CN212641514U - Underground emergency channel structure - Google Patents

Abstract

An underground emergency channel structure comprises a first support pile, a hanging wall, a top plate, a first side wall and a first bottom plate; the first support piles are arranged at intervals along the outer side lines on the two sides of the channel; the top of each group of first supporting piles is provided with a crown beam; the two hanging walls are respectively arranged at the left side and the right side of the top plate, and the top plate is hung at a designed position by the two hanging walls; the upper end of the hanging wall is fixedly connected with the crown beam; the first side walls are two and correspondingly arranged at the bottoms of the two hanging walls; the first bottom plate is arranged between the bottoms of the two first side walls; filling layers are filled between the first side walls and the hanging walls and the first support piles on the corresponding sides; open-cut underground passage structures are respectively constructed on two sides of the underground emergency passage structure; the open cut underground passage structure comprises second support piles, second side walls and a second bottom plate. The utility model provides a narrow and small, the long and high technical problem of construction cost of construction period of operation space of traditional lid excavation construction.

Description

Underground emergency channel structure

Technical Field

The utility model belongs to the technical field of building engineering, especially an emergent access structure in underground.

Background

The west side of an underground emergency channel project of a certain project is connected with a residential building, the underground emergency channel project penetrates through the outdoor underground space of the anti-terrorism guard building, and the east side is provided with an entrance and an exit which are connected with a passenger car inspection field area; the cover digs and the reverse construction area is positioned in the anti-terrorism guard building outdoor area. Because the transfer date of the anti-terrorist warning building is earlier than that of the construction of an underground emergency passage structure, in order to ensure the smooth transfer of the anti-terrorist warning building and provide operating conditions for the outdoor terrace construction of the anti-terrorist warning building, the underground emergency passage area in the ground red line range for the anti-terrorist warning building adopts a cover-digging reverse method, and the two sides of the red line range adopt open-cut methods; the whole channel foundation pit is in a long and narrow strip shape, the depth of the foundation pit is about 0.65-9.37 m, and the width of the foundation pit is about 8 m. Traditional lid digs during the construction, and the stand reinforcing bar that establishes can produce the conflict with the board owner muscle that the original design set up in the operation space of lid digging construction, lets the operation space of lid digging construction narrower and small more to can lead to the construction period long and construction cost height at the construction stand.

SUMMERY OF THE UTILITY MODEL

The utility model aims at providing an emergent access structure in underground will solve traditional lid and dig the operation space of construction narrow and small, the construction period is long and the technical problem that construction cost is high.

In order to achieve the above purpose, the utility model adopts the following technical scheme.

An underground emergency passage structure comprises a cover-digging passage structure and open-digging underground passage structures arranged at two ends of the cover-digging passage structure; the cover-excavation channel structure comprises a first support pile, a hanging wall, a top plate, a first side wall and a first bottom plate; two groups of first support piles are arranged at intervals along the outer side lines on the two sides of the channel respectively; the top of each group of first support piles is correspondingly provided with a crown beam; the two hanging walls are respectively arranged at the left side and the right side of the top plate, and the top plate is hung at a designed position by the two hanging walls; the height of the hanging wall is gradually reduced from one side of the channel to the other side; the upper end of each hanging wall is fixedly connected with the crown beam, and a space is reserved between each hanging wall and the first support pile on the corresponding side; the two first side walls are correspondingly arranged at the bottoms of the two hanging walls; the first bottom plate is arranged between the bottoms of the two first side walls; filling layers are filled between the first side walls and the hanging walls and the first support piles on the corresponding side;

the hanging wall is connected with the crown beam through hanging wall steel bars; the upper ends of the hanging wall reinforcing steel bars are embedded in the top beams, and the lower ends of the hanging wall reinforcing steel bars exceed the bottom of the hanging wall; the length of the hanging wall reinforcing steel bars embedded into the crown beam is not less than 30 times of the diameter of the hanging wall reinforcing steel bars; the top plate and the hanging wall are integrally cast, and two ends of a top horizontal steel bar in the top plate respectively extend into the hanging walls on two sides and are connected with the hanging wall steel bars.

Preferably, the open-cut underground passage structure comprises second support piles, second side walls and a second bottom plate; two groups of second supporting piles are arranged at intervals along the central lines of the wall bodies on the two sides respectively; the second side walls are arranged between the adjacent second support piles, the tops of the second side walls are flush with the tops of the crown beams, and the bottoms of the second side walls are flush with the bottoms of the first side walls; the second bottom plate is arranged between the bottoms of the second side walls on the two sides, and the top surface of the second bottom plate is flush with the top surface of the first bottom plate.

Preferably, the first support piles are rotary excavating cast-in-place piles, and the distance between every two adjacent first support piles is 1400-1600 mm.

Preferably, an inclined reinforcing steel bar is arranged at the corner position of the hanging wall and the top plate.

Preferably, the inner side surface of the crown beam exceeds the inner side of the first support pile, and the width of the exceeding part is 850-1050 mm; and the hanging wall is hung at the bottom of the part of the crown beam, which exceeds the first support pile.

Preferably, the height of the hanging wall is 320 mm-2350 mm, and the thickness of the hanging wall is not less than 600 mm.

Preferably, the material of the filling layer is the same as that of the first side wall; the thickness of the filling layer is 250 mm-300 mm.

Preferably, transverse reserved holes are arranged in the crown beam at intervals along the long axis direction of the crown beam; the diameter of the prepared hole is 50mm or 100 mm.

Compared with the prior art, the utility model has the following characteristics and beneficial effect.

1. The top plate of the middle cover excavation reverse construction area and the hanging walls on the two sides are integrally constructed, and the top plate is hung at the bottom of the crown beam through the hanging walls; the structural design avoids the construction of the supporting column at the bottom of the top plate, so that the construction process is simple, and the technical problems of narrow operation space, long construction period and high construction cost of the traditional cover-excavation construction are solved.

2. The crown beam in the utility model is a permanent structure, and a hanging wall is additionally arranged at the bottom of the crown beam to hang the top plate, so that the channel top plate has the effect of being used as an inner support, and the structure stabilizing effect of a cover-digging reverse operation area is achieved; in addition, the crown beam is a permanent structure and does not need to be broken in the later period, so that the construction period is saved; compare in traditional structure that sets up the intermediate prop, the utility model discloses reduce cost and time limit for a project, also increased the lid and dug regional operating area.

Drawings

The present invention will be described in further detail with reference to the accompanying drawings.

Fig. 1 is the plane structure schematic diagram of the underground emergency passage structure of the present invention.

Fig. 2 is a schematic sectional view of a-a in fig. 1.

Fig. 3 is a layout view of the reinforcing bars of fig. 2.

Fig. 4 is a schematic cross-sectional view of B-B in fig. 1.

Fig. 5 is a schematic cross-sectional view of C-C in fig. 1.

Fig. 6 is a schematic view of a section structure of the underground passage structure of the utility model.

Fig. 7 the utility model discloses well open cut reinforcing bar arrangement diagram in the underground passage structure.

Reference numerals: 1-first supporting pile, 2-hanging wall, 3-top plate, 4-first side wall, 5-first bottom plate, 6-channel, 7-crown beam, 8-filling layer, 9-hanging wall reinforcing steel bar, 9.1-first U-shaped reinforcing steel bar, 9.2-first vertical reinforcing steel bar, 10-reinforcing steel bar, 11-top horizontal reinforcing steel bar, 12-preformed hole, 13-cover digging area, 14-open digging area, 15-second supporting pile, 16-second side wall, 17-second bottom plate, 18-partition wall, 19-first longitudinal steel bar, 20-second U-shaped reinforcing steel bar, 21-second vertical reinforcing steel bar, 22-bottom horizontal reinforcing steel bar, 23-bottom plate horizontal reinforcing steel bar and 24-second longitudinal steel bar.

Detailed Description

In this embodiment, the lid is dug and is carried out the pile foundation construction earlier in the reverse-operation region, wait to chive out the wall head laitance after the pile foundation construction is accomplished, clearance pile head debris, ligature crown beam 7 and hanging wall reinforcing bar 9, the part that hanging wall reinforcing bar 9 surpasss the 7 bottom surfaces of crown beam links to each other with top horizontal reinforcement 11, then prop up and establish the template and pour the concrete of roof 3 and hanging wall 2, wait that the concrete strength reaches 100% intensity rear can backfill, and hand over underground passage top region and carry out outdoor construction for anti-terrorism warning building.

After the earth backfill of the covered excavation region is completed, the earth excavation of the lower layer needs to wait for the excavation of the open excavation regions 14 at the two sides to the bottom of the pit, the excavation is carried out from the east and west two sections to the middle by the excavator, and the long-arm excavator stands at the two sides of the underground excavation section and symmetrically carries out the earth excavation.

As shown in fig. 1 to 7, the underground emergency passage structure comprises a cover-dug passage structure and open-dug underground passage structures arranged at two ends of the cover-dug passage structure; the cover-excavation channel structure comprises a first support pile 1, a hanging wall 2, a top plate 3, a first side wall 4 and a first bottom plate 5; two groups of first support piles 1 are arranged at intervals along the outer side lines on two sides of the channel 6 respectively; the top of each group of first supporting piles 1 is correspondingly provided with a crown beam 7; the two hanging walls 2 are respectively arranged at the left side and the right side of the top plate 3, and the top plate 3 is hung at a designed position by the two hanging walls 2; the height of the hanging wall 2 is gradually reduced from one side of the channel 6 to the other side; the upper end of each hanging wall 2 is fixedly connected with a crown beam 7, and a space is reserved between each hanging wall 2 and the first support pile 1 on the corresponding side; the two first side walls 4 are correspondingly arranged at the bottoms of the two hanging walls 2; the first bottom plate 5 is arranged between the bottoms of the two first side walls 4; a filling layer 8 is filled between the first side wall 4 and the hanging wall 2 and the first support pile 1 on the corresponding side;

the hanging wall 2 is connected with the crown beam 7 through hanging wall steel bars 9; the upper ends of the hanging wall reinforcing steel bars 9 are embedded in the crown beams 7, and the lower ends of the hanging wall reinforcing steel bars 9 exceed the bottom of the hanging wall 2; the length of the hanging wall reinforcing steel bars 9 embedded into the crown beam 7 is not less than 30 times of the diameter of the hanging wall reinforcing steel bars 9; the top plate 3 and the hanging wall 2 are integrally cast, and two ends of a top horizontal steel bar 11 in the top plate 3 respectively extend into the hanging wall 2 on two sides and are connected with hanging wall steel bars 9.

In this embodiment, the open-cut underground passage structure includes second support piles 15, second side walls 16, and second bottom plates 17; two groups of second supporting piles 15 are arranged at intervals along the central lines of the wall bodies on the two sides respectively; the second side walls 16 are arranged between the adjacent second support piles 15, the tops of the second side walls 16 are flush with the tops of the crown beams 7, and the bottoms of the second side walls 16 are flush with the bottoms of the first side walls 4; the second bottom plate 17 is arranged between the bottoms of the second side walls 16 on both sides, and the top surface of the second bottom plate 17 is flush with the top surface of the first bottom plate 5.

In this embodiment, the first fender pile 1 is a rotary excavating cast-in-place pile, and the distance between adjacent first fender piles 1 is 1400 mm-1600 mm.

In the embodiment, the inner side surface of the crown beam 7 exceeds the inner side of the first support pile 1, and the width of the exceeding part is 850-1050 mm; the hanging wall 2 is hung at the bottom of the part of the crown beam 7, which exceeds the first supporting pile 1.

In this embodiment, an inclined reinforcing bar 10 is provided at a corner position between the hanging wall 2 and the ceiling plate 3.

In this embodiment, the height of the hanging wall 2 is 320 mm-2350 mm, and the thickness of the hanging wall 2 is not less than 600 mm.

In this embodiment, the material of the filling layer 8 is the same as that of the first side wall 4; the thickness of the filling layer 8 is 250 mm-300 mm.

In this embodiment, the crown beam 7 is provided with transverse preformed holes 12 at intervals along the long axis direction thereof; the diameter of the preformed hole 12 is 50mm or 100 mm.

In this embodiment, the lower end of the first pile 1 extends beyond the bottom of the first bottom plate 5.

In this embodiment, the height of the hanging wall 2 gradually decreases from one side of the channel 6 to the other side.

In this embodiment, when the width of the passage 6 is more than 9 m, a partition wall 18 is provided between the top plate 3 and the first bottom plate 5 near the first side wall 4 on one side.

In this embodiment, the hanging wall steel bars 9 include first U-shaped steel bars 9.1 and first vertical steel bars 9.2, including vertical edges and horizontal edges; the upper ends of the vertical edges of the first U-shaped steel bars 9.1 are respectively bent towards two sides to form folded edges; the upper end of the first U-shaped steel bar 9.1 is embedded in the crown beam 7; the transverse edges of the first U-shaped steel bars 9.1 are poured in the first bottom plate 5, and the vertical edges at two sides of the first U-shaped steel bars 9.1 are respectively poured in the hanging walls 2 and the first side walls 4 at two sides; the upper end and the lower end of the first vertical steel bar 9.2 are respectively bent to form folded edges; the upper end of the first vertical steel bar 9.2 is embedded in the crown beam 7, and the lower end of the first vertical steel bar 9.2 is embedded in the first bottom plate 5; first longitudinal ribs 19 are arranged in the hanging wall 2, the first side wall 4, the first bottom plate 5 and the top plate 3; in the first bottom plate 5, bottom horizontal rebars 22 are provided.

In this embodiment, the open-cut underground passage structure is provided with a second U-shaped steel bar 20 and a second vertical steel bar 21; the vertical edges of the second U-shaped steel bars 20 are embedded in the second side walls 16, and the transverse edges of the second U-shaped steel bars 20 are embedded in the second bottom plate 17; the upper end and the lower end of the second vertical steel bar 21 are respectively bent to form folded edges; the upper end of the second vertical steel bar 21 is embedded in the upper part of the second side wall 16, and the lower end of the second vertical steel bar 21 is embedded in the second bottom plate 17; a bottom plate horizontal steel bar 23 is arranged in the second bottom plate 17; second longitudinal ribs 24 are disposed in both the second bottom panel 17 and the second side wall 16.

The construction method of the underground emergency passage structure comprises the following steps.

Step one, dividing the underground emergency passage structure into a covering and digging area 13 and an open digging area 14 along the long axial direction of the underground emergency passage structure, wherein the open digging area 14 is located on two sides of the covering and digging area 13, and the length of the covering and digging area 13 is 80-120 m.

And step two, constructing a second supporting pile 15 of the open cut area 14 and a first supporting pile 1 of the covered cut area 13.

And step three, constructing a crown beam 7 at the top of the first supporting pile 1.

And fourthly, excavating a first layer of earthwork of the covered excavation area 13 from top to bottom, wherein the thickness of the excavated first layer of earthwork is 0.48-4.35 m.

And step five, constructing the hanging wall 2 and the top plate 3 of the covered and excavated area 13.

And step six, when the strength of the concrete of the top plate 3 reaches the age.

And seventhly, backfilling earthwork above the top plate 3.

And step eight, performing earth excavation of the open cut area 14 and construction of the second bottom plate 17 of the open cut area 14.

And step nine, constructing the second side wall 16 of the open cut area 14.

Step ten, the strength of the concrete of the second bottom plate 17 of the area to be excavated 14 reaches age.

Step eleven, excavating from the open excavation areas 14 at the two sides to the cover excavation area 13 in the middle, and excavating soil body below the top plate 3 of the cover excavation area 13.

And step twelve, constructing the first bottom plate 5 and the first side wall 4 of the covered and excavated area 13 until the first bottom plate 5 and the first side wall 4 are constructed.

In the embodiment, in the third step, when the crown beam 7 is constructed, the connecting steel bars connected with the hanging wall 2 are reserved at the bottom of the crown beam 7, and the rust prevention protection measures of the steel bars are well taken;

in the fifth step, the concrete steps of constructing the hanging wall 2 and the top plate 3 of the covered and excavated area 13 are as follows: and when earthwork is excavated to the bottom elevation of the top plate 3, binding the hanging wall reinforcing steel bars 9 and the top horizontal reinforcing steel bars 11 to connect the hanging wall reinforcing steel bars 9 with the connecting reinforcing steel bars, then erecting a formwork and carrying out one-time concrete pouring of the concrete of the hanging wall 2 and the concrete of the top plate 3.

The above embodiments are not exhaustive of the specific embodiments, and other embodiments are possible, and the above embodiments are intended to illustrate, but not limit the scope of the present invention, and all applications coming from the simple changes of the present invention fall within the scope of the present invention.

Claims (8)

1. An underground emergency passage structure comprises a cover-digging passage structure and open-digging underground passage structures arranged at two ends of the cover-digging passage structure; the method is characterized in that: the cover-excavation channel structure comprises a first support pile (1), a hanging wall (2), a top plate (3), a first side wall (4) and a first bottom plate (5); two groups of first support piles (1) are arranged at intervals along the outer side lines on the two sides of the channel (6); the top of each group of first support piles (1) is correspondingly provided with a crown beam (7); the two hanging walls (2) are respectively arranged at the left side and the right side of the top plate (3), and the top plate (3) is hung at a designed position by the two hanging walls (2); the height of the hanging wall (2) is gradually reduced from one side of the channel (6) to the other side; the upper end of each hanging wall (2) is fixedly connected with a crown beam (7), and a space is reserved between each hanging wall (2) and the first support pile (1) on the corresponding side; the two first side walls (4) are correspondingly arranged at the bottoms of the two hanging walls (2); the first bottom plate (5) is arranged between the bottoms of the two first side walls (4); filling layers (8) are filled between the first side walls (4) and the hanging walls (2) and the first support piles (1) on the corresponding side;

the hanging wall (2) is connected with the crown beam (7) through hanging wall steel bars (9); the upper ends of the hanging wall reinforcing steel bars (9) are embedded in the top beams (7), and the lower ends of the hanging wall reinforcing steel bars (9) exceed the bottom of the hanging wall (2); the length of the hanging wall reinforcing steel bars (9) embedded into the crown beam (7) is not less than 30 times of the diameter of the hanging wall reinforcing steel bars (9); the top plate (3) and the hanging wall (2) are integrally cast, and two ends of a top horizontal reinforcing steel bar (11) in the top plate (3) extend into the hanging wall (2) on two sides respectively and are connected with hanging wall reinforcing steel bars (9).

2. The underground emergency passageway structure of claim 1, wherein: the open-cut underground passage structure comprises second support piles (15), second side walls (16) and a second bottom plate (17); two groups of second supporting piles (15) are arranged at intervals along the central lines of the wall bodies on the two sides respectively; the second side walls (16) are arranged between the adjacent second support piles (15), the tops of the second side walls (16) are flush with the tops of the crown beams (7), and the bottoms of the second side walls (16) are flush with the bottoms of the first side walls (4); the second bottom plate (17) is arranged between the bottoms of the second side walls (16) on the two sides, and the top surface of the second bottom plate (17) is flush with the top surface of the first bottom plate (5).

3. The underground emergency passageway structure of claim 1, wherein: the distance between the first support piles (1) adjacent to each other is 1400-1600 mm for the first support piles (1) of the rotary excavating cast-in-place pile.

4. The underground emergency passageway structure of claim 1, wherein: the inner side surface of the crown beam (7) exceeds the inner side of the first support pile (1), and the width of the exceeding part is 850-1050 mm; the hanging wall (2) is hung at the bottom of the part of the crown beam (7) exceeding the first support pile (1).

5. The underground emergency passageway structure of claim 1, wherein: an inclined reinforcing steel bar (10) is arranged at the corner position of the hanging wall (2) and the top plate (3).

6. The underground emergency passageway structure of claim 1, wherein: the height of the hanging wall (2) is 320 mm-2350 mm, and the thickness of the hanging wall (2) is not less than 600 mm.

7. The underground emergency passageway structure of claim 1, wherein: the material of the filling layer (8) is the same as that of the first side wall (4); the thickness of the filling layer (8) is 250 mm-300 mm.

8. The underground emergency passageway structure of claim 1, wherein: transverse preformed holes (12) are arranged in the crown beam (7) at intervals along the long axis direction of the crown beam; the diameter of the preformed hole (12) is 50mm or 100 mm.

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