CN214660201U - Steel-concrete combined structure for protecting tunnel portal of operation railway - Google Patents
Steel-concrete combined structure for protecting tunnel portal of operation railway Download PDFInfo
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- CN214660201U CN214660201U CN202023075178.2U CN202023075178U CN214660201U CN 214660201 U CN214660201 U CN 214660201U CN 202023075178 U CN202023075178 U CN 202023075178U CN 214660201 U CN214660201 U CN 214660201U
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Abstract
The utility model discloses a steel reinforced concrete integrated configuration for operation railway tunnel entrance to a cave protection belongs to tunnel engineering and underground works technical field, has solved the poor stability that current protective structure exists, the construction degree of difficulty is big, the construction progress is slow, the problem of construction safety risk. The utility model discloses a two cushion cap roof beams and a plurality of reinforced concrete unit, every reinforced concrete unit includes the steel buckled plate, a plurality of strength nature framework of steel reinforcement and reinforced concrete lining, two feet of steel buckled plate are connected respectively on two cushion cap roof beams, be equipped with the shear force nail on the steel buckled plate, strength nature framework of steel reinforcement is established at the steel buckled plate periphery, a plurality of strength nature frameworks of steel reinforcement are arranged along longitudinal separation, connect through U type hasp between strength nature framework of steel reinforcement and the steel buckled plate, the reinforced concrete lining is pour on strength nature framework of steel reinforcement, the shear force nail parcel is in the reinforced concrete lining. The utility model discloses structural strength is big, the bond stress is strong, the wholeness is good, resist extensive collapse and the rockfall strikes the load ability reinforce.
Description
Technical Field
The utility model belongs to the technical field of tunnel engineering and underground works, concretely relates to steel reinforced concrete integrated configuration for protecting operation railway tunnel entrance to a cave.
Background
At present, the operating railways mainly have the structural forms of a reinforced concrete shed tunnel, a flexible steel shed tunnel, an arched reinforced concrete open cut tunnel, a steel corrugated pipe open cut tunnel and the like for preventing geological disasters such as dangerous rock falling, collapse and the like. And when dangerous rock falling is serious, the collapse scale is large, the operation railway is busy, the construction time of a skylight is short (2-3 hours), the travelling road bed cannot be disturbed, and the structural span is large, the structural defects are obvious, and the main performance is as follows:
1. reinforced concrete shed tunnel:
the reinforced concrete shed tunnel is of a cast-in-place beam, plate and column structure, and has low bearing capacity and poor anti-seismic performance when the structural span is large, so that the reinforced concrete shed tunnel is difficult to resist load impact such as large-scale collapse, falling rocks and the like; the construction method has the advantages that the construction of the cross-railway line component templates of beams, plates and the like is difficult, concrete pouring is difficult, the falling risk of foreign matters is large, construction in a skylight period is only allowed in the whole construction period, the construction progress is slow, and certain interference is caused to railway operation.
2. Flexible steel shed tunnel:
the flexible steel shed tunnel is a flexible structure formed by light section steel and a steel strand annular net, and when large-scale external load impacts, the bearing framework is easy to twist and bend, large deformation is generated, the structure limit is invaded, and the train passing safety is influenced; because the number of the flexible steel shed tunnel connecting pieces is large, the paving, hanging and pulling are not firm, and the flexible steel shed tunnel is easy to fall or hang in the air, so that the contact net conduction accident is caused; the steel structure is easy to rust after long-term exposure and has poor durability; the construction of the 'skylight' period is only allowed in the whole construction period, and the construction progress is slow.
3. The method comprises the following steps of (1) arch reinforced concrete open cut tunnel:
the arch-shaped reinforced concrete open cut tunnel is an arch-shaped non-inverted arch cast-in-place concrete structure, when the span is large, the required strength of the internal mold manufacturing is high, the deformation is small, when the mold is erected, the erected scaffold has large span and high height, the number of supporting members is large and complicated, the interference with a contact net is easy to occur, the potential foreign matter falling risk of a railway line is extremely high, the construction in a 'skylight' period is only allowed in the whole construction period, the construction progress is extremely slow, and the interference to railway operation is large.
4. Open cut tunnel of corrugated pipe:
the open cut tunnel of the steel corrugated pipe takes the steel corrugated pipe as a main body, a concrete protective layer is coated outside the open cut tunnel, the structural integrity is poor, and the coated concrete is easy to peel off and slide from the steel corrugated structure under large-scale collapse and rockfall load impact to generate cracking deformation; the steel buckled plate hoop, vertical seam are numerous, and the construction period concrete placement that covers vibrates improperly can lead to steel buckled plate local deformation, and when serious, can cause slab joint bolt to become invalid, arouses to collapse, causes the driving accident, and simultaneously, during concrete placement, the mud seepage will corrode the contact net twine in the hole, influences driving safety.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a reinforced concrete integrated configuration for operation railway tunnel entrance to a cave protection to solve the poor stability that current protective structure exists, the construction degree of difficulty is big, the construction progress is slow, the problem of construction safety risk.
The technical scheme of the utility model is that: the utility model provides a reinforced concrete integrated configuration for operation railway tunnel entrance to a cave protection, including two cushion cap roof beams, still include a plurality of reinforced concrete units, a plurality of reinforced concrete units connect gradually on the cushion cap roof beam, every reinforced concrete unit includes the steel buckled plate, a plurality of stiff framework of steel reinforcement and reinforced concrete lining, two feet of steel buckled plate are connected respectively on two cushion cap roof beams, be equipped with the shear force nail on the steel buckled plate, stiff framework of steel reinforcement is established peripherally at the steel buckled plate, a plurality of stiff frameworks of steel reinforcement are arranged along longitudinal separation, connect through U type hasp between stiff framework of steel reinforcement and the steel buckled plate, reinforced concrete lining is pour on stiff framework of steel reinforcement, the shear force nail parcel is in reinforced concrete lining.
As the utility model discloses a further improvement, the shear force nail includes the stock body and backing plate, stock body upper end is the form of bending, the stock body links to each other with the backing plate, consolidate through the reinforced rib board between the stock body and the backing plate and be connected, the stock body lower extreme passes the backing plate, the stock body lower extreme has first fastening nut and first anti-backup nut through threaded connection, the stock body lower extreme is equipped with the screw hole of perpendicular to axis, be equipped with the anti-drop pin in the screw hole, the anti-drop pin is located first anti-backup nut below, the backing plate is the crookedness, its crookedness cooperatees with the steel buckled plate.
As the utility model discloses a further improvement, strength nature framework of steel reinforcement connects gradually by a plurality of skeleton units and constitutes, the skeleton unit includes 4 skeleton owner muscle, a plurality of rectangle circle strengthening ribs and a plurality of space diagonal angle strengthening rib, a plurality of rectangle circle strengthening ribs are arranged along skeleton owner muscle length direction, 4 skeleton owner muscle are located 4 angles inboards of rectangle circle strengthening rib respectively, space diagonal angle strengthening rib slope is connected between a pair of skeleton owner muscle of diagonal angle position and is arranged along skeleton owner muscle length direction, be equipped with the strengthening rib that circles round between the longer a pair of skeleton owner muscle of interval, be equipped with a plurality of U type strengthening ribs between the shorter a pair of skeleton owner muscle of interval.
As a further improvement, the utility model discloses a be equipped with at every cushion cap roof beam top and follow fore-and-aft angle steel group, every group angle steel group is become and leave the space between two L type angle steels by the logical long L type angle steel of two back-to-back settings, the foot of steel buckled plate insert between the space of two L type angle steels and with L type angle steel bolt.
As a further improvement, the L-shaped angle steel is connected with the bearing platform beam through the foundation bolt.
As a further improvement, the U-shaped lock catch comprises a U-shaped rod, an end connecting piece and a second fastening nut, the end connecting piece is connected at the open end of the U-shaped rod and is fastened and connected on the U-shaped rod through the second fastening nut, and the outer end of the second fastening nut is provided with a second anti-falling nut.
As a further improvement, the steel corrugated plate is formed by overlapping a plurality of corrugated plates.
As the utility model discloses a further improvement forms the movement joint between the adjacent steel reinforced concrete unit, has the ground connection reinforcing bar in the steel buckled plate foot welding of each deformation joint, and the ground connection reinforcing bar prevents that stray current from arousing the accident during inserting the cushion cap roof beam.
As a further improvement, the utility model discloses a slurry leakage when preventing concrete placement is equipped with the waterstop in the vertical seam of steel buckled plate and hoop seam and movement joint department.
As a further improvement, the distance between adjacent stiff steel bar frameworks is not more than 1.5 m.
In order not to destroy the ballast bed, and ensure the utility model discloses stable in structure, the utility model discloses set up the cushion cap roof beam basis in the steel-concrete integrated configuration lower part, cushion cap roof beam top face sets up a pair of L type angle steel back to back, and is fixed through pre-buried rag bolt. For control steel buckled plate deformation, improve the bond stress between steel buckled plate and concrete, increase reinforced concrete integrated configuration's wholeness, the utility model discloses set up shear force nail and U type hasp on the buckled plate, the steel buckled plate periphery sets up strength nature framework of steel reinforcement, and the shear force nail is connected buckled plate and concrete, and U type hasp is connected steel buckled plate and strength nature framework of steel reinforcement, and concrete and strength nature framework of steel reinforcement bond, and stability strengthens by a wide margin.
Compared with the prior art, the utility model has the advantages of it is following:
1. the reinforced concrete combined structure of the utility model has the advantages of high strength, strong bond force, good integrity, and strong capability of resisting large-scale collapse and falling rock impact load;
2. the problems that the inner mold of the large-span structure of the operation line is difficult to manufacture, the strength cannot be ensured, and the scaffold has risks such as instability, falling of foreign matters and the like can be effectively solved;
3. the steel corrugated plate internal mold can be manufactured in a factory, the steel corrugated plate is hoisted in a skylight point, steel bars are bound outside the skylight point under the protection of the steel corrugated plate, concrete is poured, the operation of a train is not influenced, the construction efficiency is high, the progress is fast, and the construction period is short;
4. the inner die of the steel corrugated plate is not removed, and forms an integral stress structure with concrete, so that the risk of falling of foreign matters in the process of removing the template is eliminated;
5. the waterproof effect of the joint of the structure is good, and the risk of slurry leakage and corrosion contact is avoided in the construction period.
Drawings
FIG. 1 is a schematic structural diagram of a reinforced concrete composite structure for protecting an operating railway tunnel portal according to the present invention;
FIG. 2 is an enlarged view of portion A of FIG. 1;
FIG. 3 is a schematic view of the overlapping of corrugated sheets in the present invention;
FIG. 4 is a schematic view showing the connection between the corrugated steel plate and the reinforced concrete lining according to the present invention;
fig. 5 is a schematic structural view of a shear pin according to the present invention;
fig. 6 is a schematic view of the vertical structure of the middle stiff steel skeleton of the present invention;
fig. 7 is a schematic side view of the middle stiff steel skeleton of the present invention;
FIG. 8 is a view B-B of FIG. 6;
fig. 9 is a schematic structural view of the U-shaped lock of the present invention;
fig. 10 is the connection schematic diagram of the medium corrugated steel plate and the stiff steel skeleton of the present invention.
In the figure: 1-a cushion cap beam; 2-foundation bolts; 3-L-shaped angle steel; 4-steel corrugated plate; 41-corrugated sheet; 5-high-strength bolt; 6-shear nails; 61-an anchor rod body; 62-a reinforcing rib; 63-a backing plate; 64-a first fastening nut; 65-a first anti-backup nut; 66-anti-drop pins; 7-U-shaped lock catches; 71-U shaped rod; 72-end connection sheet; 73-a second fastening nut; 74-a second anti-back nut; 8-stiff steel reinforcement cage; 81-skeleton main reinforcement; 82-a convoluted stiffener; 83-rectangular ring reinforcing ribs; 84-angle steel; 85-U-shaped reinforcing ribs; 86-spatial diagonal reinforcement; 9-water stop belt; 10-lining of reinforced concrete; 11-a grounding bar; 12-deformation joint; 13-a steel-concrete unit; 14-connecting rib, L1-circumferential lap length; l2-longitudinal overlap length; l3-longitudinal staggered gap.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings.
As shown in fig. 1-10, a reinforced concrete composite structure for protecting an operating railway tunnel portal comprises two bearing platform beams 1 and a plurality of reinforced concrete units 13, wherein the plurality of reinforced concrete units 13 are sequentially connected to the bearing platform beams 1, each reinforced concrete unit comprises a steel corrugated plate 4, a plurality of stiff framework of steel reinforcement 8 and reinforced concrete lining 10, two feet of steel buckled plate 4 are connected respectively on two cushion cap roof beams 1, be equipped with shear force nail 6 on the steel buckled plate 4, stiff framework of steel reinforcement 8 is established at steel buckled plate 4 periphery, a plurality of stiff frameworks 8 are arranged along vertical even interval, connect into whole through splice bar 14 between stiff framework 8, connect through U type hasp 7 between stiff framework of steel reinforcement 8 and the steel buckled plate 4, reinforced concrete lining 10 is pour on stiff framework of steel reinforcement 8, shear force nail 6 parcel is in reinforced concrete lining 10.
Shear force nail 6 includes the stock body 61 and backing plate 63, stock body 61 upper end is the form of bending, stock body 61 links to each other with backing plate 63, consolidate through reinforcing floor 62 between stock body 61 and the backing plate 63 and be connected, reinforcing floor 62 is equipped with 2 at least and equipartition around stock body 61 lateral wall, stock body 61 lower extreme passes backing plate 63, stock body 61 lower extreme has first fastening nut 64 and first anti-backup nut 65 through threaded connection, first anti-backup nut 65 is located first fastening nut 8 below, stock body 61 lower extreme is equipped with the screw hole of perpendicular to axis, be equipped with anti-drop pin 66 in the screw hole, anti-drop pin 66 is located first anti-backup nut 65 below, backing plate 63 is the crookedness, its crookedness matches with steel buckled plate 4. The shear nails 6 are arranged at wave troughs of the steel corrugated plates 4, and the longitudinal distance and the transverse distance of the shear nails 6 are integral multiples of the wavelength of the steel corrugated plates 4.
The stiff steel reinforcement framework 8 is formed by connecting a plurality of skeleton units in proper order, the skeleton unit includes 4 skeleton owner muscle 81, a plurality of rectangle circle strengthening rib 83 and a plurality of space diagonal strengthening rib 86, a plurality of rectangle circle strengthening rib 83 evenly arranges along skeleton owner muscle 81 length direction, 4 skeleton owner muscle 81 are located 4 angles inboard of rectangle circle strengthening rib 83 respectively, space diagonal strengthening rib 86 slope is connected between a pair of skeleton owner muscle 81 of diagonal position and evenly arranges along skeleton owner muscle 81 length direction, be equipped with the strengthening rib 82 that circles round between the longer a pair of skeleton owner muscle 81 of interval, it is continuous S-shaped to circle round the strengthening rib 82, evenly be equipped with a plurality of U type strengthening ribs 85 between the shorter a pair of skeleton owner muscle 81 of interval.
Be equipped with at 1 top of every cushion cap roof beam along fore-and-aft angle steel group, every group angle steel group is become and leave the space between two L type angle steel 3 by the logical long L type angle steel 3 of two back-to-back settings, and the foot of steel buckled plate 4 is inserted between the space of two L type angle steel 3 and is just bolted connection with L type angle steel 3. The L-shaped angle steel 3 is connected with the bearing platform beam 1 through the foundation bolt 2.
The U-shaped lock catch 7 consists of a U-shaped rod 71, an end connecting sheet 72 and a second fastening nut 73, the end connecting sheet 72 is connected to the open end of the U-shaped rod 71 and is fastened and connected to the U-shaped rod 71 through the second fastening nut 73, and a second anti-back nut 74 is arranged at the outer end of the second fastening nut 73.
The corrugated steel sheet 4 is composed of a plurality of corrugated sheets 41 overlapped with each other. Corrugated plate 41 overlaps in proper order along ripple extending direction and forms the buckled plate ring piece, and the buckled plate ring piece overlaps in proper order along vertically again, adopts the stagger joint overlap joint between vertical corrugated plate 41, and hoop overlap joint length L1 is not less than 15cm, and vertical overlap joint length L2 is not less than 5cm, and vertical stagger joint interval L3 is not less than 50 cm. The corrugated plates 41 are connected by high-strength bolts 5. Bolt holes are preset in the inner side and the outer side of the foot part of each corrugated plate ring piece and are bolted with L-shaped angle steel 3 on the top surface of the bearing platform beam 1.
Deformation joints 12 are formed between adjacent steel-concrete units 13, grounding steel bars 11 are welded to the feet of the steel corrugated plates 4 of each deformation joint 12, and the grounding steel bars 11 are inserted into the bearing platform beam 1.
And water stops 9 are arranged at the longitudinal joint, the circumferential joint and the deformation joint 12 of the steel corrugated plate 4.
The distance between adjacent stiff steel frameworks 8 is not more than 1.5 m.
The steel corrugated plate 4 and all the connecting pieces thereof need to be subjected to anticorrosive and antirust treatment.
The construction method comprises the following steps:
A. the method comprises the following steps that (1) bearing platform beams are arranged on two sides of a line, an angle steel group (a pair of L-shaped angle steels 3 arranged back to back) is longitudinally arranged on the top surfaces of the bearing platform beams 1, and the L-shaped angle steels 3 in the angle steel group are fixed on the bearing platform beams 1 through embedded foundation bolts 2;
B. bolt holes are preset in the inner side and the outer side of a corrugated plate piece 41 at the foot part of each corrugated plate ring piece of the steel corrugated plate 4, and a grounding steel bar 11 is welded on the corrugated plate piece 41 at the foot part of the deformation joint 12;
C. assembling the steel corrugated plates 4, sequentially overlapping corrugated plate sheets 41 along the extending direction of corrugations to form corrugated plate ring sheets, sequentially overlapping the corrugated plate ring sheets along the longitudinal direction, overlapping the longitudinal corrugated plate sheets 41 in a staggered mode, wherein the circumferential overlapping length L1 is not less than 15cm, the longitudinal overlapping length L2 is not less than 5cm, the longitudinal staggered joint interval L3 is not less than 50cm, and the corrugated plate sheets 41 are connected by high-strength bolts 5; the shear nails 6 are installed at the wave trough positions of the steel corrugated plates 4, the longitudinal spacing and the transverse spacing of the shear nails 6 are integral multiples of the wavelength of the steel corrugated plates 4, the lower ends of anchor rod bodies 61 of the shear nails 6 penetrate through the steel corrugated plates 4, the bottom surfaces of the backing plates 63 are attached to the wave trough positions of the steel corrugated plates 4, first fastening nuts 64 and first anti-backing nuts 65 are sequentially screwed at the lower ends of the anchor rod bodies 61, and anti-falling pins 66 are installed to prevent driving accidents caused by falling of the nuts; installing U-shaped rods 71 of the U-shaped lock catches 7 at the wave front positions of the steel corrugated plates 4, enabling the closed ends of the U-shaped rods 71 to be propped against the wave trough positions, and enabling the circumferential intervals of the U-shaped lock catches 7 to be not more than 1 m;
D. hoisting a steel corrugated plate 4, inserting the foot part of the steel corrugated plate 4 between two L-shaped angle steels 3 of an angle steel group, inserting a grounding steel bar 11 into a bearing platform beam 1, and bolting the foot part of the steel corrugated plate 4 with the L-shaped angle steels 3;
E. a stiff steel bar framework 8 is arranged on the periphery of the steel corrugated plate 4, the joints of the framework units are fixed by angle steel 84, and spatial diagonal reinforcing ribs 86 of different framework units can be arranged in a staggered manner; the longitudinal distance between the stiff steel frameworks 8 is not more than 1.5m, and the stiff steel frameworks 8 are connected into a whole by adopting connecting ribs 14; a pair of main framework ribs 81 on the stiff steel reinforcement framework 8 are fixedly clamped on the steel corrugated plates 4 through end connecting sheets 72 of the U-shaped lock catches 7, second fastening nuts 73 and second anti-backing nuts 74 are sequentially screwed on, and the stiff steel reinforcement framework 8 and the steel corrugated plates 4 are firmly connected through the U-shaped lock catches 7;
F. and (3) paving rubber water stops 9 at longitudinal joints, circumferential joints and deformation joints 12 of the steel corrugated plates 4, verifying through a water-closing test, and finally pouring reinforced concrete linings 10 on the stiff steel reinforcement framework 8.
The utility model has the advantages of the span is big, intensity is big, the bond stress is strong, the wholeness is good, water-proof effects is good, can effectively deal with the serious dangerous rock falling stone of operation tunnel entrance to a cave, geological disasters such as extensive collapse, the foreign matter risk of falling is little, can be under construction fast, disturb little to the operation railway, overcome the problem that exists among the prior art, the practicality is strong.
Claims (10)
1. The utility model provides a steel-concrete integrated configuration for operation railway tunnel entrance to a cave protection, includes two cushion cap roof beams, its characterized in that: still include a plurality of steel-concrete units (13), a plurality of steel-concrete units (13) connect gradually on cushion cap roof beam (1), and every steel-concrete unit includes steel buckled plate (4), a plurality of strength nature framework of steel reinforcement (8) and reinforced concrete lining (10), two feet of steel buckled plate (4) are connected respectively on two cushion cap roof beams (1), are equipped with shear pin (6) on steel buckled plate (4), strength nature framework of steel reinforcement (8) are established at steel buckled plate (4) periphery, and a plurality of strength nature framework of steel reinforcement (8) are arranged along vertical interval, connect through U type hasp (7) between strength nature framework of steel reinforcement (8) and steel buckled plate (4), reinforced concrete lining (10) are pour on strength nature framework of steel reinforcement (8), shear pin (6) parcel is in reinforced concrete lining (10).
2. The steel-concrete composite structure for protecting an operation railway tunnel portal according to claim 1, is characterized in that: shear force nail (6) are including the stock body (61) and backing plate (63), the stock body (61) upper end is the form of bending, and the stock body (61) links to each other with backing plate (63), is connected through reinforced rib board (62) reinforcement between stock body (61) and backing plate (63), and stock body (61) lower extreme passes backing plate (63), and stock body (61) lower extreme has first fastening nut (64) and first anti-falling nut (65) through threaded connection, and stock body (61) lower extreme is equipped with the screw hole of perpendicular to axis, is equipped with anti-drop pin (66) in the screw hole, and anti-drop pin (66) are located first anti-falling nut (65) below, backing plate (63) are the crookedness, and its crooked degree cooperatees with steel buckled plate (4).
3. The steel-concrete composite structure for protecting an operating railway tunnel portal according to claim 1, characterized in that: the stiff steel reinforcement framework (8) is connected gradually by a plurality of skeleton units and is formed, the skeleton unit includes 4 skeleton owner muscle (81), a plurality of rectangle circle strengthening rib (83) and a plurality of space diagonal angle strengthening rib (86), a plurality of rectangle circle strengthening rib (83) are arranged along skeleton owner muscle (81) length direction, 4 skeleton owner muscle (81) are located 4 angles inboards of rectangle circle strengthening rib (83) respectively, space diagonal angle strengthening rib (86) slope is connected between a pair of skeleton owner muscle (81) of diagonal angle position and is arranged along skeleton owner muscle (81) length direction, be equipped with between the longer a pair of skeleton owner muscle (81) of interval and circle round strengthening rib (82), be equipped with a plurality of U type strengthening rib (85) between the shorter a pair of skeleton owner muscle (81) of interval.
4. The steel-concrete composite structure for protecting an operating railway tunnel portal according to any one of claims 1 to 3, wherein: be equipped with at every cushion cap roof beam (1) top and follow fore-and-aft angle steel group, every group angle steel group is constituteed and is left the space between two L type angle steel (3) by two logical long L type angle steel (3) that set up back to back, the foot of steel buckled plate (4) is inserted between the space of two L type angle steel (3) and is bolted connection with L type angle steel (3).
5. The steel-concrete composite structure for protecting an operation railway tunnel portal according to claim 4, is characterized in that: the L-shaped angle steel (3) is connected with the bearing platform beam (1) through foundation bolts (2).
6. The steel-concrete composite structure for protecting an operation railway tunnel portal according to claim 5, characterized in that: u type hasp (7) comprise U type pole (71), end connection piece (72) and second fastening nut (73), end connection piece (72) are connected at the open end of U type pole (71) and are connected on U type pole (71) through second fastening nut (73) fastening, and second fastening nut (73) outer end is equipped with second and prevents back nut (74).
7. The steel-concrete composite structure for protecting an operation railway tunnel portal according to claim 6, characterized in that: the corrugated steel plate (4) is formed by mutually overlapping a plurality of corrugated plates (41).
8. The steel-concrete composite structure for protecting an operation railway tunnel portal according to claim 7, characterized in that: deformation joints (12) are formed between adjacent steel-concrete units (13), grounding steel bars (11) are welded to the feet of the steel corrugated plates (4) of each deformation joint (12), and the grounding steel bars (11) are inserted into the bearing platform beam (1).
9. The steel-concrete composite structure for protecting an operation railway tunnel portal according to claim 8, characterized in that: and water stops (9) are arranged at the longitudinal joint, the circumferential joint and the deformation joint (12) of the steel corrugated plate (4).
10. The steel-concrete composite structure for protecting an operating railway tunnel portal according to claim 1, characterized in that: the distance between adjacent stiff steel reinforcement frameworks (8) is not more than 1.5 m.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114148221A (en) * | 2021-11-22 | 2022-03-08 | 兰州铁道设计院有限公司 | Contact net hanging post fixing structure for operating railway open cut tunnel and construction method thereof |
| CN115323946A (en) * | 2022-09-05 | 2022-11-11 | 衡水益通管业股份有限公司 | Corrugated steel box culvert mouth structure |
| CN117385915A (en) * | 2023-12-04 | 2024-01-12 | 中交一公局第二工程有限公司 | Modularized open caisson reinforcement cage and open caisson construction method |
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2020
- 2020-12-18 CN CN202023075178.2U patent/CN214660201U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114148221A (en) * | 2021-11-22 | 2022-03-08 | 兰州铁道设计院有限公司 | Contact net hanging post fixing structure for operating railway open cut tunnel and construction method thereof |
| CN114148221B (en) * | 2021-11-22 | 2024-04-02 | 兰州铁道设计院有限公司 | Contact net hanging column fixing structure for operation railway open cut tunnel and construction method thereof |
| CN115323946A (en) * | 2022-09-05 | 2022-11-11 | 衡水益通管业股份有限公司 | Corrugated steel box culvert mouth structure |
| CN115323946B (en) * | 2022-09-05 | 2023-10-24 | 衡水益通管业股份有限公司 | Corrugated steel box culvert mouth structure |
| CN117385915A (en) * | 2023-12-04 | 2024-01-12 | 中交一公局第二工程有限公司 | Modularized open caisson reinforcement cage and open caisson construction method |
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| GR01 | Patent grant | ||
| GR01 | Patent grant |