CN212454436U - Excavation station structure of tunnel-first station-later station pipe curtain hole pile method - Google Patents
Excavation station structure of tunnel-first station-later station pipe curtain hole pile method Download PDFInfo
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- CN212454436U CN212454436U CN202021122359.3U CN202021122359U CN212454436U CN 212454436 U CN212454436 U CN 212454436U CN 202021122359 U CN202021122359 U CN 202021122359U CN 212454436 U CN212454436 U CN 212454436U
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- 238000000034 method Methods 0.000 title claims abstract description 36
- 238000009412 basement excavation Methods 0.000 title claims abstract description 21
- 229910000831 Steel Inorganic materials 0.000 claims description 38
- 239000010959 steel Substances 0.000 claims description 38
- 238000003466 welding Methods 0.000 claims description 6
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- 241001270131 Agaricus moelleri Species 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 38
- 230000007613 environmental effect Effects 0.000 abstract description 3
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- 238000013461 design Methods 0.000 description 5
- 239000004570 mortar (masonry) Substances 0.000 description 5
- 238000005553 drilling Methods 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
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- 238000002360 preparation method Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241000782128 Albizia adianthifolia Species 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
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- 238000001514 detection method Methods 0.000 description 1
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- 238000005098 hot rolling Methods 0.000 description 1
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- 230000005641 tunneling Effects 0.000 description 1
- 238000009736 wetting Methods 0.000 description 1
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Abstract
The utility model discloses an earlier tunnel later station pipe curtain hole stake method excavation station structure, it is two-layer about it sets up four guide ways respectively, wherein have one in the upper guide way to lead the hole in advance, the utilization is led the hole in advance and is beaten the workspace of establishing as the pipe curtain, guide hole and four lower part guide ways top do not have the pipe curtain to strut in advance, be equipped with preliminary bracing and for vault through-wall structure, the guide way is as the workspace of side pile, center pillar steel-pipe column, beat at the pipe curtain and establish the completion after, all the other three upper portion guide ways in upper strata adopt the straight wall structure excavation. The utility model discloses can effectively shorten the time limit for a project of subway construction, the save time cost, pipe curtain hole stake undercut method have that structural security is high, stratum deformation control is effectual, structural style is nimble, influence advantage such as minimum to environmental facility, have extremely strong in-service use and worth, but use in the wide application is related to the engineering.
Description
Technical Field
The utility model relates to a tunnel construction field, concretely relates to first tunnel later station pipe curtain hole pile method excavation station structure.
Background
The conventional construction process of the subway is that a station is constructed firstly and then a tunnel is constructed, the station is constructed firstly, and the shield tunnel can be constructed only after the station has corresponding conditions. Because the work difficulty of removing the urban center area is high, the removal is slow, and the cross-over place cannot be removed on time, the subway station interval cannot be constructed according to the planned construction period, even the construction is seriously delayed, and the whole construction process is influenced. Therefore, the method of 'tunnel first and station second' is adopted, the tunnel is constructed first, and the station is constructed when the construction station condition is met. The conventional method of tunnel first and station second is to combine open cut method or mine method to carry out shield tunneling. These two methods have significant disadvantages: the mine method has the advantages of slow construction progress, long construction period, low mechanization degree and high labor consumption; the open cut method has great influence on ground buildings and underground pipelines, and needs to excavate earthwork with larger area, thereby greatly increasing the construction workload. Therefore, an excavation station structure which can not only ensure that environmental facilities such as upper building structures and underground pipelines are not influenced, but also ensure the construction process is urgently needed.
SUMMERY OF THE UTILITY MODEL
The utility model aims at overcoming the not enough of above-mentioned prior art, provide an earlier tunnel back station pipe curtain hole pile method excavation station structure, its structural design is reasonable, overall structure is firm, excellent in use effect, guarantees that environmental facility does not receive the construction influence.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
a first tunnel later station pipe curtain hole pile method excavation station structure is provided with four bar foundations at the bottom of the structure, four lower portion pilot tunnels are respectively arranged on the four bar foundations, and a layer of preliminary bracing is arranged at the top of the outer side of each lower portion pilot tunnel. A transverse channel is arranged between adjacent lower pilot tunnels, a bottom plate is arranged between the transverse channel and the strip foundation, a row of side piles are respectively arranged at one side of the insides of the lower pilot tunnels at two ends, which is far away from the central axis of the structure, the inner sides of the side piles are side walls, the side walls are divided into an upper section and a lower section, a middle plate is arranged in the middle of the side walls, the side walls at the upper side of the middle plate are station, the side wall of medium plate downside is the platform layer side wall, the side pile top is equipped with the pile crown roof beam, be equipped with end longeron in two middle lower part pilot tunnels, be equipped with the one deck waterproof layer between end longeron and the inboard bottom of lower part pilot tunnel, be equipped with the steel-pipe column on the end longeron, the steel-pipe column top is equipped with center pillar top longeron, the upper left side of overall structure is equipped with one and leads the hole in advance, it is equipped with the one deck and the same preliminary bracing in lower part pilot tunnel top to lead the hole outside top in advance, it is equipped with three upper portion pilot tunnel to lead the hole right side in advance, be equipped with between the adjacent upper portion pilot tunnel and.
The advanced pilot tunnel and the lower pilot tunnel are both arch crown straight wall structures, the upper pilot tunnel is a flat crown straight wall structure, the advanced pilot tunnel is arch-shaped so as to be convenient for erecting a pipe curtain, and the lower pilot tunnel is arch-shaped so as to be convenient for construction operation of side piles, bottom longitudinal beams and steel pipe columns.
The bottom surface of the upper pilot tunnel and the bottom surface of the prior pilot tunnel are on the same horizontal plane, so that the operation is convenient during construction.
The excavation span of leading in advance is less than 4m, and the excavation height is less than 5m, and the leading in advance excavates at first, adopts one or more bench method excavation during the excavation, guarantees that the pipe curtain has sufficient space of setting up, utilizes the bench method excavation can guarantee the accurate degree of excavation.
The pipe curtain adopts the hot rolling seamless steel pipe that the diameter is greater than 400mm thickness and is greater than 10mm, and the horizontal interval sets up to 450mm, and single section steel pipe maximum length is 2.5m, adopts wait strong welded connection between the steel pipe tube coupling, and adjacent steel pipe welding seam is staggered and is arranged, connects through the hasp between the steel pipe, and the hasp is the angle steel, forms a continuous supporting construction.
The concrete strength grade used by the strip foundation is C30P 6, and as the lowest part of the whole structure, the concrete with the seepage-proofing grade of P6 can effectively prevent the corrosion of underground water to the structure, and the use safety of the whole structure is guaranteed.
The waterproof layer is made of SBS modified asphalt waterproof coiled materials with the thickness larger than 4mm, loss of the bottom longitudinal beam due to wetting in the using process is effectively avoided, safety is guaranteed, and meanwhile construction cost is saved.
The steel pipe column is a Q235B steel pipe, so that the stability of the whole structure can be guaranteed, and the construction cost can be saved.
The pile top crown beam, the center pillar top longitudinal beam and the buckling arch lining are all made of concrete with the strength grade of C30, so that a strong compression-resistant guarantee is provided for the whole structure, and the use safety is ensured.
The primary support is made by grouting a leading small conduit, the diameter of the leading small conduit is 42mm, the wall thickness is 3.5mm, the length of a single section is 4.0m, the pressure during grouting is 0.5-1.0 MPa, and after grouting is finished, the grouting effect is detected by adopting an analysis method, a hole inspection method or a sound wave detection method, and if the grouting does not meet the requirement, supplementary grouting is carried out.
The utility model discloses use the pipe curtain to carry out advance support, guarantee overall structure's stability, set up preliminary bracing before pilot tunnel and lower part pilot tunnel excavation in advance, can avoid stress concentration, strengthened the stability of vault structure, the bar basis adopts the concrete of C30P 6 level to make, provides stable basis for overall structure. The whole construction process is simple to handover, the working area is large, the method is suitable for construction of stations in various environments, the process handover between guide holes is simple, the construction speed is high, and the construction period can be effectively shortened.
Drawings
FIG. 1 is a schematic cross-sectional view of the overall structure;
FIG. 2 is a schematic longitudinal cross-sectional view of the overall structure;
FIG. 3 is a schematic view of a tube sheet construction;
101, leading a hole in advance; 102. a lower pilot tunnel; 103. an upper pilot tunnel; 104. a pipe curtain; 105. primary support; 106. a transverse channel; 107. a strip foundation; 108. a bottom stringer; 109. side piling; 110. steel pipe columns; 111. pile top crown beam; 112. a center pillar top stringer; 113. buckling an arch two lining; 114. a middle plate; 115. the side wall of the station hall layer; 116. a platform layer side wall; 117. a base plate; 201. a steel pipe; 202. a grouting pipe; 203. and (5) locking.
Detailed Description
The present invention will be further explained with reference to the drawings and examples.
The structure, ratio, size and the like shown in the drawings attached to the present specification are only used for matching with the content disclosed in the specification, so as to be known and read by people familiar with the technology, and are not used for limiting the limit conditions which can be implemented by the present invention, so that the present invention does not have the substantial significance in the technology, and any structure modification, ratio relationship change or size adjustment should still fall within the scope which can be covered by the technical content disclosed by the present invention without affecting the efficacy which can be produced by the present invention and the purpose which can be achieved by the present invention. Meanwhile, the terms such as "upper", "lower", "left", "right", "middle" and "one" used in the present specification are for convenience of description, and are not intended to limit the scope of the present invention, and changes or adjustments of the relative relationship thereof may be made without substantial technical changes, and the present invention is also regarded as the scope of the present invention.
As shown in fig. 1-3, a tunnel-first-station-later-station pipe curtain hole pile method excavated station structure is provided with four strip foundations 107 at the bottom, four lower guide holes 102 are respectively arranged on the four strip foundations 107, each lower guide hole 102 is a vault straight wall structure, a layer of preliminary support 105 is arranged at the top of the outer side of each lower guide hole 102, a transverse channel 106 is arranged between adjacent lower guide holes 102, a bottom plate 117 is arranged between each transverse channel 106 and the strip foundations 107, a row of side piles 109 are respectively arranged at one side of the inner part of each lower guide hole 102 away from the central axis of the structure, side walls are arranged at the inner sides of the side piles 109 and divided into an upper section and a lower section, a middle plate 114 is arranged in the middle of each side wall, the side wall at the upper side of the middle plate 114 is a station hall layer 115, the waterproof layer at the lower side of the middle plate is a station layer side wall 116, a pile top crown beam 111 is, the steel pipe column 110 is arranged on the bottom longitudinal beam 108, the middle column top longitudinal beam 112 is arranged at the top of the steel pipe column 110, the upper left side of the whole structure is provided with a prior pilot tunnel 101, the top of the outer side of the prior pilot tunnel 101 is provided with a layer of primary support 105 which is the same as the top of the lower pilot tunnel, the right side of the prior pilot tunnel 101 is provided with three upper pilot tunnels 103, the upper pilot tunnels 103 are of a flat-top straight wall structure, the bottom surface of the upper pilot tunnel 103 and the bottom surface of the prior pilot tunnel 101 are on the same horizontal plane, two buckling arch linings 113 are arranged between the adjacent upper pilot tunnels 103, and the top of the outer side of the upper pilot tunnel.
The strength of concrete used by the strip foundation 107 is C30P 6, and the concrete with the seepage-proofing grade of P6 can effectively prevent the corrosion of underground water to the structure and ensure the use safety of the whole structure; the waterproof layer is made of SBS modified asphalt waterproof coiled material with the thickness larger than 4mm, so that the bottom longitudinal beam is effectively prevented from being damaged due to damp in the using process; the steel pipe column 110 is a Q235B steel pipe, so that the stability of the whole structure can be ensured, and the construction cost can be saved; the pile top crown beam 111, the center pillar top longitudinal beam 112 and the buckling arch secondary lining 113 are all made of concrete with the strength grade of C30, so that a strong compression-resistant guarantee is provided for the whole structure, and the use safety is ensured.
The pipe curtain 104 adopts hot-rolled seamless steel pipes 201 with the diameter larger than 400mm and the thickness larger than 10mm, the horizontal distance is set to 450mm, the maximum length of each section of steel pipe 201 is 2.5m, equal-strength welding connection is adopted between the pipe joints of the steel pipes 201, welding seams of the adjacent steel pipes 201 are arranged in a staggered mode, the steel pipes 201 are connected through lock catches 203, the lock catches 203 are angle steel with the diameter of 70mm plus 50mm plus 8mm, grouting pipes 202 are welded on the side walls of the steel pipes 201, and a continuous supporting structure is formed.
During the specific construction, the method comprises the following steps:
s1, constructing a primary support, arranging a first pilot tunnel 101, and drilling a pipe curtain 104 in the first pilot tunnel 101 for advanced support;
s2, excavating an upper pilot tunnel 103 and a lower pilot tunnel 102;
s3, after the lower pilot tunnel is communicated, constructing a strip foundation 107 at the bottom of the lower pilot tunnel 102, constructing a waterproof layer below the bottom longitudinal beam 108 in the lower pilot tunnel 102, and then constructing the bottom longitudinal beam 108, the side pile 109 and the steel pipe column 110;
s4, after the side piles 109 and the steel pipe columns 110 are constructed, constructing a pile top crown beam 111 and a center pillar top longitudinal beam 112;
s5, chiseling part of the primary support 105 of the upper pilot tunnel 103, and constructing a top buckling arch secondary lining 113;
s6, after the arch secondary lining 113 to be buckled reaches the design strength, downwards excavating a soil body to the design elevation of the bottom of the middle plate 114, constructing inter-pile net spraying concrete while excavating, applying a mulching film, paving a side wall waterproof layer, and pouring the structures of the station hall layer side wall 115 and the middle plate 114;
s7, when the structure of the middle plate 114 reaches the design strength, excavating soil to the position of the bottom plate 117 in a segmented mode along the bottom of the station middle plate 114, wherein the primary support structure of the lower pilot tunnel 102 cannot be damaged in the soil excavating process, after the soil is excavated, part of the primary support structure of the lower pilot tunnel 102 is damaged, a concrete cushion layer of the bottom plate 117 is quickly constructed, a waterproof layer is laid, a floor and a station layer side wall 116 structure are poured, and the structure is closed.
Wherein the construction process of the pipe curtain 104 mainly comprises preparation before construction, mechanical equipment positioning, steel pipe jacking, steel pipe connection, sealing grouting and compensation grouting, and the control key points are as follows: pile foundation lofting → pile position retest → pile driver position approach → steel pipe pile insertion → pile driving, welding → pile hole borrowing → concrete preparation → pile body core filling → construction data arrangement, the steps are as follows:
(1) in order to reduce the stratum deformation caused by the construction of the pipe curtain 104, the construction of the pipe curtain 104 adopts a spiral drilling pipe-jacking method, a spiral soil discharging device is arranged in the middle of the steel pipe 201, and the jacking of the outer pipe is taken as the main part, and the spiral soil discharging in the pipe is taken as the auxiliary part. The jacking of the steel pipe 201 adopts an earth-lacking mode, the unearthing and the jacking are synchronously performed, no gap exists between the steel pipe 201 and a soil body, and the disturbance to the stratum is reduced. The construction method has the advantages of high safety, strong adaptability, high construction precision and the like.
(2) The jacking speed should be strictly controlled in the jacking process, so that the jacking speed and the unearthing speed are coordinated to reduce jacking force and control disturbance of the pipe curtain 104 to the soil body in the jacking process.
(3) During the jacking of the tubular screen 104, if an earth overburden condition occurs, the formation disturbance above the tubular screen 104 is exacerbated. During construction, the site is monitored in real time according to the designed soil output, and if the jacking speed is not matched with the soil output or the soil output square is seriously overproof, jacking is stopped in time, reasons are analyzed, and the jacking is continued after the stratum is stable.
(4) The construction accuracy should be strictly controlled during the construction of the pipe curtain 104, and if the pipe curtain 104 is lifted or sunk, the subsequent normal construction will be affected. Meanwhile, if the precision control is not proper, the lock catch 203 is damaged greatly. The allowable deviation of the tube sheet 104 construction is as follows: the allowable deviation of the roundness is +/-1%; the deviation of the hole site is +/-20 mm; the track deviation was 1%. When the pipe curtain 104 is constructed, the optical device installed in the drill rod is utilized to measure the direction through the total station, the deviation of the pipe curtain drilling is found in time, the direction of the wedge-shaped plate at the front end of the drill bit is adjusted in time through the drill rod to correct the deviation, the axis is strictly controlled, and the construction precision is ensured.
(5) After the pipe curtain 104 is drilled, the drill rod is pulled out in time, the end of the pipe curtain 104 is plugged, and a mortar filling port and an air outlet are reserved. According to design requirements, the interior of the pipe curtain 104 is filled with mortar, the quality of the ready-mixed mortar is strictly controlled in the mortar filling process, and the mortar is ensured to be filled compactly by utilizing the air outlet observation hole. Meanwhile, the formation outside the pipe curtain 104 is subjected to compensation grouting in time by using the compensation grouting pipe 203 outside the pipe curtain 104.
(6) If there are pipelines above the pipe screen 104, the control should be enhanced during the construction to prevent the pipelines above the pipe screen 104 from being damaged.
Although the present invention has been described with reference to the accompanying drawings, it is not intended to limit the scope of the present invention, and those skilled in the art should understand that various modifications or variations that can be made by those skilled in the art without inventive work are still within the scope of the present invention.
Claims (10)
1. A first-tunnel later-station pipe curtain hole pile method station structure is characterized in that four strip foundations are arranged at the bottom of the structure, four lower guide holes are formed in the four strip foundations respectively, a layer of preliminary support is arranged at the top of the outer side of each lower guide hole, a transverse channel is arranged between every two adjacent lower guide holes, a bottom plate is arranged between each transverse channel and each strip foundation, a row of side piles are arranged on one side, away from the central axis of the structure, of the inner portions of the lower guide holes at two ends respectively, the inner sides of the side piles are side walls which are divided into an upper section and a lower section, a middle plate is arranged in the middle of each side wall, the side walls on the upper side of the middle plate are station hall layer side walls, the side walls on the lower side of the middle plate are station layer side walls, pile top crown beams are arranged at the tops of the side piles, bottom longitudinal beams are arranged in the middle two lower guide holes, the top of the outer side of the prior pilot tunnel is provided with a layer of primary support which is the same as the top of the lower pilot tunnel, the right side of the prior pilot tunnel is provided with three upper pilot tunnels, two buckling arch linings are arranged between the adjacent upper pilot tunnels, and the top of the outer side of the upper pilot tunnel is provided with a layer of pipe curtain for advance support.
2. The structure of a station excavated by the pipe-curtain-tunnel-pile method of the tunnel-in-the-tunnel and station-out station according to claim 1, wherein the leading tunnel and the lower tunnel are both of a vault straight wall structure, and the upper tunnel is of a flat-top straight wall structure.
3. The tunnel-followed-station pipe-curtain-tunnel-pile excavated station structure of claim 1, wherein a bottom surface of the upper pilot tunnel and a bottom surface of the leading pilot tunnel are at the same level.
4. The tunnel-followed-station pipe-curtain-tunnel-pile excavation station structure as claimed in claim 1, wherein the excavation span of the leading pilot tunnel is less than 4m, the excavation height is less than 5m, the leading pilot tunnel is excavated first, and the excavation is performed by one or more bench excavation methods.
5. The tunnel-in-tunnel post-station pipe curtain hole pile method station structure as claimed in claim 1, wherein the pipe curtain is made of hot-rolled seamless steel pipes with the diameter larger than 400mm and the thickness larger than 10mm, the horizontal distance is set to 450mm, the maximum length of a single section of steel pipe is 2.5m, the pipe joints of the steel pipes are connected through equal-strength welding, welding seams of adjacent steel pipes are arranged in a staggered mode, the steel pipes are connected through lock catches, and the lock catches are angle steel to form a continuous supporting structure.
6. The tunnel-then-station pipe-curtain-hole-pile excavated station structure as claimed in claim 1, wherein the concrete strength grade used for the strip foundation is C30P 6.
7. The tunnel-followed-station pipe-curtain-hole-pile excavated station structure as claimed in claim 1, wherein the waterproof layer is made of SBS modified asphalt waterproof coiled material with thickness of more than 4 mm.
8. The tunnel-followed-station pipe curtain-hole-pile excavated station structure as claimed in claim 1, wherein the steel pipe column is a Q235B steel pipe.
9. The tunnel-then-station pipe-curtain-hole-pile excavated station structure of claim 1, wherein the pile top crown beam, the center pillar top longitudinal beam and the buckling arch secondary lining are made of concrete with a strength grade of C30.
10. The excavation station structure of the tunnel-in-station pipe-curtain-hole pile method as claimed in claim 1, wherein the primary support is made by grouting a leading small guide pipe, the diameter of the leading small guide pipe is 42mm, the wall thickness is 3.5mm, the length of a single section is 4.0m, and the pressure during grouting is 0.5-1.0 MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021122359.3U CN212454436U (en) | 2020-06-17 | 2020-06-17 | Excavation station structure of tunnel-first station-later station pipe curtain hole pile method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202021122359.3U CN212454436U (en) | 2020-06-17 | 2020-06-17 | Excavation station structure of tunnel-first station-later station pipe curtain hole pile method |
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| CN212454436U true CN212454436U (en) | 2021-02-02 |
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| CN202021122359.3U Expired - Fee Related CN212454436U (en) | 2020-06-17 | 2020-06-17 | Excavation station structure of tunnel-first station-later station pipe curtain hole pile method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113236294A (en) * | 2021-04-14 | 2021-08-10 | 中铁十六局集团有限公司 | Construction method and equipment for reducing existing line settlement deformation |
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2020
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113236294A (en) * | 2021-04-14 | 2021-08-10 | 中铁十六局集团有限公司 | Construction method and equipment for reducing existing line settlement deformation |
| CN113236294B (en) * | 2021-04-14 | 2023-05-26 | 中铁十六局集团有限公司 | Construction method and equipment for reducing existing line settlement deformation |
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Granted publication date: 20210202 |