Compression-resistant air bridge based on arched supports

Abstract

The utility model belongs to the technical field of crossheading roadway air bridges, and particularly relates to a compression-resistant air bridge based on an arched support. Comprising arched supports located in the section of a roadway and arranged in the length direction of the roadway at intervals, and a cast-in-place concrete bridge body with the arched supports as an internal framework. A grouting anchor cable is connected between the bottom arc section of the arched bracket and the roadway bottom plate; a jacking column is supported between the top surface of the cast-in-place concrete bridge body and the roadway top plate; according to the pressure-resistant air bridge based on the arched support, the arched support is adopted as a main body supporting structure and forms a continuous whole with other arched supports in a crossheading roadway, and the lateral pressure resistance and the floor heave resistance are enhanced; anchor cables are arranged on the bottom arc sections of the arched supports and interlocked to restrain upward movement of the arched supports caused by heaving floors; jacking columns are additionally arranged above the arched supports and form two-way constraint with the anchor cables of the bottom plate, and the vertical stress is balanced. I-shaped steel and reinforcing meshes are laid on the tops of the arched supports, and concrete is poured to form a composite pressure-bearing layer.

Description

Technical Field

[0001] This utility model belongs to the technical field of wind bridges in roadways, specifically relating to a pressure-resistant wind bridge based on an arched support. Background Technology

[0002] During deep resource extraction, traditional ventilation bridge structures commonly suffer from severe deformation and failure due to the combined effects of high ground stress and dynamic mining pressure. The H-beam reinforced concrete composite ventilation bridges commonly used in existing technologies exhibit the following technical defects under dynamic pressure disturbance: First, the rigid bearing H-beam column system is prone to structural bending under asymmetric mining stress, resulting in a top beam settlement of 200-300mm; second, the sidewall masonry undergoes shear slip under the coupled action of horizontal structural stress and vertical mining pressure, typically manifested as bulging of more than 150mm on both sides of the wall; third, the floor slab undergoes plastic flow under continuous high-pressure stress, with a maximum bulging exceeding 400mm. These structural deformations directly cause ventilation bridge sealing failure, with an air leakage rate exceeding 15%, seriously threatening the stability of the mine ventilation system. Existing improvement schemes often involve increasing support density or improving the strength grade of building materials, but practice shows that simply increasing support strength cannot improve the stress distribution; instead, it exacerbates structural stress concentration. Therefore, there is an urgent need for a new type of wind bridge arrangement system that can effectively improve the stress environment in the dynamic pressure zone, and fundamentally solve the problem of the adaptability of traditional structures in complex stress fields. Utility Model Content

[0003] This invention aims to solve the problem of deformation and failure of traditional wind bridges under the dynamic pressure of mining.

[0004] This utility model provides the following technical solution: a pressure-resistant wind bridge based on arched supports, including arched supports located within the cross-section of the tunnel and spaced apart along the length of the tunnel, and a cast-in-place concrete bridge body with the arched supports as the internal skeleton;

[0005] Grouting anchor cables are connected between the bottom arc section of the arched support and the roadway floor slab; jacking columns are installed between the top surface of the cast-in-place concrete bridge body and the roadway floor slab.

[0006] Furthermore, the grouting anchor cable is located in the gap between the arched supports. Along the length of the tunnel, the grouting anchor cables are interlocked using trays and steel beams. The steel beams are close to the bottom arc section of the arched supports, and the trays are connected to the grouting anchor cables and pressed against the top surface of the steel beams.

[0007] Furthermore, the top arc segments of the arched supports along the length of the tunnel are connected together by steel rails.

[0008] Furthermore, wooden beams are placed between the bottom arc section of the arched support and the roadway floor, with the wooden beams positioned in the center.

[0009] Furthermore, a concrete cushion layer is provided between the bottom arc section of the arched support and the roadway floor, and the concrete cushion layers between the front and rear arched supports are connected as a whole.

[0010] Furthermore, the gap between the arched support and the bottom corner of the roadway floor is filled with coal gangue bags. The coal gangue bags, the cast-in-place concrete bridge, and the concrete cushion layer form a closed-section wind tunnel. Inside the wind tunnel, the bottom arc section of the arched support is filled with coal gangue up to the designed ground level.

[0011] Furthermore, pedestrian staircases are provided on both sides of the cast-in-place concrete bridge, leading from the bottom slab of the tunnel to the top surface of the cast-in-place concrete bridge.

[0012] Furthermore, a cement mortar plastering layer is applied to the outer surface of the cast-in-place concrete bridge body.

[0013] Furthermore, the cast-in-place concrete bridge body includes the wind bridge wall and the wind bridge deck. The left and right ends of the arched support are embedded in the wind bridge wall. Within the range of the wind bridge deck, the outer side of the arched support is covered with a steel mesh, and the inner side of the arched support is covered with a mesh sheet and a wind tunnel cloth.

[0014] Furthermore, within the tunnel floor area, the outer side of the arched support is covered with a steel mesh.

[0015] Compared with the prior art, the advantages of this utility model are:

[0016] This utility model provides a pressure-resistant wind bridge based on an arched support structure, which uses an arched support structure as the main support structure and forms a continuous whole with other arched supports in the roadway, thereby enhancing the ability to resist lateral pressure and floor heave.

[0017] Anchor cables are installed and interlocked at the bottom arc section of the arched support to suppress the upward movement of the arched support caused by the bottom bulge; a lifting column is added above the arched support to form a two-way constraint with the bottom plate anchor cables to balance the vertical stress; I-beams and steel mesh are laid on the top of the arched support, and concrete is poured to form a composite bearing layer.

[0018] The use of an arched support structure significantly improves the deformation resistance of the wind bridge: the top beam settlement is reduced to less than 50mm, the wall bulge is less than 30mm, and the bottom bulge is reduced to less than 100mm; the air leakage rate is reduced: after optimization of the sealing performance, the air leakage rate is less than 5%, and the stability of the ventilation system is improved; the economy is improved: the number of repairs is reduced by 80%, and the maintenance cost is reduced by about 40%. Attached Figure Description

[0019] Figure 1 This is a cross-sectional view of a pressure-resistant wind bridge based on an arched support.

[0020] Figure 2 This is a schematic diagram showing the connection between the arched support and the steel rail;

[0021] Figure 3 This is a schematic diagram of the grouting anchor cable arrangement.

[0022] In the diagram: 1-arch support; 2-cast-in-place concrete bridge body; 2.1-wind bridge wall; 2.2-wind bridge deck; 3-grouting anchor cable; 4-lifting column; 5-steel beam; 6-steel rail; 7-wooden slab beam; 8-coal gangue bag filler; 9-concrete subbase; 10-coal gangue; 11-pedestrian stairs; 12-cement mortar plaster layer. Detailed Implementation

[0023] To more clearly illustrate the technical solutions in the embodiments of this utility model or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0024] like Figure 1 , Figure 2 , Figure 3 As shown: A pressure-resistant wind bridge based on arch supports includes arch supports 1 arranged at intervals along the length of the roadway within the roadway cross-section, and a cast-in-place concrete bridge body 2 with the arch supports 1 as the internal skeleton; the arch supports 1 are used as the main support structure, forming a continuous whole with other arch supports 1 in the roadway, enhancing the resistance to lateral pressure and floor heave; the spacing of other arch supports 1 in the roadway is 800mm, while the spacing of the arch supports 1 in the pressure-resistant wind bridge is denser, with a spacing of 500mm; grouting anchor cables 3 are connected between the bottom arc section of the arch supports 1 and the roadway floor slab; a lifting column 4 is provided between the top surface of the cast-in-place concrete bridge body 2 and the roadway roof slab; the lifting column 4 and the floor slab anchor cables form a bidirectional constraint to balance the vertical stress.

[0025] The grouting anchor cable 3 is located in the gap between the arch supports 1. The specification of the grouting anchor cable 3 is SKP21.8-1 / 1720-7300mm, the spacing between rows is 1200×2000mm, and the pre-tightening force of the anchor cable is not less than 162kN. The grouting anchor cables 3 are interlocked with trays and steel beams 5 along the length of the roadway. The steel beams 5 are close to the bottom arc section of the arch support 1, and the trays are connected to the grouting anchor cables 3 and pressed on the top surface of the steel beams 5.

[0026] The top arc segments of the arched supports 1 along the length of the tunnel are connected together by steel rails 6.

[0027] Wooden beams 7 are placed between the bottom arc section of the arch support 1 and the roadway floor. A clearance space of not less than 200mm is reserved in the height direction. The wooden beams 7 are arranged in the center. When the roadway floor deforms, the wooden beams 7 are squeezed first. The wooden beams 7 act as a buffer to reduce the damage to the arch support 1.

[0028] A concrete cushion layer 9 is provided between the bottom arc section of the arch support 1 and the roadway floor. The pouring width of the concrete cushion layer 9 is not less than 1000mm, and the concrete cushion layers 9 between the front and rear arch supports 1 are connected as a whole.

[0029] The gap between the arch support 1 and the bottom corner of the roadway floor is filled with coal gangue bag filler 8. The coal gangue bag filler 8, the cast-in-place concrete bridge body 2 and the concrete cushion layer 9 form a closed-section wind tunnel. Inside the wind tunnel, the bottom arc section of the arch support 1 is filled with coal gangue 10 up to the designed ground level.

[0030] Pedestrian staircases 11 are provided on the left and right sides of the cast-in-place concrete bridge body 2, from the bottom slab of the tunnel to the top surface of the cast-in-place concrete bridge body 2. The pedestrian staircases 11 are made of steel frame and are at a 30° angle to the horizontal direction. They are enclosed by mesh, belts, etc.

[0031] The outer surface of the cast-in-place concrete bridge body 2 is provided with a cement mortar plaster layer 12, forming a multi-layer compressive protection.

[0032] The cast-in-place concrete bridge body 2 includes a wind bridge wall 2.1 and a wind bridge deck 2.2. The left and right ends of the arch support 1 are embedded in the wind bridge wall 2.1. Within the range of the wind bridge deck 2.2, the outer side of the arch support 1 is covered with a steel mesh, and the inner side of the arch support 1 is covered with a mesh and a wind duct cloth.

[0033] Within the tunnel floor area, the outer side of the arched support 1 is covered with steel mesh.

[0034] When constructing the pressure-resistant wind bridge, the arch support 1 is erected along the top plate of the coal seam at both ends. The entire cross section behind the arch support 1 is covered with GW6.5 / 100-1.2*2 steel mesh with an overlap length of not less than 100mm. Double strand 16# iron wire is used for connection after being folded in half. The connection should be double wire with three turns. The connection points are arranged in two rows of "three flowers" with a spacing of not more than 200mm. Wooden beams 7 are placed between the steel mesh behind the bottom arc section of the arch support 1 and the roadway floor. There should be at least one wooden beam 7 (centered on the roadway floor). After leaving a clearance space of at least 200mm, the bottom arc section of the arch support 1 is erected, followed by the side arc sections, and finally the top arc section. After the arch support 1 is erected, grouting anchor cables 3 are installed on the floor (the installation range of grouting anchor cables 3 must extend 3000mm beyond the roadway outline). After the grouting anchor cables 3 are installed, they are interlocked along the roadway using steel beams and pallets. The steel beams must be tightly attached to the bottom arc section of the arch support 1, and the length of the steel beams 5 must be at least 2200mm. After the anchor cables are interlocked, a concrete pad layer 9 of at least 200mm is poured into the bottom gap of the bottom arc section, with a pouring width of at least 1000mm. The bottom corner gap is filled with coal gangue bags, ensuring compaction, and then filled with coal gangue up to the designed floor level.

[0035] After the arch support 1 is erected, the construction of the wind bridge wall 2.1 begins. The wall thickness is 750mm. The wind bridge wall 2.1 is arranged along the edge of the arch support 1 (it is necessary to ensure that the widest part of the arch support 1 is fitted into the wind bridge wall 2.1). Before pouring the wind bridge wall 2.1, a precast steel mesh cage is required. Concrete is poured in the middle of the steel mesh cage and a vibrator is used to make the concrete compacted. The concrete grade is C20. The pouring height of the wind bridge wall 2.1 must exceed the top of the arch support 1 by 300mm. After the arch support 1 has solidified, it is finished with cement mortar with a thickness of 50mm. The pedestrian staircase 11 is made of steel frame and is at a 30° angle to the horizontal direction. It is enclosed with mesh, belts, etc.

[0036] After the wind bridge wall 2.1 is poured, steel rails 6 are laid on the top arc section. The spacing of the steel rails 6 is 500mm. They are fixed with No. 8 iron wire using a cross binding method, with at least 3 turns to ensure that the steel rails 6 are firmly connected to the arch support 1. If the length of the steel rails 6 is insufficient, two steel rails 6 can be connected using a rail clamp. A double layer of steel rails is laid between the steel rails 6 and the arch support 1. The reinforcing mesh has a 200mm overlap and is connected by folding double-strand 16# iron wire, arranged in a double-row, three-flower pattern with a chain point spacing of no more than 100mm. The mesh and ventilation duct fabric are laid on the inner side of the arched support 1. After the steel rail 6, mesh, and ventilation duct fabric are laid, concrete is poured on the outer side of the arched support 1 to form the wind bridge deck 2.2. The concrete grade is C20, and the concrete is filled to be flush with the wind bridge wall 2.1.

[0037] After the concrete of the ventilation bridge deck 2.2 has solidified, a jacking column 4 is installed between the ventilation bridge deck 2.2 and the tunnel roof. The location of the jacking column 4 is determined according to the on-site drainage pipeline layout.

[0038] The above description of the disclosed embodiments enables those skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present invention. Therefore, the present invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. An arch-brace based compression-resistant wind bridge, characterized by: Includes arched supports (1) located within the cross-section of the tunnel and spaced apart along the length of the tunnel, and a cast-in-place concrete bridge body (2) with the arched supports (1) as its internal skeleton; Grouting anchor cables (3) are connected between the bottom arc section of the arch support (1) and the roadway floor slab; jacking columns (4) are provided between the top surface of the cast-in-place concrete bridge body (2) and the roadway floor slab.

2. An arch-brace based compression wind bridge according to claim 1, characterized in that: The grouting anchor cable (3) is located in the gap between the arch support (1). The grouting anchor cables (3) are interlocked with the tray and steel beam (5) along the length of the roadway. The steel beam (5) is close to the bottom arc section of the arch support (1). The tray and the grouting anchor cable (3) are connected and pressed on the top surface of the steel beam (5).

3. An arch supported compression wind bridge according to claim 2, wherein: The top arc segments of the arched support (1) along the length of the tunnel are connected together by steel rails (6).

4. An arch supported compression wind bridge according to claim 1, wherein: Wooden beams (7) are placed between the bottom arc section of the arched support (1) and the roadway floor. The wooden beams (7) are arranged in the center.

5. An arch supported compression wind bridge according to claim 4, wherein: A concrete cushion layer (9) is provided between the bottom arc section of the arch support (1) and the roadway floor slab, and the concrete cushion layer (9) between the front and rear arch supports (1) is connected as a whole.

6. An arch supported compression wind bridge according to claim 5, wherein: The gap between the arch support (1) and the bottom corner of the roadway floor is filled with coal gangue bag filler (8). The coal gangue bag filler (8), the cast-in-place concrete bridge body (2) and the concrete cushion layer (9) form a closed-section wind tunnel. Inside the wind tunnel, the bottom arc section of the arch support (1) is filled with coal gangue (10) up to the designed ground level.

7. An arch supported compression wind bridge according to claim 1, wherein: Pedestrian staircases (11) are provided on the left and right sides of the cast-in-place concrete bridge body (2), leading from the bottom slab of the tunnel to the top surface of the cast-in-place concrete bridge body (2).

8. An arch supported compression wind bridge according to claim 1, wherein: The outer surface of the cast-in-place concrete bridge body (2) is covered with a cement mortar plaster layer (12).

9. An arch supported compression wind bridge according to claim 1, wherein: The cast-in-place concrete bridge body (2) includes the wind bridge wall (2.1) and the wind bridge deck (2.2). The left and right ends of the arch support (1) are embedded in the wind bridge wall (2.1). Within the range of the wind bridge deck (2.2), the outer side of the arch support (1) is covered with steel mesh, and the inner side of the arch support (1) is covered with mesh and wind duct cloth.

10. An arch supported compression wind bridge according to claim 9, wherein: Within the tunnel floor area, the outer side of the arched support (1) is covered with a steel mesh.

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