CN211202006U - Tunnel arch frame structure for reinforcing soft soil layer by arranging locking feet in advance - Google Patents
Tunnel arch frame structure for reinforcing soft soil layer by arranging locking feet in advance Download PDFInfo
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- CN211202006U CN211202006U CN201922401618.XU CN201922401618U CN211202006U CN 211202006 U CN211202006 U CN 211202006U CN 201922401618 U CN201922401618 U CN 201922401618U CN 211202006 U CN211202006 U CN 211202006U
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Abstract
The utility model belongs to the technical field of tunnel construction, concretely relates to in advance beat and establish lock foot and consolidate soft soil layer tunnel bow member structure, through in advance beat and establish the advanced lock foot pipe of ground in ground, in the upper step hole in advance beat the scheme of establishing well lower step lock foot pipe, practice thrift the time of lock foot construction, shortened the time that the soil body exposes after each step excavation, improved the anti settlement ability of the steel bow member of being connected with it.
Description
Technical Field
The invention belongs to the technical field of tunnel construction, and particularly relates to an arch frame structure for a tunnel with a locking leg arranged in advance to reinforce a soft soil layer.
Background
In the construction process of underground tunnels of railways, highways, municipal administration, water conservancy and the like, particularly in the construction process of urban underground roads, when an express way is constructed by adopting an underground shallow-buried underground tunnel method under the ground roads of built through vehicles, if the geological condition is a soft soil layer, the tunnel settlement control is particularly critical. Because ground road pipeline is more, and ground road traffic flow is great, if subside can not in time control cause: ground collapse, pipe bursting, traffic interruption, can produce great adverse social effect. The tunnel excavation process can cause disturbance to the soil body, and settlement can be reduced as far as possible only by accelerating the closing of the tunnel face and reducing the exposure time of the soil body and enabling the primary support steel arch to be stressed as soon as possible, particularly supporting the foot of the arch as soon as possible.
Because the steel arch frame arch springing can not be forced on the soil layer in real places by excavating in a soft soil layer, a locking guide pipe needs to be arranged in the lateral direction of the soil body to lock the steel arch frame in time, and the arch frame settlement is reduced by the stress of the locking leg. Therefore, the locking guide pipe is required to be arranged in time, and the locking force can be provided for the steel arch frame as soon as possible. However, the drilling of the foot locking guide pipe needs a certain time, the length of the foot locking guide pipe is generally 3.5-4 m, and the guide pipe is drilled in the soil layer for grouting for about 30-40 minutes. 2-4 designed arch feet take 2-3 hours in total. And the excavation process can cause secondary disturbance to the exposed soil body, the time for spraying concrete to support the excavation face is delayed, and the settlement of the tunnel and the ground surface is further increased. How to shorten the closing time of the tunnel face, and the key of reducing the tunnel settlement in the soft soil layer is to increase the stress of the foot locking guide pipe. According to engineering practice, the common tunnel excavation is divided into an upper step, a middle step and a lower step, and the locking foot at the arch foot part at the steel arch center node of the upper step and the middle node and the locking foot at the lower node are key points for controlling the settlement in the whole tunnel excavation process.
Disclosure of Invention
The invention provides a tunnel arch frame structure with a locking leg arranged in advance for reinforcing a soft soil layer and a process for the structure, which aim to overcome the defects of the prior art.
The invention is realized by the following technical scheme:
a kind of is strutted and set up the lock foot and strengthen the tunnel arch center structure of the soft soil horizon in advance, the lock foot conduit of the arch foot position of the steel arch center of the upper step is the leading lock foot conduit of the ground, the said leading lock foot conduit of the ground is strutted from the ground in advance, the leading lock foot conduit of the ground is connected with steel arch center of the upper step; the middle-lower step advanced locking guide pipe is a locking guide pipe which is arranged in advance from an upper step and is connected with the middle-lower step steel arch; and grouting is carried out in the ground advanced locking pin guide pipe and the middle and lower step advanced locking pin guide pipe.
The ground advanced foot locking guide pipe is longitudinally arranged along the tunnel, the distance is consistent with the design distance of the steel arch centering in the tunnel, and the hole distribution area is arranged in the steel arch centering excavation erection range.
The anchoring length of the ground advanced foot-locking conduit and the middle and lower step advanced foot-locking conduit is 4-6 meters.
The upper step steel arch frame and the ground advanced locking guide pipe, and the middle step steel arch frame and the middle and lower step advanced locking guide pipe are welded and connected by adopting an annular hoop and a reinforcing steel bar upper bar.
The included angle between the ground advanced foot locking guide pipe and the vertical direction is 10-40 degrees; the included angle between the middle and lower step advanced foot locking guide pipe and the vertical direction is 10-40 degrees.
The ground advanced foot locking guide pipe and the middle and lower step advanced foot locking guide pipe are made of steel pipes with the diameter of 79mm or 108 mm.
The construction process for reinforcing the tunnel arch frame structure of the soft soil layer by arranging the locking feet in advance comprises the following steps:
designing the position and the strike angle of a ground advance locking pin guide pipe which is struck in advance on the ground;
secondly, the ground advanced foot locking guide pipe is arranged according to the design;
thirdly, grouting the ground advanced foot locking guide pipe;
fourthly, excavating an upper step in the tunnel, wherein the steel arch frame of the upper step is connected with the ground advanced locking guide pipe;
fifthly, drilling an advanced locking pin guide pipe of the middle step and the lower step on the upper step;
(VI) grouting the middle and lower step advanced locking pin guide pipe;
seventhly, excavating a middle step in the tunnel, and connecting a middle step steel arch frame with a middle and lower step advanced locking guide pipe;
and (eighthly), excavating the lower step to complete the primary support closed ring formation.
In the step (II), the included angle between the ground advanced foot locking guide pipe and the vertical direction is 10-40 degrees; in the step (V), the included angle between the strike angle of the middle and lower steps of the advanced foot-locking guide pipe and the vertical direction is 10-40 degrees.
In the step (II), if the ground road structure layer is stable, the hole can be kept in a hollow hole without collapsing after the hole is formed, and the ground advanced foot locking catheter is only actually arranged in the tunnel range.
In the step (II) and the step (V), the ground advanced locking guide pipe and the middle lower step advanced locking guide pipe are downwards anchored for 4-6 meters beyond the arch springing position.
And in the step (IV), the excavation height of the upper step is controlled to be 3-4 meters.
In the step (four) and the step (seven), the upper step steel arch frame is connected with the ground advanced foot-locking guide pipe, and the middle step steel arch frame is connected with the middle and lower step advanced foot-locking guide pipe by adopting a method that an annular hoop is welded through a reinforcing steel bar upper strip.
In the step (V), if the stratum is stable and the hole collapse phenomenon does not occur after the hole is formed, the advanced pin-locking guide pipe of the middle and lower steps is placed at the arch angle design position of the middle and lower steps after the hole is formed by directly adopting a hole-forming drilling machine; if the stratum is poor and has a hole collapse phenomenon, a full protection cylinder is adopted for drilling, and after the hole is formed and the middle and lower step advanced locking guide pipe is placed to the designed position, the protection cylinder is lifted out.
The invention provides a scheme for drilling a locking foot at an arch foot position at a middle step steel arch node on the ground in advance and drilling a locking foot at a middle and lower node in an upper step hole which is constructed in a closed manner through multiple process tests. The invention can preset a foot locking guide pipe and perform grouting reinforcement according to ground traffic and pipeline arrangement conditions in advance of the excavation mileage of the tunnel face. The invention can prolong the operation time due to large operation space, thereby prolonging the drilling depth of the lock pin guide pipe and prolonging the drilling length to 4-6 m; meanwhile, the diameter of the locking guide pipe is increased, and a steel pipe with the diameter of 79mm or 108mm can be selected as the locking guide pipe of the tunnel supporting steel arch frame according to the stratum and the surrounding environment conditions. Therefore, the anchoring force of the locking guide pipe and the soil body is increased from the length and the diameter, and the anti-settling capacity of the steel arch frame connected with the locking guide pipe is improved.
The scheme of the invention has particularly obvious effect in the construction of urban shallow-buried underground excavation large-span tunnels when the tunnels are in soft soil layers and the ground settlement is not easy to control. The scheme that the ground advanced locking pin guide pipe is arranged on the ground in advance and the middle-lower step locking pin guide pipe is arranged in the upper step hole in advance saves the locking pin construction time and shortens the time of exposing soil after each step of step excavation. The prior construction process foot locking guide pipe is synchronously installed with a steel arch frame, occupies more time, is unsafe after long exposure time, has small pipe diameter, small contact area with soil body and small anchoring force.
According to the invention, the soil body of the vault is reinforced while the ground advanced foot locking guide pipe is used for grouting, so that the effect of advanced support can be achieved on the vault of the tunnel, and the lateral pressure of the vault of the tunnel is reduced; through the advanced foot-locking guide pipe grouting of the middle and lower steps, the inverted arch soil body is reinforced, the foundation bearing capacity of the tunnel inverted arch soil body can be effectively increased, and the tunnel settlement is reduced.
The invention integrates all effective functions together, and plays a role in obviously reinforcing the whole tunnel and reducing settlement. The method has the advantages of simple steps, strong operability, construction space saving and remarkable economic and social benefits.
Drawings
FIG. 1 is a schematic structural diagram of the present invention.
In the figure, 1 is an upper step, 2 is a middle step, 3 is a lower step, 4 is a ground advanced locking foot guide pipe, 5 is a middle lower step advanced locking foot guide pipe, and 6 is a ground.
Detailed Description
The following embodiments of the present invention are provided, and it should be noted that the present invention is not limited to the following embodiments, and all equivalent changes based on the technical solutions of the present invention are within the protection scope of the present invention.
A kind of is tied up and set up the lock foot and strengthen the tunnel arch center structure of the soft soil horizon in advance, the lock foot conduit of the arch foot position of the steel arch center of the upper step 1 is the leading lock foot conduit 4 of the ground, the leading lock foot conduit 4 of the said ground is tied up the lock foot conduit that is set up in advance from the ground 6, the leading lock foot conduit 4 of the ground is connected with the steel arch center of the upper step 1; the locking guide pipe at the arch foot position of the middle step 2 steel arch is a middle and lower step advanced locking guide pipe 5, the middle and lower step advanced locking guide pipe 5 is a locking guide pipe which is arranged in advance from the upper step 1, and the middle and lower step advanced locking guide pipe 5 is connected with the middle step 2 steel arch; grouting is carried out in the ground advanced locking pin guide pipe 4 and the middle and lower step advanced locking pin guide pipe 5.
The construction process for the advanced construction of the locking foot for reinforcing the arch structure of the tunnel in the soft soil layer comprises the following steps:
designing the position and the strike angle of the ground advanced foot-locking guide pipe 4
And designing the position and the strike angle of the ground advanced locking pin guide pipe 4 according to a design drawing, the actually measured ground elevation and the ground pipeline distribution condition in combination with the excavation working condition of the underground tunnel and the like.
(II) the ground advanced locking foot conduit 4 is arranged
The drilling is carried out according to the designed position and angle of the ground advanced locking pin guide pipe 4, the hole is drilled at the designed position, and then the ground advanced locking pin guide pipe 4 is placed. The distance is vertically arranged along the tunnel and is consistent with the design distance of the steel arch in the tunnel, the hole distribution area is arranged in the steel arch excavation erection range, and the steel arch can be effectively connected with the hole distribution area after excavation.
Preferably, the included angle between the driving angle of the ground advanced foot locking guide pipe 4 and the vertical direction is controlled to be 10-40 degrees, and the driving length exceeds the joint of the steel arch of the upper middle step 2 by 4-6 meters.
According to the distribution situation, if the ground road structural layer is hard in geology, in the ground road structural layer, because the structural layer is stable, the hole can not be collapsed after the hole is formed, the hollow hole can be reserved, and the ground advanced foot locking catheter 4 is only actually arranged in the tunnel range.
Preferably, the buried depth of the tunnel is about 10 meters generally, the anchoring depth of the locking pin is 4-6 meters, the excavation depth of the upper step 1 is added, and then the hollow hole section is subtracted, so that the length of the ground leading locking pin guide pipe 4 is preferably about 14-16 meters generally.
The quantity, the diameter, the length and the like of the ground advanced foot-locking guide pipe 4 can be properly increased according to the stratum and the surrounding environment, and a steel pipe with the diameter of 79mm or 108mm can be selected as the ground advanced foot-locking guide pipe 4.
(III) grouting for ground advanced foot locking guide pipe 4
After the ground advance locking pin guide pipe 4 is arranged, single-liquid cement is injected, the vault soil body is reinforced through grouting of the ground advance locking pin guide pipe 4, the effect of advance support can be achieved on the vault of the tunnel, and the lateral pressure of the vault of the tunnel is reduced.
(IV) excavating upper step 1 in tunnel
The ground advanced foot locking guide pipe 4 arranged on the ground 6 is mainly used for reinforcing the steel arch center of the upper step 1. In order to ensure the safety of construction, reduce settlement and facilitate the construction of locking feet, the excavation height of the upper step 1 of the tunnel is reduced as much as possible, and the excavation height of the upper step 1 is controlled to meet the requirement of a normal construction operation space. Preferably, the excavation height of the upper step 1 is controlled within 3-4 meters, and the height can meet the requirements of manual cooperation with a small-sized drilling machine for operation, conventional excavation equipment for construction and the like.
The ground advanced locking guide pipe 4 which is arranged in advance is exposed when the upper step 1 in the tunnel is excavated, the position of the ground advanced locking guide pipe 4 is properly and slightly adjusted by combining the set position of the steel arch frame, and the annular hoop is welded by the reinforcing steel bar side bars, so that the steel arch frame of the upper step 1 is effectively connected with the ground advanced locking guide pipe 4, and the steel arch frame is ensured to be fixed by the ground advanced locking guide pipe 4.
(V) the lower step advanced locking pin guide pipe 5 is arranged in the middle of the upper step 1
After an upper step 1 in the tunnel is constructed for a certain length to form an operation surface, a middle-lower step advanced locking pin guide pipe 5 at a middle-lower step node is arranged in the tunnel in advance by utilizing the operation space of the upper step 1. The arch foot position of the lower step node in the left and right side steel arch frames bears the weight of the whole tunnel, and is particularly key for controlling the integral settlement of the tunnel. And calculating the arrangement distance, the setting length and the setting angle of the middle and lower step advanced locking guide pipes 5 at the arch foot position of the steel arch of the middle and lower step node according to the excavation height of the upper step 1 and the erection distance of the steel arch.
When the middle and lower step locking feet are arranged in advance from the upper step 1, the residual excavation height of the middle and lower steps is calculated according to the excavation height of the upper step 1, and within the height, if the stratum is stable and the hole collapse phenomenon does not occur after the hole is formed, the hole forming drill is directly adopted to form the hole, and then the middle and lower step advanced locking foot guide pipe 5 is placed at the design position of the arch angle of the middle and lower steps; if the stratum is poor and the hole collapse phenomenon exists, a full protection cylinder is adopted for drilling, and after the hole is formed, the middle and lower steps are placed to the designed position in advance of the foot locking guide pipe 5, the protection cylinder is lifted out.
Preferably, the included angle between the driving angle of the middle and lower steps ahead of the foot-locking guide pipe 5 and the vertical direction is controlled to be 10-40 degrees.
Because the operation space is large, the operation time can be prolonged, the driving depth of the middle and lower step advanced foot-locking guide pipe 5 can be increased, and preferably, the anchoring length of the middle and lower step advanced foot-locking guide pipe 5 is 4-6 meters.
The number, the diameter, the length and the like of the middle and lower step advanced locking guide pipes 5 can be properly increased according to the stratum and the surrounding environment conditions, and steel pipes with the diameter of 79mm or 108mm can be selected as the tunnel supporting steel arch frame advanced locking guide pipes.
Therefore, the anchoring force of the locking leg and the soil body is increased from the anchoring length and the anchoring diameter of the advanced locking leg guide pipe, and the anti-settling capacity of the steel arch frame connected with the locking leg guide pipe is improved.
(VI) grouting of middle-lower step advanced locking pin guide pipe 5
After the completion of the driving, the advanced foot-locking guide pipes 5 of the middle and lower steps are filled with single slurry, and the inverted arch soil body is reinforced through the advanced foot-locking guide pipes, so that the foundation bearing capacity of the inverted arch soil body of the tunnel can be effectively increased, and the tunnel settlement is reduced.
(VII) excavating middle step 2 in tunnel
The advanced locking guide pipe 5 of the middle and lower steps which is arranged in advance is exposed when the middle step 2 in the tunnel is excavated, the position of the advanced locking guide pipe 5 of the middle and lower steps is properly and slightly adjusted by combining the set position of the steel arch frame, and the annular hoop is adopted to effectively connect the steel arch frame of the middle step 2 with the advanced locking guide pipe 5 of the middle and lower steps by a method of welding the annular hoop through reinforcing steel bars, so that the steel arch frame is ensured to be fixed through the advanced locking guide pipe 5 of the middle and lower steps.
And (eighthly), excavating a lower step 3 to complete primary support closed looping.
The above-described embodiment is only one of the preferred embodiments of the present invention, and general changes and substitutions by those skilled in the art within the technical scope of the present invention are included in the protection scope of the present invention.
Claims (6)
1. The utility model provides an advance to beat and establish lock foot and consolidate soft soil layer tunnel bow member structure which characterized in that: the locking guide pipe at the arch foot position of the steel arch frame of the upper step (1) is a ground advanced locking guide pipe (4), the ground advanced locking guide pipe (4) is a locking guide pipe which is arranged in advance from the ground (6), and the ground advanced locking guide pipe (4) is connected with the steel arch frame of the upper step (1); the middle step (2) steel arch center arch foot position locking guide pipe is a middle and lower step advanced locking guide pipe (5), the middle and lower step advanced locking guide pipe (5) is a locking guide pipe which is arranged in advance from the upper step (1), and the middle and lower step advanced locking guide pipe (5) is connected with the middle step (2) steel arch center; and grouting is carried out in the ground advanced locking pin guide pipe (4) and the middle lower step advanced locking pin guide pipe (5).
2. The tunnel arch frame structure for reinforcing soft soil layer by arranging locking feet in advance according to claim 1, which is characterized in that: the ground advanced locking guide pipe (4) is arranged in the longitudinal direction of the tunnel, the distance is consistent with the design distance of the steel arch centering in the tunnel, and the hole distribution area is arranged in the steel arch centering excavation and erection range.
3. The tunnel arch frame structure for reinforcing soft soil layer by arranging locking feet in advance according to claim 1, which is characterized in that: the anchoring length of the ground advanced foot locking guide pipe (4) and the middle lower step advanced foot locking guide pipe (5) is 4-6 meters.
4. The tunnel arch frame structure for reinforcing soft soil layer by arranging locking feet in advance according to claim 1, which is characterized in that: the upper step (1) steel arch frame and the ground advanced locking guide pipe (4) as well as the middle step (2) steel arch frame and the middle and lower step advanced locking guide pipe (5) are welded and connected by adopting annular hoops and reinforcing steel bar upper bars.
5. The tunnel arch frame structure for reinforcing soft soil layer by arranging locking feet in advance according to claim 1, which is characterized in that: the included angle between the ground advanced foot locking guide pipe (4) and the vertical direction is 10-40 degrees; the included angle between the middle and lower step advanced foot locking guide pipe (5) and the vertical direction is 10-40 degrees.
6. The tunnel arch frame structure for reinforcing soft soil layer by arranging locking feet in advance according to claim 1, which is characterized in that: the ground advanced foot locking guide pipe (4) and the middle lower step advanced foot locking guide pipe (5) adopt steel pipes with the diameter of 79mm or 108 mm.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922401618.XU CN211202006U (en) | 2019-12-27 | 2019-12-27 | Tunnel arch frame structure for reinforcing soft soil layer by arranging locking feet in advance |
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| CN201922401618.XU CN211202006U (en) | 2019-12-27 | 2019-12-27 | Tunnel arch frame structure for reinforcing soft soil layer by arranging locking feet in advance |
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| CN211202006U true CN211202006U (en) | 2020-08-07 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112963177A (en) * | 2021-04-19 | 2021-06-15 | 山东建筑大学 | Supporting method and structure for weak stratum shallow-buried large-section tunnel with hole |
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2019
- 2019-12-27 CN CN201922401618.XU patent/CN211202006U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112963177A (en) * | 2021-04-19 | 2021-06-15 | 山东建筑大学 | Supporting method and structure for weak stratum shallow-buried large-section tunnel with hole |
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