CN211081894U - Water-rich stratum tunnel is precipitation structure in coordination - Google Patents
Water-rich stratum tunnel is precipitation structure in coordination Download PDFInfo
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- CN211081894U CN211081894U CN201922313933.7U CN201922313933U CN211081894U CN 211081894 U CN211081894 U CN 211081894U CN 201922313933 U CN201922313933 U CN 201922313933U CN 211081894 U CN211081894 U CN 211081894U
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Abstract
The utility model discloses a rich water stratum tunnel precipitation structure in coordination, including the reverse arch of stagnant water curtain and advance, the stagnant water curtain sets up the both sides in the tunnel, the reverse arch of advance is formed by the advance drilling slip casting of tunnel face top, and with both sides the stagnant water curtain is connected, the reverse bottom of encircleing of advance sets up the outlet. The utility model discloses a stagnant water curtain is with tunnel zone waters and other regional isolations, realizes local region water level control, forms stable leading reverse arch through the slip casting of driling at the tunnel face, utilizes the water-collecting effect of reverse arch of curving to carry out the drainage, can fall tunnel zone water level accuracy to the arch bottom position of curving, realizes the accurate control of tunnel precipitation, has easy operation convenience, the precipitation is effectual, characteristics that construction cost is low, easily promotes.
Description
Technical Field
The utility model belongs to underground and geotechnical engineering field especially relates to a rich water stratum tunnel is precipitation structure in coordination.
Background
Since the 21 st century, tunnel and underground engineering construction in China has been unprecedentedly developed along with rapid development of economy and strong support of the country for traffic construction, wherein the tunnel of urban subways is developed particularly rapidly. Different from mountain tunnels, subway tunnel construction requires less disturbance to the stratum and the surrounding environment, and the control standard is stricter. However, since the urban tunnel is usually buried to a shallow depth (about 20 m), tunnel construction is more likely to have a great influence on the ground layer and even the upper building, and therefore how to realize construction micro-disturbance is a hot topic in the current urban tunnel construction.
When the tunnel penetrates through a water-rich stratum, precipitation, grouting and excavation are links which disturb the stratum most in the tunnel construction process. Well point precipitation technique uses the broadest in tunnel precipitation field, nevertheless also has obvious drawback, for example the loss problem that the long-term continuous operation of suction pump caused, the precipitation wall of a well get into the precipitation network part that silt blockked up the suction pump and caused and block the problem etc. these drawbacks all can lead to the actual displacement to be less than expected displacement, and there is ponding in the stratum part, and design precipitation effect is difficult to reach.
Taking a well point precipitation scheme of a subway underground excavation tunnel of Shenzhen as an example, a 56-port precipitation well is arranged in the original design scheme, but phenomena of water pump burnout, blockage caused by slurry entering a water pump, extremely small water pumping amount of a part of water pumps and the like occur in the precipitation process, so that only 29 water pumps which work normally at last are caused, the expected precipitation effect is not reached, and during the subsequent full-section grouting construction of the tunnel, the formation pore water pressure is increased sharply due to a large amount of high-strength grouting, the surface of the earth is seriously raised, the maximum raising amount exceeds 50cm, and the formation and the surrounding environment are greatly influenced.
SUMMERY OF THE UTILITY MODEL
The present application is directed to solving at least one of the problems in the prior art. Therefore one of the purposes of the utility model is to provide a rich water stratum tunnel is precipitation structure in coordination to there are ponding, the inhomogeneous problem of precipitation in the stratum that the solution precipitation effect is not good to lead to in earlier stage.
In order to solve the technical problem, the following technical scheme is adopted in the application:
the utility model provides a water-rich stratum tunnel is precipitation structure in coordination, includes waterproof curtain and the reverse crooked arch of advance, waterproof curtain sets up the both sides in the tunnel, the reverse crooked arch of advance is formed by the advance drilling slip casting of tunnel face top to with both sides waterproof curtain is connected, the bottom of the reverse crooked arch of advance sets up the outlet.
Furthermore, grouting reinforcement layers are arranged outside the tunnel palm and positioned on two sides of the advanced reverse camber arch.
Further, the vertical center line of the advancing reverse camber arch is collinear with the vertical center line of the tunnel.
Furthermore, a supporting layer is arranged on the side wall of the tunnel.
Furthermore, the waterproof curtain adopts a jet grouting pile waterproof curtain.
Furthermore, the jet grouting pile is vertically driven downwards from the ground surface and extends into the bedrock at the bottom of the tunnel.
Further, the projection L of the leading reverse camber on the horizontal plane is equal to the distance between the two waterproof curtains, the vector-span ratio delta K is H/L, the control is 1/5-1/6, and H is the height of the upper arc of the leading reverse camber.
Compared with the prior art, the beneficial effects of the utility model reside in that: keep apart tunnel zone waters and other regions through the stagnant water curtain, realize local region water level control, form stable leading reverse curved arch through drilling the slip casting at the tunnel face, utilize the water-collecting effect of reverse curved arch to carry out the drainage, can fall tunnel zone water level accuracy to curved arch bottom position, realize the accurate control of tunnel precipitation, have easy operation convenience, precipitation is effectual, characteristics that construction cost is low, easily promote.
Drawings
Fig. 1 is a schematic structural view of the present invention;
fig. 2 is a cross-sectional view of the present invention;
FIG. 3 is a front view of the length and angle of the advance reverse camber drilling grouting drill rod;
FIG. 4 is a schematic cross-sectional view of the length and angle of a drilling rod for advance reverse camber drilling and grouting.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.
Referring to fig. 1 and 2, the water-rich stratum tunnel collaborative precipitation structure comprises a water-stop curtain 1 and an advanced reverse curved arch 2, wherein the water-stop curtain 1 is arranged on two sides of a tunnel, the advanced reverse curved arch 2 is formed by grouting an advanced drilling hole 3 above the tunnel face of the tunnel and is connected with the water-stop curtain 1 on the two sides, and a drainage hole 4 is arranged at the bottom of the advanced reverse curved arch 2.
This embodiment, the vertical jet grouting stake stagnant water curtain 1 that lies in the tunnel both sides of beating from the earth's surface and establishing, the drainage 4 that the leading reverse curved arch 2 that forms and the leading reverse curved arch 2 bottom of tunnel top set up through drilling slip casting, when earth's surface well point precipitation is implemented, through vertical jet grouting stake cut off tunnel district and other regional water routes, the leading reverse curved arch 2 gathering underground unnecessary ponding is discharged to the stratum 5 outside by drainage 4, accomplishes the regional precipitation in coordination of tunnel.
The construction process of the water-rich stratum tunnel collaborative precipitation structure mainly comprises three links of constructing a rotary jet grouting pile, forming an advanced reverse arch 2 and drilling and draining at the bottom of the arch.
The construction time of the jet grouting pile is prior to the construction time of the two subsequent links, and the jet grouting pile which is constructed in the early-stage well point dewatering process is generally utilized.
The forming time of the advanced reverse camber arch 2 is between the completion of the primary support 6 of the circulating tunnel and the construction of advanced grouting (including advanced small conduit or pipe shed grouting, full-section deep hole grouting and the like) of the lower circulating tunnel. The minimum thickness (located right above a tunnel excavation contour line) of the advanced reverse camber arch 2 is not less than 2m, and the minimum thickness can be determined according to a designed precipitation water level 7.
The projection L (span) of the advanced reverse camber arch 2 on the horizontal plane is equal to the net distance of two jet grouting piles, the height of an upper arc is H (rise), the rise-to-span ratio delta K is H/L, the control is 1/5-1/6, and the vertical center line of the advanced reverse camber arch 2 is collinear with the vertical center line of the tunnel body.
Specifically, the tunnel primary support 6 should be set according to the actual surrounding rock conditions, and is usually completed by three links of erecting a steel arch, constructing a hoop system anchor rod and hanging a reinforcing mesh and spraying concrete.
A construction method of a water-rich stratum tunnel cooperative precipitation structure comprises the following steps:
A. construction of ground surface vertical jet grouting pile
Vertical jet grouting piles are located on two sides of a tunnel, the distance between the middle line of the jet grouting pile and the contour line of tunnel excavation is 2-3 m, and the jet grouting piles are arranged in double rows for ensuring good water-proof effect. The construction parameters of the vertical jet grouting pile refer to the parameters of the conventional jet grouting pile: the pile diameter is 600mm, the distance is 450mm, the slurry material adopts single cement slurry, the water cement ratio is 1:1, and the grouting pressure is 20-30 MPa.
B. The primary support 6 of the circulating tunnel is completed
The primary support 6 is set according to the strength grade of the rock-soil layer of the tunnel and is generally completed by three links of erecting a steel arch, constructing a system anchor rod in a circumferential direction and hanging reinforcing mesh and spraying concrete. Firstly digging out the tunnel rough section, carrying out concrete primary spraying, then drilling a ring system anchor rod, hanging a reinforcing mesh and erecting a steel arch frame, and finally carrying out concrete secondary spraying to finish the construction of primary support 6. The parameters of the primary support 6, such as the initial spraying and re-spraying thickness of concrete, the model and longitudinal spacing of a steel arch, the model and arrangement of a system anchor rod and the like, do not need to be independently designed, and the construction can be carried out according to the design parameters.
C. Drilling and grouting for advanced reverse arch region
The advanced reverse arch 2 is formed by grouting through a grouting pipe 8 in an advanced drilling hole 3 above a tunnel face 10, a first hole is positioned on the outer side of a tunnel supporting structure at the bottom of the reverse arch, and the rest holes are symmetrically distributed by taking the line of a drill rod of the first hole as a central axis. And three driving angles (included angles between the drill rod and the horizontal plane) are arranged in each hole to ensure that the slurry is uniformly diffused in the longitudinal direction of the tunnel, the drill rod with the designed length is driven into each driving angle, and grouting is completed in a backward mode. During drilling and grouting, the principle of jumping holes is required to be followed so as to ensure the uniform diffusion of slurry.
The grouting is preferably to penetrate a compacted stratum without fracturing grouting, so that the grouting pressure is smaller than the cleaving pressure of the stratum, the cleaving pressure of the stratum can be judged by gradually increasing the grouting pressure on site to see whether the stratum has a slurry pulse, and the minimum grouting pressure generated by the slurry pulse is the cleaving pressure of the stratum. The grouting pressure is generally not more than 0.5 MPa.
The grouting material mainly comprises common cement-water glass double-liquid slurry and sulphoaluminate single-liquid slurry, wherein the common cement-water glass double-liquid slurry is prepared from the following components in percentage by weight: w: c ═ 0.8-1): 1, C: 1, S: 1; proportioning of the sulphoaluminate single slurry: w: c ═ 0.6-0.8): 1.
the driving parameters of each drill rod will be described with reference to fig. 3 to 4. The parameters of the grouting pipe in the plane of the tunnel face are determined, and the figure is shown in figure 3.
Wherein li' is the projection length of a plane where a certain grouting pipe is located on the tunnel face; thetaiThe angle theta between the grouting pipe and the first grouting pipeiThe circumferential distance of the grouting pipes is related, and the diffusion radius of the slurry is generally 25cm according to experience, so that the circumferential distance of the grouting pipes cannot be larger than 50 cm; r is the radius of the advanced reverse camber; r is the radius of the upper semicircle of the tunnel; d is the advance reverse camber thickness of the tunnel vault position.
The reinforcing lengths of the three grouting pipes in the same grouting hole in the tunneling direction are m, 2m and 3m respectively, and the lengths of the grouting pipes are respectively as follows:
setting three different drilling angles of a certain grouting hole drill rod to be α respectivelyi1、αi2、αi3Controlled by the position of the grouting hole and the longitudinal grouting reinforcement length,
finally, each grouting pipe of the same grouting hole is composed of thetaiAnd αi1、αi2、αi3Positioning, length is li1、li2、li3。
D. Tunnel periphery reinforcing grouting
In order to ensure the overall stability of the stratum around the tunnel, after the advance reverse camber 2 grouting at the top of the tunnel is completed, the stratum at two sides of the tunnel is subjected to grouting reinforcement to form a grouting reinforcement layer 9. The grouting pressure, the grouting parameters and the grouting pipe spacing are the same as the grouting parameters of the advanced reverse camber arch 2. And drilling and grouting are carried out from top to bottom, hole jumping construction is carried out, and the reinforcing range is the peripheral stratum of the upper semicircular area of the tunnel.
E. Standing still
C. And D, after the grouting is finished in the two links, standing for 2-3 days to enable the slurry to be solidified and formed, wherein the strength of a reinforced area is gradually increased, and the stratum is gradually stabilized. So far, the reinforcement of the advanced reverse camber arch 2 above the tunnel and the reinforcement of the two sides by grouting are completed.
F. Drilling drainage hole 4 for drainage
After the advanced reverse camber arch 2 is formed, drain holes 411 are uniformly drilled in the bottom of the advanced reverse camber arch along the tunneling direction, the distance between the drain holes is set to be 1m, a hole pipe is plugged into the drain holes 4 and is externally connected with a water pipe, and accumulated water above the advanced reverse camber arch 2 is collected and discharged through the water pipe. When the water pipe does not flow out, the accumulated water above the arch is discharged, the water pipe is dismantled, and the orifice pipe is blocked. The removed water pipe can be used for the next cycle leading reverse camber 2.
Application example
The utility model discloses obtain using in Shenzhen subway underground excavation tunnel precipitation construction, scheme one adopts when the first, the second circulation construction in underground excavation tunnel, and scheme two adopts when subsequent circulation construction.
The first scheme is as follows: traditional well point dewatering scheme
The scheme adopts a traditional well point dewatering method, earth surface rotary spraying piles are constructed before tunnel construction to isolate a tunnel area from other area water areas, and 28 dewatering wells are uniformly arranged along two sides of the tunnel to pump water. In the precipitation process, the phenomena of water pump burnout, blockage caused by slurry entering the water pump, extremely small water pumping amount of partial water pumps and the like occur, so that only 29 water pumps are normally operated at last, 27 water pumps are damaged, and the water pumps account for 46.6 percent of the total amount. But limited by factors such as fields and the like, and the difficulty of re-constructing the precipitation well is higher, so how to compensate precipitation under the condition that the implementation effect of the well point precipitation scheme is not good is urgently needed to be solved. Because early precipitation does not achieve the expected effect, in the subsequent full-section grouting links of the first and second circulating tunnels, a large amount of high-strength grouting causes the water pressure of the stratum in the ultra-pore space to rapidly rise, so that the stratum is obviously raised, and monitoring data shows that the maximum surface raising exceeds 50 cm.
Scheme II: traditional well point dewatering and subsequent advanced reverse camber 2 dewatering scheme
After the above-mentioned serious earth's surface uplift phenomenon takes place, each side actively seeks the remedy method, finally adopts the utility model discloses the content, forms the compensation precipitation scheme that advance reverse camber 2 catchments then the drilling sluiced through advance slip casting promptly in the tunnel. It should be noted that, the utility model discloses when implementing, the present precipitation well in earth's surface still initiatively falls water. Under the effect of ground surface precipitation and cooperative precipitation in the tunnel, the water level in the tunnel region is reduced to the designed water level as expected, the water seepage phenomenon in the tunnel is also improved, certain swelling occurs on the ground surface in the subsequent full-section grouting work of the tunnel, but the maximum swelling amount is 18.7cm, the swelling on the ground surface is reduced by 63% compared with the scheme before the scheme is adopted, and the cooperative precipitation scheme in the tunnel has a good precipitation effect.
The above examples are merely illustrative of the present invention clearly and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. Nor is it intended to be exhaustive of all embodiments. And obvious changes and modifications may be made without departing from the scope of the present invention.
Claims (7)
1. The utility model provides a water-rich stratum tunnel precipitation structure in coordination which characterized in that: the waterproof curtain is arranged on two sides of a tunnel, the advanced reverse curved arch is formed by advanced drilling grouting above the tunnel face and is connected with the waterproof curtain on two sides, and a water drainage hole is formed in the bottom of the advanced reverse curved arch.
2. The water-rich formation tunnel cooperative precipitation structure of claim 1, wherein: and grouting reinforcing layers are arranged outside the tunnel palm and positioned on two sides of the advanced reverse camber arch.
3. The water-rich stratum tunnel cooperative precipitation structure of claim 1 or 2, wherein: and the vertical central line of the advanced reverse camber arch is collinear with the vertical central line of the tunnel.
4. The water-rich stratum tunnel cooperative precipitation structure of claim 1 or 2, wherein: and a supporting layer is arranged on the side wall of the tunnel.
5. The water-rich stratum tunnel cooperative precipitation structure of claim 1 or 2, wherein: the waterproof curtain adopts a jet grouting pile waterproof curtain.
6. The water-rich formation tunnel cooperative precipitation structure of claim 5, wherein: and the jet grouting pile is vertically driven downwards from the ground surface and extends into the bedrock at the bottom of the tunnel.
7. The water-rich formation tunnel cooperative precipitation structure of claim 1 or 2, wherein the vector-span ratio Δ K of the leading reverse camber is H/L and is controlled to be 1/5-1/6, wherein H is the arc height of the leading reverse camber, and L is the projection length of the leading reverse camber on the horizontal plane.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113174928A (en) * | 2021-04-30 | 2021-07-27 | 福建永宏建设工程有限公司 | Fine casting and grouting process for pebble layer with large permeability coefficient |
| CN113217097A (en) * | 2021-05-19 | 2021-08-06 | 中国建筑第二工程局有限公司 | Deep open type comprehensive dewatering method and water pumping device for subsurface tunnel in water-rich composite stratum |
| CN113431586A (en) * | 2021-07-07 | 2021-09-24 | 中铁一局集团厦门建设工程有限公司 | Anhydrous construction method for underground excavation region of subway |
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2019
- 2019-12-20 CN CN201922313933.7U patent/CN211081894U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113174928A (en) * | 2021-04-30 | 2021-07-27 | 福建永宏建设工程有限公司 | Fine casting and grouting process for pebble layer with large permeability coefficient |
| CN113174928B (en) * | 2021-04-30 | 2022-06-10 | 福建永宏建设工程有限公司 | Fine casting and grouting process for pebble layer with large permeability coefficient |
| CN113217097A (en) * | 2021-05-19 | 2021-08-06 | 中国建筑第二工程局有限公司 | Deep open type comprehensive dewatering method and water pumping device for subsurface tunnel in water-rich composite stratum |
| CN113217097B (en) * | 2021-05-19 | 2022-06-24 | 中国建筑第二工程局有限公司 | Deep open type comprehensive dewatering method and water pumping device for subsurface tunnel in water-rich composite stratum |
| CN113431586A (en) * | 2021-07-07 | 2021-09-24 | 中铁一局集团厦门建设工程有限公司 | Anhydrous construction method for underground excavation region of subway |
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