CN111594186A - Tunnel bottom repairing structure of railway expansion rock tunnel - Google Patents
Tunnel bottom repairing structure of railway expansion rock tunnel Download PDFInfo
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- CN111594186A CN111594186A CN202010420798.0A CN202010420798A CN111594186A CN 111594186 A CN111594186 A CN 111594186A CN 202010420798 A CN202010420798 A CN 202010420798A CN 111594186 A CN111594186 A CN 111594186A
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- 239000011435 rock Substances 0.000 title claims abstract description 120
- 238000005266 casting Methods 0.000 claims abstract description 27
- 238000004873 anchoring Methods 0.000 claims abstract description 16
- 230000003014 reinforcing effect Effects 0.000 claims description 76
- 239000004567 concrete Substances 0.000 claims description 53
- 230000002787 reinforcement Effects 0.000 claims description 43
- 239000011159 matrix material Substances 0.000 claims description 35
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 33
- 230000008439 repair process Effects 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 230000007774 longterm Effects 0.000 abstract description 5
- 238000000034 method Methods 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 4
- 230000008961 swelling Effects 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- 230000010354 integration Effects 0.000 description 3
- 238000005728 strengthening Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 239000011083 cement mortar Substances 0.000 description 2
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/01—Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level
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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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F15/00—Methods or devices for placing filling-up materials in underground workings
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Abstract
The embodiment of the application provides structure is restoreed at bottom of tunnel in railway inflation rock tunnel, railway inflation rock tunnel is including the lining cutting that has the inverted arch structure, the inverted arch structure has and tears the district of trading open, have in the country rock of railway inflation rock tunnel bottom with tear the country rock of trading the district intercommunication and trade the district of filling out, the structure is restoreed at the bottom of the tunnel includes: the method comprises the following steps of replacing and filling a foundation surrounding rock, integrally pouring a body and anchoring parts; the basement surrounding rock backfill body is filled in the surrounding rock backfill area; the integrated pouring body is filled in the dismantling and replacing area and is connected with the foundation surrounding rock replacing and filling body; one end of the anchoring piece is connected with the integrated casting body, and the other end of the anchoring piece is at least anchored in a weakly weathered rock body. The tunnel bottom repairing structure provided by the embodiment of the application has enough rigidity and strength to resist the long-term action of external loads such as expansive force of the expansive surrounding rock, and therefore the safe operation of the railway expansive rock tunnel can be ensured.
Description
Technical Field
The invention relates to the field of tunnel lining disease treatment, in particular to a tunnel bottom repairing structure of a railway expansive rock tunnel.
Background
The ballastless track has the characteristics of good rigidity uniformity, strong structural durability, small maintenance workload and the like, so that the ballastless track structure is generally adopted for a tunnel and a tunnel group section with the length exceeding 1km when a railway with the speed of 300km or more is designed.
The ballastless track mainly adopts an integral track bed with a concrete structure as an under-track foundation, and a fastener system of the ballastless track is a main component for adjusting the geometric dimension of the ballastless track, but the ballastless track has higher requirement on geometric precision, the limitation of the ballastless track line adjustment is determined by the limitation of the fastener adjustment amount, when part of tunnels are influenced by factors such as underground water, structural stress, expansive force, construction quality and insufficient structural rigidity, when the supporting capacity of the surrounding rock at the bottom of the tunnel and the supporting resistance of the tunnel bottom structure are not enough to resist deformation generated by the action of external load, the ballastless track in the tunnel is arched upwards, when the height of the upper arch of the ballastless track exceeds the adjustment amount of the fastener, the smoothness of the line cannot be guaranteed, at the moment, the upper arch disease of the ballastless track needs to be specially treated, and otherwise, the operation safety of the train can be endangered.
In the actual engineering, aiming at the insufficient bearing capacity of the foundation caused by factors such as underground water, expansive rocks, structural matching and construction quality, methods such as improving the bearing capacity of surrounding rocks at the bottom, isolating underground water, weakening or eliminating expansive force, strengthening structural design and the like can be adopted for treatment, and 4 types of treatment technologies such as anchoring and grouting integration, light well point precipitation and grouting, bottom replacement technology and foundation replacement and filling are correspondingly arranged in the treatment methods. For the conditions that expansive rocks exist in the basement, the structure is seriously degraded and broken, and the tunnel bottom filling layer and the inverted arch are structurally damaged, the repairing difficulty is higher, a 'bottom changing strengthening' scheme is generally adopted, namely, a longitudinal-transverse beam overhead line is utilized, the damaged structure is integrally dismantled, the rigidity and the strength of the tunnel bottom structure are increased, and the capability of the tunnel bottom structure for resisting the deformation of the upper arch of the surrounding rock is improved.
However, the bottom-changing strengthening scheme in the related art still cannot provide enough rigidity and strength to resist the long-term action of external load, and cannot essentially solve the defect of the ballastless track arching.
Disclosure of Invention
In view of the above, a main object of the embodiments of the present application is to provide a tunnel bottom repairing structure of a railway expansive rock tunnel, which has sufficient rigidity and strength to resist the long-term action of external load.
In order to achieve the above purpose, the technical solution of the embodiment of the present application is implemented as follows:
an embodiment of the application provides at bottom of tunnel restoration structure in railway inflation rock tunnel, railway inflation rock tunnel is including the lining cutting that has the inverted arch structure, the inverted arch structure has and tears the district of trading open, have in the country rock of railway inflation rock tunnel bottom with tear the country rock of trading the district intercommunication and trade the district of filling out, include:
the basement surrounding rock replacing and filling body is filled in the surrounding rock replacing and filling area;
the integrated pouring body is filled in the dismantling and replacing area and is connected with the basement surrounding rock replacing and filling body;
and one end of the anchoring piece is connected with the integrated pouring body, and the other end of the anchoring piece is at least anchored in the weakly weathered rock body.
Further, the integrated pouring body comprises a concrete matrix, and a first reinforcing mesh, a second reinforcing mesh and a plurality of stirrups which are embedded in the concrete matrix;
the first mesh reinforcement is near the top of the concrete matrix, the second mesh reinforcement is near the bottom of the concrete matrix, and a plurality of the stirrups are arranged between the first mesh reinforcement and the second mesh reinforcement to connect the first mesh reinforcement and the second mesh reinforcement.
Further, the first reinforcing mesh comprises two first transverse reinforcing layers and one first longitudinal reinforcing layer, the two first transverse reinforcing layers are arranged at intervals along the height direction of the concrete base body, and the first longitudinal reinforcing layer is arranged between the two first transverse reinforcing layers and connected with the two first transverse reinforcing layers.
Further, the first transverse reinforcing steel bar layer comprises a plurality of first transverse reinforcing steel bars which are arranged at intervals, the diameter range of the first transverse reinforcing steel bars is 22-28 mm, and the distance range between two adjacent first transverse reinforcing steel bars is 100-200 mm; and/or the presence of a gas in the gas,
the first longitudinal reinforcing steel bar layer comprises a plurality of first longitudinal reinforcing steel bars which are arranged at intervals, the diameter range of the first longitudinal reinforcing steel bars is 22-32 mm, and the distance range between every two adjacent first longitudinal reinforcing steel bars is 100-200 mm; and/or the presence of a gas in the gas,
the diameter range of the stirrups is 10 mm-16 mm, the distance range between two adjacent stirrups is 100 mm-200 mm along the transverse direction of the concrete matrix, and the distance range between two adjacent stirrups is 100 mm-200 mm along the longitudinal direction of the concrete matrix.
Further, the bottom wall of the concrete base body is inverted arch-shaped, the second reinforcing mesh comprises a second longitudinal reinforcing layer and a circumferential reinforcing layer connected with the second longitudinal reinforcing layer, the circumferential reinforcing layer is arranged along the circumference of the bottom wall of the concrete base body, and the second longitudinal reinforcing layer is arranged on one side, close to the first reinforcing mesh, of the circumferential reinforcing layer.
Furthermore, the annular reinforcing steel bar layer comprises a plurality of annular reinforcing steel bars arranged at intervals, the diameter range of the annular reinforcing steel bars is 22-28 mm, and the distance range between two adjacent annular reinforcing steel bars is 100-200 mm; and/or the presence of a gas in the gas,
the second longitudinal reinforcing steel bar layer comprises a plurality of second longitudinal reinforcing steel bars which are arranged at intervals, the diameter range of the second longitudinal reinforcing steel bars is 22-32 mm, and the distance range between every two adjacent second longitudinal reinforcing steel bars is 100-200 mm.
Furthermore, the top wall of the basement surrounding rock replacing and filling body is in an inverted arch shape, the bottom wall of the basement surrounding rock replacing and filling body is a plane, and the distance range between the lowest point of the top wall of the basement surrounding rock replacing and filling body and the bottom wall is 500-1000 mm; and/or the presence of a gas in the gas,
the two transverse sides of the surrounding rock filling and replacing area are respectively provided with a side slope, the two transverse sides of the foundation surrounding rock filling and replacing body are respectively provided with an inclined plane which is in contact with the side slopes on the same side, and the ratio of the vertical height to the horizontal width of the inclined plane ranges from 1:0.75 to 1: 1.25.
Further, anchor assembly is the resistance to plucking stock, the resistance to plucking stock includes the body of rod and buries underground four stock reinforcing bars in the body of rod, four the stock reinforcing bar is followed the length direction of the body of rod extends.
Further, the integrated pouring body comprises a concrete matrix, and a first reinforcing mesh, a second reinforcing mesh and a plurality of stirrups which are embedded in the concrete matrix;
the first reinforcing mesh is close to the top of the concrete matrix, the second reinforcing mesh is close to the bottom of the concrete matrix, and a plurality of stirrups are arranged between the first reinforcing mesh and the second reinforcing mesh so as to connect the first reinforcing mesh and the second reinforcing mesh;
the four anchor rod steel bars are connected with the first steel bar mesh.
Further, the length range of the rod body is 8000 mm-10000 mm; and/or the presence of a gas in the gas,
the length of the rod body extending into the weakly weathered rock mass is not less than 5000 mm.
Furthermore, the tunnel bottom repairing structure comprises two anti-pulling anchor rod groups, each anti-pulling anchor rod group comprises a plurality of anti-pulling anchor rods, one of the two anti-pulling anchor rod groups is arranged at one end of the integrated pouring body, and the other of the two anti-pulling anchor rod groups is arranged at the other end of the integrated pouring body along the longitudinal direction of the integrated pouring body.
Furthermore, a plurality of anti-pulling anchor rods in each anti-pulling anchor rod group are arranged in a plurality of rows at intervals along the longitudinal direction of the integrated casting body, and in two adjacent rows of anti-pulling anchor rods, the anti-pulling anchor rods in one row and the anti-pulling anchor rods in the other row are arranged in a staggered mode.
Further, the row spacing range between two adjacent rows of the uplift anchor rods is 500-1500 mm; and/or the presence of a gas in the gas,
in the same row of the uplift anchor rods, the distance between two adjacent uplift anchor rods ranges from 500mm to 1500 mm.
The embodiment of the application provides a structure is restoreed at bottom of tunnel in railway inflation rock tunnel, through trading the filling body with basement surrounding rock and filling in the surrounding rock trades the filling area, with the integration casting body filling in trading the district, and trade the filling body with basement surrounding rock and be connected, and with the one end and the integration casting body connection of anchor assembly, the other end of anchor assembly anchors at least in weak weathering rock mass, can make the structure is restoreed at the bottom of the tunnel can have sufficient rigidity and intensity and resist the long-term effects of external loads such as the expansibility of inflation surrounding rock, and then can guarantee the safe operation in railway inflation rock tunnel.
Drawings
Fig. 1 is a schematic longitudinal cross-sectional view of a bottom structure of a railway expanded rock tunnel according to an embodiment of the present invention, in which the integrated casting body only shows a concrete matrix, and structures such as a first mesh reinforcement, a second mesh reinforcement and a stirrup embedded in the concrete matrix are omitted;
fig. 2 is a schematic view showing the connection between the tunnel bottom repair structure and the lining shown in fig. 1, in which the integrated cast body only shows the concrete matrix, and the structures such as the first mesh reinforcement, the second mesh reinforcement and the stirrups embedded in the concrete matrix are omitted;
FIG. 3 is a schematic view of the reinforcement design of the integrated casting shown in FIG. 2, wherein the concrete matrix is omitted from the integrated casting;
FIG. 4 is a view A-A of FIG. 3;
FIG. 5 is a cross-sectional view of the anchor shown in FIG. 1;
fig. 6 is a schematic view of the arrangement of the anchor shown in fig. 1 in a weakly weathered rock mass.
Reference numerals:
a railway swelling rock tunnel 100; a tunnel bottom repair structure 10; a basement surrounding rock replacement filling body 11; the inclined surface 11 a; an integrated casting body 12; a stirrup 121; a first mesh reinforcement 122; a first transverse rebar 1221; a first longitudinal bar 1222; a second mesh reinforcement 123; circumferential reinforcing steel bars 1231; second longitudinal rebars 1232; a concrete matrix 124; an anchor member 13; a rod body 131; anchor bar reinforcement 132; a hole body 20; a lining 30; an inverted arch structure 31; the replacement area 31 a; an inverted arch primary support 311; an inverted arch 312; an inverted arch filler layer 313; planting ribs 40; crushing surrounding rocks 200; a surrounding rock reclamation area 200 a; weakly weathered rock mass 300.
Detailed Description
It should be noted that, in the present application, technical features in examples and embodiments may be combined with each other without conflict, and the detailed description in the specific embodiment should be understood as an explanation of the gist of the present application and should not be construed as an improper limitation to the present application.
In the description of the present application, a "longitudinal" orientation or positional relationship is based on the orientation or positional relationship shown in fig. 1, and a "transverse" orientation or positional relationship is based on the orientation or positional relationship shown in fig. 2, it being understood that these orientation terms are merely for convenience in describing the present application and for simplicity in description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore should not be considered as limiting upon the present application.
Referring to fig. 1 and 2, the railway expanded rock tunnel 100 includes a lining 30 having an inverted arch structure 31, the inverted arch structure 31 has a dismantling region 31a, and surrounding rock at the bottom of the railway expanded rock tunnel 100 has a surrounding rock replacing and filling region 200a communicated with the dismantling region 31 a. The tunnel bottom repair structure 10 includes: the foundation surrounding rock replacing and filling device comprises a foundation surrounding rock replacing and filling body 11, an integrated pouring body 12 and an anchoring piece 13. The basement surrounding rock backfill 11 is filled in the surrounding rock backfill region 200a, and the integrated casting body 12 is filled in the replacement region 31a and is connected with the basement surrounding rock backfill 11. One end of the anchoring member 13 is connected to the integrated casting body 12 and the other end of the anchoring member 13 is anchored at least in the weakly weathered rock mass 300.
Specifically, referring to fig. 2, the expanded railroad rock tunnel 100 of the present embodiment includes a tunnel body 20 and a lining 30 surrounding the tunnel body 20, wherein, referring to fig. 1, the lining 30 includes an inverted arch structure 31, the inverted arch structure 31 includes an inverted arch primary support 311, an inverted arch 312 and an inverted arch filling layer 313, and the inverted arch primary support 311, the inverted arch 312 and the inverted arch filling layer 313 are sequentially disposed from a side of the inverted arch structure 31 away from the tunnel body 20 to a side of the inverted arch structure 31 close to the tunnel body 20, that is, the lining 30 of the present embodiment is a composite lining. In other embodiments, lining 30 may be a monolithic lining or other type of lining.
The railway expanded rock tunnel 100 described in this embodiment is mainly a railway tunnel affected by expanded rock, the surrounding rock replacement and filling area 200a is mainly an area formed by excavating the broken surrounding rock 200 at the bottom of the railway expanded rock tunnel 100, and the foundation surrounding rock replacement and filling body 11 mainly functions to replace and fill the broken surrounding rock 200 at the bottom of the railway expanded rock tunnel 100, and the broken surrounding rock 200 contains a fault with expansibility, so that after the broken surrounding rock 200 is replaced and filled by replacing and filling body 11 with foundation surrounding rock, the supporting capability of the surrounding rock at the bottom of the railway expanded rock tunnel 100 can be effectively enhanced, the expansive force load is prevented from directly contacting the lining 30, and further, the input of the external load at the bottom of the railway expanded rock tunnel 100 can be reduced. The basement surrounding rock replacement and filling body 11 of the embodiment is mainly made of concrete, and concrete with the strength grade of C25 can be selected according to the specification of concrete structure design specifications.
The dismantling area 31a described in this embodiment mainly refers to an area where the inverted arch structure 31 is dismantled due to damage or the like, and the longitudinal mileage range of the dismantling area 31a may be determined according to factors such as the degree of damage to the inverted arch, geological survey leveling data, and construction operability. The integrated casting body 12 of the present embodiment is integrally cast in the replacement area 31a, and actually replaces the structures such as the inverted arch primary support 311, the inverted arch 312, and the inverted arch filling layer 313 removed from the replacement area 31a, and the integrated casting body 12 of the present embodiment may be a reinforced concrete structure, and more specifically, may be a reinforced concrete structure with a strength grade of C35. The integrally cast integral casting body 12 can avoid weak seams generated by casting structures such as an inverted arch and an inverted arch filling layer in a layered mode in related repair technologies, so that the strength and the rigidity of the tunnel bottom repair structure 10 can be greatly guaranteed, and the tunnel bottom repair structure 10 can be kept in a safe and reliable state all the time.
The weakly weathered rock mass 300 described in this embodiment includes weakly weathered surrounding rocks, and also includes other weakly weathered rock masses located outside the influence range of the redistribution stress near the railway expansive rock tunnel 100, and the anchoring member 13 can connect the integrated cast body 12 and the weakly weathered rock mass 300 together to form a whole of a three-dimensional space, so that the strength and rigidity of the tunnel bottom repairing structure 10 can be further increased, and the tunnel bottom repairing structure has stronger deformation resistance.
The tunnel bottom repairing structure 10 of the embodiment has sufficient rigidity and strength to resist long-term effects of external loads such as expansive force of the expansive surrounding rock, and can solve the problem of arching of a ballastless track in the railway expansive rock tunnel 100 from the aspect of structural matching, so that the safe operation of the railway expansive rock tunnel 100 can be ensured.
Referring to fig. 3 and 4, the integrated cast-in-place body 12 of the present embodiment includes a concrete matrix 124, and a first steel bar mesh 122, a second steel bar mesh 123 and a plurality of stirrups 121 embedded in the concrete matrix 124. The first mesh reinforcement 122 is located near the top of the concrete body 124, the second mesh reinforcement 123 is located near the bottom of the concrete body 124, and a plurality of tie rods 121 are disposed between the first mesh reinforcement 122 and the second mesh reinforcement 123 to connect the first mesh reinforcement 122 and the second mesh reinforcement 123. The first mesh reinforcement 122, the second mesh reinforcement 123, and the stirrup 121 can improve the strength and rigidity of the integrated casting body 12.
Specifically, the first reinforcing mesh 122 of this embodiment includes two first transverse reinforcing layers and one first longitudinal reinforcing layer, the first transverse reinforcing layer includes a plurality of first transverse reinforcing bars 1221 arranged at intervals, the first longitudinal reinforcing layer includes a plurality of first longitudinal reinforcing bars 1222 arranged at intervals, the two first transverse reinforcing layers are arranged at intervals along the height direction of the concrete base 124, and the first longitudinal reinforcing layer is arranged between the two first transverse reinforcing layers and connected to the two first transverse reinforcing layers.
The first transverse reinforcing bars 1221 of the present embodiment extend along the transverse direction of the concrete matrix 124, the diameter of the first transverse reinforcing bars 1221 may be in a range of 22mm to 28mm, and the distance between two adjacent first transverse reinforcing bars 1221 may be in a range of 100mm to 200mm, and optionally, the diameter of the first transverse reinforcing bars 1221 is 28mm, and the distance between two adjacent first transverse reinforcing bars 1221 is 100 mm.
The first longitudinal bars 1222 of this embodiment extend in a longitudinal direction of the concrete matrix 124, the diameter of the first longitudinal bars 1222 may be in a range of 22mm to 32mm, and the distance between two adjacent first longitudinal bars 1222 may be in a range of 100mm to 200mm, and optionally, the diameter of the first longitudinal bars 1222 may be 32mm, and the distance between two adjacent first longitudinal bars 1222 may be 100 mm.
The bottom wall of the concrete body 124 of this embodiment is inverted arch-shaped, that is, the bottom wall of the concrete body 124 has a shape corresponding to the shape of the bottom wall of the removed inverted arch primary support 311, the second mesh reinforcement 123 includes a second longitudinal reinforcing layer and a circumferential reinforcing layer connected to the second longitudinal reinforcing layer, the second longitudinal reinforcing layer includes a plurality of second longitudinal reinforcing bars 1232 arranged at intervals, the circumferential reinforcing layer includes a plurality of circumferential reinforcing bars 1231 arranged at intervals, the circumferential reinforcing layer is arranged along the circumference of the bottom wall of the concrete body 124, and the second longitudinal reinforcing layer is arranged on one side of the circumferential reinforcing layer close to the first mesh reinforcement 122.
The hoop reinforcing bar 1231 of this embodiment extends along the hoop of the diapire of concrete base member 124, and the diameter scope of hoop reinforcing bar 1231 is 22mm ~ 28mm, and the interval scope between two adjacent hoop reinforcing bars 1231 is 100mm ~ 200mm, and optionally, the diameter of hoop reinforcing bar 1231 is 28mm, and the interval between two adjacent hoop reinforcing bars 1231 is 100 mm.
The second longitudinal reinforcing bars 1232 of the embodiment extend along the longitudinal direction of the concrete matrix 124, the diameter of the second longitudinal reinforcing bars 1232 ranges from 22mm to 32mm, and the distance between two adjacent second longitudinal reinforcing bars 1232 ranges from 100mm to 200mm, optionally, the diameter of the second longitudinal reinforcing bars 1232 is 32mm, and the distance between two adjacent second longitudinal reinforcing bars 1232 is 100 mm.
The diameter range of the stirrups 121 of this embodiment is 10mm to 16mm, the range of the distance between two adjacent stirrups 121 is 100mm to 200mm along the horizontal direction of the concrete matrix 124, and the range of the distance between two adjacent stirrups 121 is 100mm to 200mm along the vertical direction of the concrete matrix 124, optionally, the diameter of the stirrups 121 is 16mm, and the distance between two adjacent stirrups 121 can be 100mm in the horizontal direction and the vertical direction.
The first transverse bar 1221, the first longitudinal bar 1222, the circumferential bar 1231, the second longitudinal bar 1232, and the stirrup 121 of this embodiment may all adopt the type HRB 400.
The distance is the distance between the axes.
In other embodiments, the number of the first transverse steel bar layers and the number of the first longitudinal steel bar layers in the first steel bar mesh 122 can be adjusted according to needs, and similarly, the number of the hoop steel bar layers and the number of the second longitudinal steel bar layers in the second steel bar mesh 123 can also be adjusted according to needs, which is not limited herein.
Referring to fig. 2, the top wall of the basement surrounding rock backfill 11 of the present embodiment is in an inverted arch shape, that is, the top wall of the basement surrounding rock backfill 11 is in a same shape as the bottom wall of the concrete matrix 124, the bottom wall of the basement surrounding rock backfill 11 is a plane, and a distance H1 between a lowest point of the top wall and the bottom wall of the basement surrounding rock backfill 11 ranges from 500mm to 1000 mm.
The slope is respectively arranged on two lateral sides of the surrounding rock replacing and filling area 200a of the embodiment, the inclined surfaces 11a contacting with the slope on the same side are respectively arranged on two lateral sides of the foundation surrounding rock replacing and filling body 11, the ratio range of the vertical height H2 and the horizontal width L of the inclined surfaces 11a is H2, and the ratio range of the vertical height H2 and the horizontal width L of the inclined surfaces 11a is H2, and the ratio range of the horizontal width L of the inclined surfaces 11a is H2. That is, the slope gradient range of the surrounding rock reclamation area 200a is 1: 0.75-1: 1.25, and the transverse range of the bottom wall of the surrounding rock reclamation area 200a is determined according to the slope gradient. In actual construction, the slope surface of the side slope can be protected by adopting a concrete spraying mode, and the sprayed concrete can be concrete with the strength grade of C25.
Referring to fig. 1 and 5, the anchor 13 of the present embodiment is an uplift anchor, and the uplift anchor includes a rod body 131 and four anchor bars 132 embedded in the rod body 131, and the four anchor bars 132 extend along the length direction of the rod body 131. The uplift anchor can resist the upward expansion force of the broken surrounding rock 200, so that the tunnel bottom repairing structure 10 has stronger deformation resistance.
In one embodiment, four anchor bars 132 may be connected to the first mesh reinforcement 122 to increase the robustness of the uplift anchor connection. In an embodiment, each anti-pulling anchor rod may be constructed by drilling an anchor rod hole with a diameter of about 100mm in the integrated cast body 12, appropriately adjusting a specific drilling position according to the surrounding rock conditions disclosed by actual field excavation to ensure that the anchor rod hole can at least extend into the weakly weathered rock mass 300, then setting four anchor rod reinforcing bars 132 with a diameter of 32mm and a model of HRB400 in the anchor rod hole, then plugging with cement mortar with a strength of M40, and forming the rod body 131 of the anti-pulling anchor rod after the cement mortar is solidified.
In other embodiments, the number of anchor bars 132 of the uplift anchor may be adjusted as desired, and is not limited herein.
The anchoring member 13 described in the present embodiment is not limited to the uplift anchor, and in other embodiments, the anchoring member 13 may be another type of anchor or a member having an anchoring function, and is not limited herein.
Referring to fig. 1 and 6, the tunnel bottom repairing structure 10 of the present embodiment includes two anti-pulling anchor groups, each of which includes a plurality of anti-pulling anchors, one of the two anti-pulling anchor groups is disposed at one end of the integrated casting body 12, and the other of the two anti-pulling anchor groups is disposed at the other end of the integrated casting body 12 along the longitudinal direction of the integrated casting body 12.
Specifically, referring to fig. 6, in the present embodiment, the plurality of anti-pulling anchors in each anti-pulling anchor group are arranged in multiple rows at intervals along the longitudinal direction of the integrated casting body 12, and more specifically, each anti-pulling anchor group of the present embodiment is provided with three rows of anti-pulling anchors, and two adjacent rows of anti-pulling anchors are arranged, wherein the anti-pulling anchors in one row are staggered with the anti-pulling anchors in the other row.
In other embodiments, the number of rows of anti-pull anchors in each anti-pull anchor assembly may be adjusted as desired.
The length range of the rod body 131 in the embodiment is 8000 mm-10000 mm, and the length of the rod body 131 extending into the weakly weathered rock body 300 is not less than 5000 mm. The row spacing range between two adjacent rows of uplift anchor rods is 500-1500 mm. In the same row of uplift anchor rods, the distance between two adjacent uplift anchor rods ranges from 500mm to 1500mm, optionally, the row spacing between two adjacent rows of uplift anchor rods is 750mm, and the distance between two adjacent uplift anchor rods is 750 mm.
Another embodiment of the present application further provides a railway swelling rock tunnel 100, wherein surrounding rocks at the bottom of the railway swelling rock tunnel 100 have a surrounding rock replacement area 200a, please refer to fig. 1 and fig. 2, and the railway swelling rock tunnel 100 includes: a tunnel body 20, a lining 30 and the tunnel bottom repair structure 10 described above. The lining 30 is provided around the hole body 20, the lining 30 includes an inverted arch structure 31, the inverted arch structure 31 has a removal and replacement area 31a, and the removal and replacement area 31a penetrates the inverted arch structure 31 and communicates with the hole body 20 and the surrounding rock replacement and filling area 200 a. The basement surrounding rock backfill 11 is filled in the surrounding rock backfill region 200a, and the integrated casting body 12 is filled in the replacement region 31 a.
Specifically, referring to fig. 1 and fig. 2, the inverted arch structure 31 of the present embodiment includes an inverted arch primary support 311, an inverted arch 312, and an inverted arch filling layer 313, the inverted arch primary support 311, the inverted arch 312, and the inverted arch filling layer 313 are sequentially disposed along a side of the inverted arch structure 31 away from the hole body 20 to a side of the inverted arch structure 31 close to the hole body 20, and an upper surface of the integrated casting 12 is flush with an upper surface of the inverted arch filling layer 313.
Referring to fig. 3, the expanded rock tunnel 100 for railways of the present embodiment further includes a plurality of planting bars 40, the circumferential side of the integrated cast body 12 and the lining 30 are connected by the plurality of planting bars 40 to form a whole, and the depth of each planting bar 40 implanted into the lining 30 is not less than 800 mm.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (13)
1. The utility model provides a structure is restoreed at bottom of tunnel in railway inflation rock tunnel, railway inflation rock tunnel is including the lining cutting that has the inverted arch structure, the inverted arch structure has the district of trading of tearing open, have in the country rock of railway inflation rock tunnel bottom with the district's intercommunication is traded to the country rock of trading open and fill out, a serial communication port, include:
the basement surrounding rock replacing and filling body is filled in the surrounding rock replacing and filling area;
the integrated pouring body is filled in the dismantling and replacing area and is connected with the basement surrounding rock replacing and filling body;
and one end of the anchoring piece is connected with the integrated pouring body, and the other end of the anchoring piece is at least anchored in the weakly weathered rock body.
2. The tunnel bottom repair structure of claim 1, wherein the integrated casting body comprises a concrete matrix, and a first reinforcing mesh, a second reinforcing mesh and a plurality of stirrups embedded in the concrete matrix;
the first mesh reinforcement is near the top of the concrete matrix, the second mesh reinforcement is near the bottom of the concrete matrix, and a plurality of the stirrups are arranged between the first mesh reinforcement and the second mesh reinforcement to connect the first mesh reinforcement and the second mesh reinforcement.
3. The structure of claim 2, wherein the first mesh reinforcement comprises two first transverse layers of reinforcement spaced apart along the height of the concrete matrix, and a first longitudinal layer of reinforcement disposed between and connected to the two first transverse layers of reinforcement.
4. The tunnel bottom repairing structure of claim 3, wherein the first transverse reinforcing steel bar layer comprises a plurality of first transverse reinforcing steel bars arranged at intervals, the diameter range of the first transverse reinforcing steel bars is 22 mm-28 mm, and the distance between two adjacent first transverse reinforcing steel bars is 100 mm-200 mm; and/or the presence of a gas in the gas,
the first longitudinal reinforcing steel bar layer comprises a plurality of first longitudinal reinforcing steel bars which are arranged at intervals, the diameter range of the first longitudinal reinforcing steel bars is 22-32 mm, and the distance range between every two adjacent first longitudinal reinforcing steel bars is 100-200 mm; and/or the presence of a gas in the gas,
the diameter range of the stirrups is 10 mm-16 mm, the distance range between two adjacent stirrups is 100 mm-200 mm along the transverse direction of the concrete matrix, and the distance range between two adjacent stirrups is 100 mm-200 mm along the longitudinal direction of the concrete matrix.
5. The tunnel bottom repair structure according to any one of claims 2 to 4, wherein the bottom wall of the concrete base is inverted arch-shaped, the second mesh reinforcement comprises a second longitudinal layer of reinforcement and a circumferential layer of reinforcement connected to the second longitudinal layer of reinforcement, the circumferential layer of reinforcement is arranged along a circumferential direction of the bottom wall of the concrete base, and the second longitudinal layer of reinforcement is disposed on a side of the circumferential layer of reinforcement adjacent to the first mesh reinforcement.
6. The tunnel bottom repairing structure according to claim 5, wherein the circumferential reinforcing steel bar layer comprises a plurality of circumferential reinforcing steel bars arranged at intervals, the diameter of each circumferential reinforcing steel bar ranges from 22mm to 28mm, and the distance between two adjacent circumferential reinforcing steel bars ranges from 100mm to 200 mm; and/or the presence of a gas in the gas,
the second longitudinal reinforcing steel bar layer comprises a plurality of second longitudinal reinforcing steel bars which are arranged at intervals, the diameter range of the second longitudinal reinforcing steel bars is 22-32 mm, and the distance range between every two adjacent second longitudinal reinforcing steel bars is 100-200 mm.
7. The tunnel bottom repairing structure of any one of claims 1 to 4, wherein the top wall of the basement surrounding rock backfill is inverted arch-shaped, the bottom wall of the basement surrounding rock backfill is a plane, and the distance between the lowest point of the top wall of the basement surrounding rock backfill and the bottom wall ranges from 500mm to 1000 mm; and/or the presence of a gas in the gas,
the two transverse sides of the surrounding rock filling and replacing area are respectively provided with a side slope, the two transverse sides of the foundation surrounding rock filling and replacing body are respectively provided with an inclined plane which is in contact with the side slopes on the same side, and the ratio of the vertical height to the horizontal width of the inclined plane ranges from 1:0.75 to 1: 1.25.
8. The tunnel bottom repairing structure according to claim 1, wherein the anchoring member is an uplift anchor rod, the uplift anchor rod comprises a rod body and four anchor rod reinforcing bars embedded in the rod body, and the four anchor rod reinforcing bars extend along the length direction of the rod body.
9. The tunnel bottom repair structure of claim 8, wherein the integrated casting body comprises a concrete matrix, and a first reinforcing mesh, a second reinforcing mesh and a plurality of stirrups embedded in the concrete matrix;
the first reinforcing mesh is close to the top of the concrete matrix, the second reinforcing mesh is close to the bottom of the concrete matrix, and a plurality of stirrups are arranged between the first reinforcing mesh and the second reinforcing mesh so as to connect the first reinforcing mesh and the second reinforcing mesh;
the four anchor rod steel bars are connected with the first steel bar mesh.
10. The tunnel bottom repair structure of claim 8, wherein the length of the rod body ranges from 8000mm to 10000 mm; and/or the presence of a gas in the gas,
the length of the rod body extending into the weakly weathered rock mass is not less than 5000 mm.
11. The tunnel bottom repair structure according to any one of claims 8-10, wherein the tunnel bottom repair structure comprises two uplift anchor groups, each of the uplift anchor groups comprises a plurality of uplift anchors, one of the two uplift anchor groups is arranged at one end of the integrated casting body, and the other of the two uplift anchor groups is arranged at the other end of the integrated casting body along the longitudinal direction of the integrated casting body.
12. The tunnel bottom repair structure of claim 11, wherein the plurality of anti-pulling anchor rods in each anti-pulling anchor rod group are arranged in a plurality of rows arranged at intervals along the longitudinal direction of the integrated casting body, and in two adjacent rows of the anti-pulling anchor rods, the anti-pulling anchor rods in one row are staggered with the anti-pulling anchor rods in the other row.
13. The tunnel bottom repairing structure of claim 12, wherein a row spacing range between two adjacent rows of the uplift anchor rods is 500 mm-1500 mm; and/or the presence of a gas in the gas,
in the same row of the uplift anchor rods, the distance between two adjacent uplift anchor rods ranges from 500mm to 1500 mm.
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