row steel pipe piles: constructing top steel pipe piles of surrounding rocks obliquely downwards after penetrating existing arch foot linings on two sides of a tunnel according to pile positions of the top steel pipe piles; and (3) construction of a second row of steel pipe piles: constructing a second row of steel pipe piles at pile positions of the second row of steel pipe piles according to the step of construction of the top row of steel pipe piles, and constructing reinforcing ribs for connecting the second row of steel pipe piles into a whole in the lining of the existing arch springing; dismantling and replacing the inverted arch section and replacing inverted arch construction: and removing the inverted arch section to be removed of the inverted arch removing section, and re-constructing and replacing the inverted arch at the original position.
Further, in the step of 'top row steel pipe pile construction', a top row steel pipe pile on one side of a tunnel is firstly constructed, and then a top row steel pipe pile on the other side of the tunnel is constructed; when each side of the top row steel pipe piles are constructed, the pile position holes of the top row steel pipe piles are constructed in a hole-jumping mode.
Further, the construction of the single steel pipe pile in the top row steel pipe pile specifically comprises the following steps: constructing a first section of hole penetrating the existing arch springing lining; a steel sleeve is arranged in the first section hole; constructing a second section of hole which is obliquely downwards driven into the surrounding rock at the bottom of the first section of hole; a steel flower pipe extending into the second section of hole is arranged in the steel sleeve; grouting into the steel flowtube to form an arch springing grouting reinforcement area in surrounding rock.
Further, a first section of holes penetrating the existing arch springing lining are drilled by a water mill drilling machine.
Further, the steel floral tube comprises a floral tube body extending along the axial direction and a reinforcement cage for enhancing the integral structural strength of the steel pipe pile; the part of the flower pipe body positioned in the second section hole is provided with an overflow hole; the reinforcement cage is arranged in the flower tube body along the axial direction.
Further, when a single steel pipe pile in the top row of steel pipe piles is constructed, firstly, a flower pipe body extending into the second section of holes is arranged in the steel sleeve, then a steel reinforcement cage is inserted into the flower pipe body, finally, grouting is carried out in the flower pipe body, and grouting pressure, grouting amount and grouting material are determined according to project requirements and economy.
Further, the step of constructing the second steel pipe pile row specifically includes the following steps: an inner concave groove is cut on the inner wall surface of the existing arch foot lining and is arranged along the length direction of the inverted arch replacement section in an extending mode; fixing steel bars with through holes pre-cut at pile hole positions in the inner digging groove; constructing a second row of steel pipe piles according to the step of 'top row steel pipe pile construction'; welding and fixing the connection position of the steel bar and the steel pipe pile penetrating through the through hole; and (5) adopting high-strength fiber concrete to backfill the inner groove.
Further, if the third row of steel pipe piles is designed, after the step of "second row of steel pipe piles construction", the third row of steel pipe piles construction is performed according to the step of "second row of steel pipe piles construction".
Further, the step of removing and replacing the inverted arch section comprises the following steps: longitudinally and annularly cutting and separating the inverted arch section to be detached and replaced of the circulating section from the arch lining structure; breaking and disassembling the inverted arch section to be disassembled and replaced, and removing slag; and constructing a replacement inverted arch at the position of the inverted arch section to be detached and replaced.
Further, when the inverted arch is detached and replaced with a longer section, the whole formed by the steps of pretreatment, top steel pipe pile construction and second steel pipe pile construction can be inserted in a segmented mode with the step of detachment and replacement of the inverted arch section.
The application has the following beneficial effects:
in the construction method for controlling deformation of the existing arch lining in the construction of the inverted arch of the tunnel, a foundation of the tunnel lining structure at the upper part of the construction inverted arch construction section is formed by utilizing a plurality of rows of steel pipe piles 20 formed in the construction, so that the existing arch lining structure and surrounding rock load during the construction of the inverted arch construction are borne, the settlement deformation of the arch lining and the secondary diseases generated during the construction of the inverted arch are avoided, the economic loss is reduced, and meanwhile, the load borne by the inverted arch is shared by utilizing the reinforcement effect of the arch legs of the constructed plurality of rows of steel pipe piles, so that the integral bearing capacity and the reliability of the structure are improved; in addition, each steel pipe pile that sets up alone of second row is connected into whole through the strengthening rib that is under construction to effectively promote reinforced structure's whole bearing capacity, the structure of formation has effectively controlled the deformation of invert and has torn open the trade period, and can increase the inverted arch and tear open the circulation length who trades the construction open once, and the efficiency of construction is showing and is promoting.
In addition to the objects, features and advantages described above, the present application has other objects, features and advantages. The present application will be described in further detail with reference to the drawings.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. In the drawings:
FIG. 1 is a schematic diagram of a construction method for controlling deformation of an existing arch lining in a tunnel inverted arch replacement construction according to a preferred embodiment of the present application;
FIG. 2 is a side view of FIG. 1;
FIG. 3 is a construction view of nesting details of the reinforcing bars and steel pipe piles of FIG. 1;
FIG. 4 is a schematic view in section A-A of FIG. 3;
fig. 5 is a schematic view of the construction of the reinforcement cage of fig. 3.
Description of the drawings
10. Lining the existing arch springing; 101. inner groove digging; 20. a steel pipe pile; 201. an overflow aperture; 21. a steel floral tube; 211. a flower tube body; 212. a reinforcement cage; 2121. reinforcing steel bars; 2122. a steel ring; 22. a steel sleeve; 30. the inverted arch section is to be detached and replaced; 40. grouting reinforcement areas of arch feet; 50. reinforcing ribs; 51. a steel bar; 60. the existing arch is lined.
Detailed Description
Embodiments of the application are described in detail below with reference to the attached drawing figures, but the application can be practiced in a number of different ways, as defined and covered below.
Referring to fig. 1, a preferred embodiment of the present application provides a method for controlling deformation of an existing arch lining in inverted arch construction of a tunnel, comprising the steps of:
pretreatment: determining the reinforced row number of the steel pipe piles 20, the spacing between two adjacent rows of the steel pipe piles, the spacing between two adjacent steel pipe piles 20 in the same row, the pile position of each row of the steel pipe piles and the length of the steel pipe piles 20 in the inverted arch replacement section range according to the geological and ground stress conditions of the surrounding rock of the tunnel;
and (3) construction of the top row steel pipe piles: constructing top steel pipe piles of surrounding rocks obliquely downwards after penetrating the existing arch foot lining 10 at two sides of the tunnel according to pile positions of the top steel pipe piles;
and (3) construction of a second row of steel pipe piles: constructing a second steel pipe pile row at the pile position of the second steel pipe pile row according to the step of construction of the top steel pipe pile row, and constructing reinforcing ribs 50 for connecting the second steel pipe pile row into a whole in the existing arch liner 10;
the inverted arch segment 30 to be disassembled and replaced is disassembled and replaced for inverted arch construction: the inverted arch section 30 to be disassembled and replaced of the inverted arch disassembly and replacement section is disassembled, and the inverted arch is replaced by being constructed again in the original position.
In the construction method for controlling deformation of the existing arch lining in the construction of the inverted arch of the tunnel, a foundation of the tunnel lining structure at the upper part of the construction inverted arch construction section is formed by utilizing a plurality of rows of steel pipe piles 20 formed in the construction, so that the existing arch lining structure and surrounding rock load during the construction of the inverted arch construction are borne, the settlement deformation of the arch lining and the secondary diseases generated during the construction of the inverted arch are avoided, the economic loss is reduced, and meanwhile, the load borne by the inverted arch is shared by utilizing the reinforcement effect of the arch legs of the constructed plurality of rows of steel pipe piles, so that the integral bearing capacity and the reliability of the structure are improved; in addition, the second row of steel pipe piles 20 which are arranged independently are connected into a whole through the constructed reinforcing ribs 50, so that the whole bearing performance of the reinforcing structure is effectively improved, the formed structure effectively controls deformation during the inverted arch disassembly and replacement, the circulation length of the inverted arch disassembly and replacement construction can be increased, and the construction efficiency is remarkably improved.
Optionally, as shown in fig. 2, each row of the constructed plurality of steel pipe piles 20 is uniformly arranged at intervals along the length direction of the inverted arch section 30 to be disassembled and replaced, uniformly reinforces the arch foot part of the secondary lining, uniformly bears the load of the existing arch lining 60 during the disassembly and replacement of the inverted arch, and more effectively controls the settlement deformation of the existing arch lining structure during the disassembly and replacement of the inverted arch, so as to avoid the occurrence of secondary diseases of the lining. The plurality of steel pipe piles 20 in two adjacent rows of steel pipe pile groups that are under construction are misplaced one by one, avoid the mutual interference on the one hand, and simultaneously along waiting to tear open the more even, closely knit effect of change inverted arch section 30 length direction, further improve effect. In actual design, the number of steel pipe pile rows can be correspondingly adjusted according to the surrounding rock condition of the tunnel so as to control deformation within a specified range, provide conditions for safely carrying out inverted arch long-distance replacement construction (5-10 m), and improve the replacement construction efficiency of the inverted arch disease section of the tunnel.
Alternatively, as shown in fig. 1, the steel pipe pile 20 is driven into the surrounding rock obliquely downwards along an angle of 20-60 degrees with the horizontal plane during construction. The construction type of the large-angle inclined insertion rock mass of the steel pipe pile 20 provides convenience conditions for the construction of the steel pipe pile 20, and further improves the construction efficiency.
Optionally, in the step of "top steel pipe pile construction", a top steel pipe pile on one side of the tunnel is constructed first, and then a top steel pipe pile on the other side of the tunnel is constructed, so that instability of the other opposite side due to complete construction of one side is prevented. When each side of the top row steel pipe piles are constructed, the pile position holes of the top row steel pipe piles are constructed according to the jump holes, namely, firstly, the pile position holes 1, 3, 5, 9 and … … are constructed, and then, the pile position holes 2, 4, 6, 8 and … … are constructed.
Optionally, as shown in fig. 3, the construction of the single steel pipe pile 20 in the top row steel pipe pile specifically includes the following steps:
constructing a first section of hole penetrating the existing arch springing lining 10; preferably, a first section of hole is drilled through the existing footing liner 10 using a hydraulic drill, and the steel sleeve 22 is disposed in cooperation with the first section of hole; in the preferred scheme, the water mill drilling machine is used for carrying out large-pipe diameter drilling on the tunnel lining structure part to form a smooth drilling section, so that uneven hole walls and possible structural cracks generated by conventional impact drilling are avoided, the largest contact surface is provided for the transmission of lining load, the centralized stress generated by uneven contact between the steel sleeve 22 and the drilling hole walls is avoided, the lining structure is cracked or the steel pipe piles are sheared, and meanwhile, the construction efficiency is effectively improved;
a steel sleeve 22 is arranged in the first section hole, the concentrated stress around the drilling hole is eliminated by utilizing the inner hoop action of the steel sleeve 22, and meanwhile, when the steel sleeve 22 is used as a hole wall protection structure of a lining section in the drilling construction of a surrounding rock section of the steel pipe pile, the steel sleeve 22 is also a part of an arch deformation control structure and bears the load of an upper structure together with the steel flower pipe 21;
constructing a second section of hole which is obliquely downwards driven into the surrounding rock at the bottom of the first section of hole; preferably, the second section of hole is a blind hole drilled by common drilling equipment, and the steel floral tube 21 is matched with the second section of hole;
a steel flower pipe 21 extending into the second section of hole is arranged in the steel sleeve 22;
grouting into the steel flowtube 21 to form a toe grouting reinforcement zone 40 in the surrounding rock.
In this alternative, as shown in fig. 4, the steel pipe 21 includes a pipe body 211 extending in the axial direction, and a reinforcement cage 212 for reinforcing the overall structural strength of the steel pipe pile 20. The portion of the tube body 211 located in the second hole is provided with an overflow hole 201. The reinforcement cage 212 is axially disposed in the flower tube body 211. By additionally arranging the reinforcement cage 212 in the conventional steel pipe 21, the two steel pipes form an integral structure after grouting, and the integral structural strength and the shearing resistance of the steel pipe pile 20 are further enhanced. In the preferred embodiment, as shown in fig. 4 and 5, the reinforcement cage 212 includes a plurality of reinforcement bars 2121 disposed at intervals in the circumferential direction and extending in the axial direction, and steel rings 2122 disposed in sequence in the axial direction and simultaneously connecting the plurality of reinforcement bars 2121. The reinforcement cage 212 is simple in structural arrangement, easy to prepare and process, and low in preparation cost.
In this alternative, when a single steel pipe pile 20 in the top-row steel pipe pile is constructed, firstly, a floral tube body 211 extending into the second section hole is installed in the steel sleeve 22, then a reinforcement cage 212 is inserted into the floral tube body 211, and finally, grouting is performed in the floral tube body 211, and grouting pressure, grouting amount and grouting material are determined according to project requirements and economy.
In the construction method, on the basis of the existing conventional steel pipe 21 structure, a steel sleeve 22 is overlapped and nested on the tunnel lining structure section to form a double-layer steel pipe structure, so that the shearing resistance of the steel pipe pile 20 is effectively improved, and the overflow holes 201 pre-drilled on the steel pipe 21 are deep into mortar in the arch rock body to form an arch grouting reinforcement area 40, so that the integrity of surrounding rock of the arch part of the tunnel is further improved, the arch reinforcement structure of the steel pipe pile can bear the load of the existing arch lining structure at the upper part of the tunnel, and the deformation is effectively controlled; in addition, the nested steel pipe formed by the steel sleeve 22 and the steel flower pipe 21 can provide internal support for drilling, avoid stress concentration and increase the shearing resistance of the steel pipe pile arch springing supporting structure; in the construction method, the top steel pipe pile is constructed according to the step of 'top steel pipe pile construction', a first layer of arch deformation control structure is formed, and supporting conditions are provided for subsequent second steel pipe pile groove digging construction.
Optionally, the step of constructing the second steel pipe pile row specifically includes the following steps:
an inner groove 101 which is concave and is arranged along the length direction of the inverted arch replacement section in an extending manner is cut on the inner wall surface of the existing arch foot lining 10; in the alternative scheme, the circumferential width of the inner digging groove 101 is 30cm, the depth is 20cm, and the longitudinal length is consistent with the inverted arch dismounting and changing cycle length;
fixing a steel bar 51 pre-cut with a through hole at a pile hole position in the inner digging groove 101; in the alternative scheme, the steel bar 51 is I-steel, the materials are convenient to obtain, the cost is low, and the web plate of the I-steel is correspondingly provided with a through hole for the steel pipe pile 20 to penetrate through;
constructing a second row of steel pipe piles according to the step of 'top row steel pipe pile construction';
welding and fixing the connection position of the steel bar 51 and the steel pipe pile 20 penetrating through the through hole;
the high-strength fiber concrete is adopted to backfill the inner digging groove 101, so that the second row of steel pipe piles are connected into an integral bearing structure, and the bearing capacity of the integral bearing structure is improved.
Alternatively, if a third row of steel pipe piles is designed, after the step of "second row of steel pipe piles construction", the third row of steel pipe piles construction is performed in accordance with the step of "second row of steel pipe piles construction".
Optionally, the step of removing and replacing the inverted arch segment 30 specifically includes the following steps:
the inverted arch section 30 to be detached and replaced of the circulating section is longitudinally and annularly cut and separated from the lining structure of the arch part;
breaking and disassembling the inverted arch section 30 to be disassembled and cleaning slag; during operation, a gun machine is utilized to break and disassemble a tunnel pavement, the inverted arch is filled into the inverted arch structural layer, and then slag is removed;
a replacement inverted arch is constructed at the location of the inverted arch segment 30 to be replaced. And during operation, after slag removal, binding and welding the inverted arch framework and the steel bars, integrally pouring tunnel inverted arch concrete, and carrying out subsequent inverted arch filling and pavement structural layer construction.
Alternatively, when the inverted arch is removed and replaced with a longer section, the whole of the steps of "pretreatment", "top steel pipe pile construction" and "second steel pipe pile construction" and the step of "removing the inverted arch section 30 to be removed and replacing the inverted arch construction" may be performed in a stepwise manner, but the distance of the separation should be controlled.
In the construction method, when the arch-changing construction operation is performed, the monitoring measurement of the corresponding section is required to be synchronously performed according to the corresponding standard requirement, and the arrangement parameters of the steel pipe piles are adjusted and optimized in time according to the deformation condition.
The above description is only of the preferred embodiments of the present application and is not intended to limit the present application, but various modifications and variations can be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.
Claims (9)
1. The tunnel inverted arch construction existing arch lining deformation control construction method is characterized by comprising the following steps of:
pretreatment: determining the reinforced row number of the steel pipe piles (20), the spacing between two adjacent rows of the steel pipe piles, the spacing between two adjacent steel pipe piles (20) in the same row, the pile position of each row of the steel pipe piles and the length of the steel pipe piles (20) in the inverted arch replacement section range according to the geological and ground stress conditions of the surrounding rock of the tunnel;
and (3) construction of the top row steel pipe piles: constructing top steel pipe piles of surrounding rocks obliquely downwards after penetrating existing arch foot linings (10) on two sides of a tunnel according to pile positions of the top steel pipe piles;
and (3) construction of a second row of steel pipe piles: constructing a second row of steel pipe piles at pile positions of the second row of steel pipe piles according to the step of construction of the top row of steel pipe piles, and constructing reinforcing ribs (50) for connecting the second row of steel pipe piles into a whole in the existing arch springing lining (10);
dismantling and replacing the inverted arch section (30) and replacing inverted arch construction: dismantling the inverted arch section (30) to be dismantled of the inverted arch dismantling section, and re-constructing and replacing the inverted arch at the original position;
the step of constructing the second steel pipe pile row specifically comprises the following steps:
an inner groove (101) which is concave and is arranged along the length direction of the inverted arch replacement section is cut on the inner wall surface of the existing arch foot lining (10); the circumferential width of the inner digging groove (101) is 30cm, the depth is 20cm, and the longitudinal length is consistent with the inverted arch dismounting and changing cycle length;
fixing a steel bar (51) with a through hole pre-cut at the pile hole position in the inner digging groove (101); the steel bar (51) is I-steel, and a through hole for the steel pipe pile (20) to penetrate is correspondingly formed in the web plate of the I-steel;
constructing a second row of steel pipe piles according to the step of 'top row steel pipe pile construction';
welding and fixing the connection position of the steel bar (51) and the steel pipe pile (20) penetrating through the through hole;
and the high-strength fiber concrete is adopted for backfilling the inner digging groove (101), so that the second row of steel pipe piles are connected into an integral bearing structure, and the bearing capacity of the integral bearing structure is improved.
2. The tunnel inverted arch replacement construction existing arch lining deformation control construction method according to claim 1, characterized in that,
in the step of construction of the top steel pipe pile, firstly, constructing the top steel pipe pile on one side of the tunnel, and then constructing the top steel pipe pile on the other side of the tunnel;
when each side of the top row steel pipe piles are constructed, the pile position holes of the top row steel pipe piles are constructed in a hole-jumping mode.
3. The construction method for controlling deformation of the lining of the existing arch portion in the construction of the inverted arch of the tunnel according to claim 2, wherein the construction of the single steel pipe pile (20) in the top row of steel pipe piles comprises the following steps:
constructing a first section of hole penetrating the existing arch springing lining (10);
a steel sleeve (22) is arranged in the first section hole;
constructing a second section of hole which is obliquely downwards driven into the surrounding rock at the bottom of the first section of hole;
a steel flower pipe (21) extending into the second section of hole is arranged in the steel sleeve (22);
grouting into the steel flowtube (21) to form a footing grouting reinforcement area (40) in the surrounding rock.
4. The tunnel inverted arch replacement construction existing arch lining deformation control construction method according to claim 3, characterized in that,
a first section of hole penetrating the existing arch foot lining (10) is drilled by a water mill drilling machine.
5. The tunnel inverted arch replacement construction existing arch lining deformation control construction method according to claim 3, characterized in that,
the steel floral tube (21) comprises a floral tube body (211) which is arranged along the axial direction in an extending way and a reinforcement cage (212) which is used for enhancing the integral structural strength of the steel pipe pile (20);
the part of the flower pipe body (211) positioned in the second section hole is provided with an overflow hole (201);
the reinforcement cage (212) is axially arranged in the flower pipe body (211).
6. The tunnel inverted arch replacement construction existing arch lining deformation control construction method according to claim 5, characterized in that,
when a single steel pipe pile (20) in the top row of steel pipe piles is constructed, firstly, a flower pipe body (211) extending into the second section of holes is arranged in the steel sleeve (22), then, a steel reinforcement cage (212) is arranged in the flower pipe body (211), and finally, grouting is carried out in the flower pipe body (211), and the grouting pressure, the grouting amount and the grouting material are determined according to project requirements and economy.
7. The tunnel inverted arch replacement construction existing arch lining deformation control construction method according to claim 1, characterized in that,
if the third steel pipe pile is designed, after the step of "second steel pipe pile construction", the third steel pipe pile construction is performed according to the step of "second steel pipe pile construction".
8. The tunnel inverted arch replacement construction existing arch lining deformation control construction method according to claim 1, wherein the step of removing and replacing the inverted arch section (30) to be replaced specifically comprises the steps of:
longitudinally and annularly cutting and separating an inverted arch section (30) to be detached and replaced of the circulating section from an arch lining structure;
breaking and disassembling the inverted arch section (30) to be disassembled and replacing and removing slag;
and constructing a replacement inverted arch at the position of the inverted arch section (30) to be replaced.
9. The tunnel inverted arch replacement construction existing arch lining deformation control construction method according to claim 1, characterized in that,
when the inverted arch is detached and replaced with a longer section, the whole formed by the steps of pretreatment, top steel pipe pile construction and second steel pipe pile construction can be inserted in a segmented mode with the step of detachment and replacement of the inverted arch section (30).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210984323.3A CN115370381B (en) | 2022-08-17 | 2022-08-17 | Construction method for controlling deformation of lining of existing arch part in tunnel inverted arch replacement construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
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| CN105781571A (en) * | 2016-03-11 | 2016-07-20 | 中交第二公路工程局有限公司 | Construction method for soft rock deformation tunnel lining support dismantling-replacing arch |
| CN105840209A (en) * | 2016-05-20 | 2016-08-10 | 中铁二十五局集团第工程有限公司 | Construction method for controlling deformation of anchor piles at barrel segment of tunnel |
| CN107642370A (en) * | 2017-10-25 | 2018-01-30 | 中国水利水电第十工程局有限公司 | Tunnel inverted arch repairs secondary lining ruggedized construction and construction method |
| CN111396088A (en) * | 2020-04-14 | 2020-07-10 | 中铁二院工程集团有限责任公司 | Constraint pile, integral structure for controlling deformation of tunnel bottom and construction method |
| CN111577334A (en) * | 2020-05-20 | 2020-08-25 | 招商局重庆交通科研设计院有限公司 | Operating tunnel inverted arch repairing method |
| CN214944285U (en) * | 2021-04-02 | 2021-11-30 | 中铁十五局集团有限公司 | Reinforcing apparatus that tunnel lining invert uplift ftractures |
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| CN105840209A (en) * | 2016-05-20 | 2016-08-10 | 中铁二十五局集团第工程有限公司 | Construction method for controlling deformation of anchor piles at barrel segment of tunnel |
| CN107642370A (en) * | 2017-10-25 | 2018-01-30 | 中国水利水电第十工程局有限公司 | Tunnel inverted arch repairs secondary lining ruggedized construction and construction method |
| CN111396088A (en) * | 2020-04-14 | 2020-07-10 | 中铁二院工程集团有限责任公司 | Constraint pile, integral structure for controlling deformation of tunnel bottom and construction method |
| CN111577334A (en) * | 2020-05-20 | 2020-08-25 | 招商局重庆交通科研设计院有限公司 | Operating tunnel inverted arch repairing method |
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| CN115370381A (en) | 2022-11-22 |
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