Overground reinforcing structure suitable for newly-built tunnel to penetrate through building-in section of retaining structure
By adopting a coordinated stress structure between anti-sliding piles and existing piles when the newly built tunnel passes through the embedded section of the existing support structure, the structural failure and safety hazards caused by traditional construction methods are solved, and stable and safe construction under space constraints are achieved.
Patent Information
- Application Number
- CN202510564127.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-04-30
- Publication Date
- 2025-06-17
AI Technical Summary
When a new tunnel passes through the embedded section of the existing support structure, traditional construction methods destroy the embedded section of the anti-sliding pile, resulting in structural failure and safety hazards. The existing surface reinforcement measures are difficult to implement under space constraints.
An above-ground reinforcement structure is adopted, which includes setting a breaking area on the embedded section of the existing pile. The tunnel passes through the breaking area. Anti-sliding piles and crown beams are provided on both sides. The anchor rods are tilted downward from the above of the tunnel into the existing piles, forming an anchor pulling area to realize the coordinated stress between the anti-sliding piles and the existing piles.
Through the coordinated force between anti-sliding piles and existing piles, they jointly resist soil pressure and rock lateral pressure, ensuring structural stability and safety, while avoiding ground excavation and adapting to space-constrained construction conditions.
Smart Images
Figure CN120159435A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to the field of tunnel excavation, and particularly to a ground reinforcement structure suitable for a newly built tunnel to pass through the embedded section of a retaining structure. Background Art
[0002] With the rapid development of the urban underground traffic network, tunnel projects often need to pass through existing support structure systems. In the crossing construction involving pile - slab retaining walls, when there is a spatial conflict between the alignment of the newly built tunnel and the embedded section of the existing anti - slide piles, for example, there is a pile - slab retaining wall on one side of an existing building, the pile - slab retaining wall includes a row of several existing piles, the existing piles include embedded sections, and the newly built tunnel needs to pass through the embedded sections of the existing piles.
[0003] The operation mode of directly breaking the embedded section of the anti - slide pile by the traditional construction method will lead to significant technical defects: after the original stress system of the pile body is damaged, the anti - slide pile will lose the effective support of the passive earth pressure, and its anti - slide bearing performance will have a systematic failure risk, which may cause major engineering safety hazards such as slope instability.
[0004] The surface reinforcement measures commonly used in the prior art, such as adding a prestressed anchor cable system, can maintain the structural stability by enhancing the pile constraint, but there are significant limitations in practical engineering applications. When there are dense buildings or important infrastructure in front of the anti - slide pile, due to objective conditions such as insufficient surface operation space, complex underground pipelines or the protection requirements of the existing building foundation, the conventional surface anchoring technology often cannot be implemented. This kind of space constraint makes the traditional reinforcement scheme lose feasibility under specific working conditions, and there is an urgent need to develop a new deep - layer reinforcement technology system to break through the space limitation.
[0005] Currently, there is no solution for the anti - slide pile reinforcement system in the limited underground space in engineering practice. This technical gap in the prior art has become the key bottleneck restricting tunnel crossing construction in complex environments. Therefore, there is an urgent need to propose a new reinforcement method through technological innovation that can ensure both structural safety and spatial adaptability. Summary of the Invention
[0006] The present invention aims to provide a ground reinforcement structure suitable for a newly built tunnel to pass through the embedded section of a retaining structure, which can ensure both structural safety and spatial adaptability.
[0007] To achieve the above object, the present invention adopts the following technical solution: An above-ground reinforcement structure applicable to the embedded section of a retaining structure through which a new tunnel passes, including existing piles. A breaking area is provided on the embedded section of the existing piles. The tunnel passes through the breaking area. Anti-slide piles are respectively provided on both sides of the tunnel. The anti-slide piles are arranged in rows and are parallel to a row of several existing piles. A capping beam is provided at the top of the anti-slide piles. The capping beam is simultaneously connected to the tops of the anti-slide piles on both sides of the tunnel. Several anchor rods are provided on the capping beam. The anchor rods drill obliquely downward from above the tunnel, and the lower ends of the anchor rods drill into the corresponding existing piles to form an anchor pulling area, and the anchor pulling area is located above the breaking area.
[0008] The beneficial effects of this solution are as follows:
[0009] 1. By setting anti-slide piles on both sides of the tunnel in this solution, a cooperative stress system is formed with the existing piles, connecting the embedded section of the existing piles and the newly added anti-slide piles into a whole to jointly resist the earth pressure behind the piles or the lateral pressure of the rock.
[0010] 2. Limited by the surrounding space and to reduce the construction influence range, this solution does not require excavation of the soil in front of the piles and completely adopts ground construction. First, several anti-slide piles are excavated on the ground, and then a capping beam is constructed on the tops of several anti-slide piles to form a portal support structure, increasing the integrity of the anti-slide piles and enabling cooperative stress. Finally, anchor rods are constructed on the capping beam above the tunnel, and the capping beam and the existing piles are connected through the anchor rods, so as to connect the anti-slide piles, the capping beam, the anchor rods and the existing piles in sequence to form a stable soil retaining structure, converting the structural stress mode to facilitate the construction of the new tunnel. It not only ensures structural safety but also has spatial adaptability.
[0011] Further, the horizontal distance between the anti-slide piles and the existing piles is 1 to 5 times the pile diameter or cross-sectional height of the anti-slide piles.
[0012] Further, a tie beam is provided between the capping beam and the top of the existing piles.
[0013] Further, the anchor rod is sleeved with a steel pipe, and the anchor rod adopts the construction method of pipe-jacking drilling.
[0014] Further, if the tunnel width is less than 5 meters, one anti-slide pile is respectively provided on both sides of the tunnel; if the tunnel width is greater than 5 meters, two anti-slide piles are respectively provided on both sides of the tunnel.
[0015] Further, the top end of the embedded section of the corresponding existing pile in the breaking area is within the anchor pulling area.
[0016] Further, the first calculation formula for the inclination angle of the drill pipe is:
[0017] tanα = h / D;
[0018] F×cosα ≥ Ea;
[0019] α - inclination angle of the anchor rod;
[0020] F - Design tensile force of the anchor rod
[0021] Ea - Active earth pressure
[0022] h - Vertical distance between the top of the embedded section of the existing pile and the top of the anchor rod
[0023] D - Horizontal distance between the newly added anti - slide pile and the existing pile; initially, D is 1 times the pile diameter or cross - section height of the anti - slide pile; if F×cosα is less than Ea, the value of D is increased until F×cosα≥Ea; the maximum value of D is 5 times the pile diameter or cross - section height of the anti - slide pile.
[0024] Furthermore, when D is greater than 5 times the pile diameter or cross - section height of the anti - slide pile and F×cosα<Ea, the inclination angle of the drill rod is calculated using the second calculation formula:
[0025] tanα≥h / 2D;
[0026] F×cosα≥Ea.
[0027] This solution also has the following effects:
[0028] 1. The distance between the anti - slide pile and the existing pile needs to be as close as possible to form a collaborative force system, connecting the embedded section of the existing pile and the newly added anti - slide pile into a whole to jointly resist the earth pressure behind the pile or the lateral pressure of the rock; at the same time, when the surrounding rock of the existing pile is weak, the inclination angle of the anchor rod should not be too large, so as to ensure that the drilling direction does not deviate when the anchor rod drills into the existing pile, and then ensure that the anchor rod drills into the existing pile and is stably anchored to the existing pile.
[0029] 2. Generally, after the anchor section of the existing pile is removed for the construction of the tunnel, the existing pile will overturn and the overall structure will deform and fail. In this solution, the embedded section at the lower part of the existing pile is broken, and the existing pile loses the passive earth pressure used to balance the active earth pressure. Instead, the anchor rod replaces the passive earth pressure received by the existing pile, so that the existing pile remains stable, and the capping beam distributes the tension received by the tie rod to the surrounding anti - slide piles, thus increasing the stability and anti - overturning ability of the overall structure.
[0030] However, the horizontal distance D between the anti - slide pile and the existing pile should be 1 - 5 times the pile diameter or cross - section height of the anti - slide pile. If the value of D is too large, the required length of the anchor rod is too long, the construction difficulty is great, and it is easy to deform; if the value of D is too small, the inclination angle of the anchor rod is too large, the horizontal component force provided by the anchor rod is small, and the reinforcement effect is poor, resulting in the deviation of the drilling direction and the inability to form an effective connection between the anchor rod and the existing pile.
[0031] The acting position of the tie rod tension can also be lifted upward, directly using the anchor rod tension to resist the active earth pressure and directly acting the tension on the cantilever section of the existing pile.
[0032] 3. After the breaking of the embedded section at the lower part of the existing pile, the lower part of the existing pile becomes void. Before the construction of the new tunnel support, the existing pile will sink under the action of gravity. Since the anchor rod is inclined, it not only generates a vertical tensile force on the existing pile to prevent sinking, but also generates a horizontal force, which drives the lower end of the existing pile to tilt away from the side of the existing building, causing an angle between the existing pile and the original pile hole, increasing the pressure and friction force between the existing pile and the hole wall, and thus slowing down the tendency of the existing pile to slide down.
[0033] When the existing pile has started to slide and pulls the ground capping beam to deform and crack, the people on the ground can immediately discover the sinking of the existing pile, and thus take remedial measures in time.
[0034] 4. The deformation and cracking of the tie beam are also early warnings of the overturning of the existing pile, enabling the people on the ground to immediately discover the overturning of the existing pile and take remedial measures in time.
[0035] 5. When the surrounding rock is poor, the construction method of following the drill pipe is adopted to prevent the collapse of the borehole. BRIEF DESCRIPTION OF THE DRAWINGS
[0036] Figure 1 It is a schematic plan view of the initial state of Example 1;
[0037] Figure 2 It is a schematic plan view of Construction Step 1 of Example 1;
[0038] Figure 3 It is a schematic plan view of Construction Step 2 of Example 1;
[0039] Figure 4 It is a schematic plan view of Construction Step 3 of Example 1;
[0040] Figure 5 It is a schematic plan view of Construction Step 4 of Example 1;
[0041] Figure 6 It is a schematic sectional view of the initial state of Example 1;
[0042] Figure 7 It is a schematic sectional view of Construction Step 1 of Example 1;
[0043] Figure 8 It is a schematic sectional view of Construction Step 2 of Example 1;
[0044] Figure 9 It is a schematic sectional view of Construction Step 3 of Example 1;
[0045] Figure 10 It is a schematic sectional view of Construction Step 4 of Example 1;
[0046] Figure 11Schematic cross-section view of Step 3 of the construction in Example 3. Detailed implementation manners
[0047] The following is a further detailed description through specific implementation manners:
[0048] The reference numerals in the accompanying drawings of the specification include: existing building 1, existing piles 2, embedded section L1, free section L2, breaking area 21, anchor pulling area 22, existing capping beam 23, anti-slide piles 31, capping beams 32, drilling area 33, anchor rods 34, tie beams 35, and tunnel 4.
[0049] Example 1
[0050] Example 1 is basically as Figures 1-10 shown: A ground reinforcement structure applicable to a newly built tunnel passing through the embedded section of a retaining structure, and the applicable objects are: existing building 1 and newly built tunnel 4. As Figure 5 shown, there is a row of existing piles 2 on the left side of the existing building 1. As Figure 9 shown, the existing piles 2 include a free section L2 and an embedded section L1. As Figure 10 shown, according to the design requirements, the newly built tunnel 4 needs to pass through the embedded section L1 of the existing piles 2;
[0051] A ground reinforcement structure applicable to a newly built tunnel passing through the embedded section of a retaining structure includes existing piles 2. As Figure 9 shown, there is a breaking area 21 on the embedded section L1 of the existing piles 2. As Figure 10 shown, the tunnel 4 passes through the breaking area 21. As Figure 5 shown, anti-slide piles 31 are respectively arranged on both sides of the newly built tunnel 4. The anti-slide piles 31 are arranged in rows and are parallel to the row of existing piles 2. The horizontal distance between the anti-slide piles 31 and the existing piles 2 is 1 to 5 times the pile diameter or cross-sectional height of the anti-slide piles 31; if the width of the tunnel 4 is less than 5 meters, one anti-slide pile 31 is respectively arranged on both sides of the tunnel 4; if the width of the tunnel 4 is greater than 5 meters, two anti-slide piles 31 are respectively arranged on both sides of the tunnel 4; in this Example 1, two anti-slide piles 31 are respectively arranged on both sides of the tunnel 4;
[0052] There is a capping beam above the tunnel 4. The capping beam is cast and connected to the tops of the four anti-slide piles 31. There is also an existing capping beam 23 on the top of the existing piles 2. For the convenience of display, Figures 1-5 the existing capping beam 23 is omitted in
[0053] As Figure 9As shown in the figure, the part of the capping beam directly above the tunnel 4 is the drilling area 33. A number of anchor rods 34 are provided in the drilling area 33. The anchor rods 34 correspond one by one to the existing piles 2 in the demolition area 21. In this embodiment 1, the number of the anchor rods 34 and the number of the existing piles 2 in the demolition area 21 are both 3. The anchor rods 34 are arranged obliquely downward to the right from the drilling area 33. The lower ends of the anchor rods 34 drill into the corresponding existing piles 2 to form an anchor pulling area 22. The anchor pulling area 22 is located above the demolition area 21. The method for confirming the anchor pulling area 22 is as follows: the top of the embedded section L1 of the corresponding existing pile 2 in the demolition area 21 is within the range of the anchor pulling area 22. In this embodiment 1, the bottom end of the anchor rod 34 is located at the top of the embedded section L1. Therefore, the calculation formula for the drill pipe inclination angle is:
[0054] tanα = h / D;
[0055] F×cosα ≥ Ea;
[0056] α - inclination angle of the anchor rod 34;
[0057] F - designed tensile force of the anchor rod 34;
[0058] Ea - active earth pressure;
[0059] h - vertical distance between the top of the embedded section L1 of the existing pile 2 and the top of the anchor rod 34;
[0060] D - horizontal distance between the anti-slide pile 31 and the existing pile 2; In the initial state, D is 1 times the diameter or cross-sectional height of the anti-slide pile; If F×cosα is less than Ea, then increase the value of D until F×cosα ≥ Ea is satisfied; The maximum value of D is 5 times the diameter or cross-sectional height of the anti-slide pile.
[0061] A construction method for a ground reinforcement structure applicable to the embedded section of a newly built tunnel passing through a retaining structure is as follows:
[0062] The initial state is as Figure 1 and Figure 6 shown;
[0063] Step 1, as Figure 2 and Figure 7 shown, construct the anti-slide piles 31 on both sides of the tunnel 4;
[0064] Step 2, as Figure 3 and Figure 8 shown, construct the capping beam of the newly added anti-slide pile 31, and at the same time construct the tie beam 35 to pour the existing pile 2 and the anti-slide pile 31 together;
[0065] Step 3, as Figure 4 and Figure 9 shown, drill holes on the newly added capping beam to the top of the embedded section L1 of the existing pile 2, set the anchor rods 34 in the holes, and seal them with grouting;
[0066] Step 4: As shown in Figure 5 and Figure 10 , during the construction of the excavation of Tunnel 4, when the excavation reaches the position of the existing pile 2, the demolition area 21 of the existing pile 2 is demolished.
[0067] Example 2
[0068] Based on Example 1, in Example 2: A steel pipe is sleeved outside the anchor rod 34, and the anchor rod 34 adopts the construction method of pipe-jacking drilling.
[0069] A construction method for a ground reinforcement structure suitable for a new tunnel to cross a retaining and embedding structure, different from Example 1 in that: in Step 3, while drilling, the steel pipe is placed to prevent deviation from the original direction during drilling and avoid collapse of the hole.
[0070] Example 3
[0071] The difference between Example 3 and Example 1 is that when D is greater than 5 times the pile diameter or cross-sectional height of the anti-slide pile, and F×cosα < Ea; the following second calculation formula is used to calculate the drill pipe inclination angle:
[0072] tanα≥h / 2D;
[0073] F×cosα≥Ea;
[0074] In this embodiment, α can be directly taken to satisfy: tanα = h / 2D, as shown in Figure 11 .
[0075] The above are only the embodiments of the present invention. Specific technical solutions and / or common knowledge such as characteristics known in the solutions are not described in detail here. It should be noted that for those skilled in the art, without departing from the technical solutions of the present invention, several deformations and improvements can still be made, which should also be regarded as the protection scope of the present invention, and these will not affect the implementation effect of the present invention and the practicability of the patent. The protection scope required by this application should be subject to the content of its claims, and the specific implementation manners described in the specification can be used to interpret the content of the claims.
Claims
1. An above-ground reinforcement structure suitable for a newly built tunnel passing through an embedded section of a retaining structure, characterized in that: It comprises existing piles, and a breaking area is provided on the embedded section of the existing piles. The tunnel passes through the breaking area. Anti-slip piles are provided on both sides of the tunnel respectively. The anti-slip piles are arranged in rows and are parallel to a number of existing piles in a row. A cap beam is provided on the top of the anti-slip piles, and the cap beam is connected to the top of the anti-slip piles on both sides of the tunnel at the same time. A number of anchor rods are provided on the cap beam, and the anchor rods are drilled obliquely downward from the top of the tunnel. The lower ends of the anchor rods are drilled into the corresponding existing piles to form an anchoring area, and the anchoring area is located above the breaking area.
2. According to claim 1, a ground reinforcement structure suitable for a newly built tunnel passing through the embedded section of a retaining structure, characterized in that: The horizontal distance between the anti-slide pile and the existing pile is 1 to 5 times the diameter of the anti-slide pile or the height of the pile section.
3. The above-ground reinforcement structure suitable for a newly built tunnel passing through the embedded section of a retaining structure according to claim 1, characterized in that: A tie beam is provided between the newly added crown beam and the existing pile top crown beam.
4. The above-ground reinforcement structure suitable for a newly built tunnel passing through the embedded section of a retaining structure according to claim 1, characterized in that: The anchor rod is covered with a steel pipe and is constructed using a pipe drill.
5. The above-ground reinforcement structure suitable for a newly built tunnel passing through the embedded section of a retaining structure according to claim 1, characterized in that: If the tunnel width is less than 5 meters, an anti-slip pile is installed on each side of the tunnel; if the tunnel width is greater than 5 meters, two anti-slip piles are installed on each side of the tunnel.
6. The above-ground reinforcement structure suitable for a newly built tunnel passing through the embedded section of a retaining structure according to claim 1, characterized in that: The top of the embedded section of the corresponding existing pile in the demolished area is within the anchoring area.
7. The above-ground reinforcement structure suitable for a newly built tunnel passing through the embedded section of a retaining structure according to claim 6, characterized in that: The first calculation formula for the drill pipe inclination is: tanα=h / D; F×cosα≥Ea; α-anchor inclination angle; F- anchor design tension; Ea - active earth pressure; h-the vertical distance between the top of the embedded section of the existing pile and the top of the anchor rod; D - the horizontal distance between the newly added anti-slide pile and the existing pile; in the initial state, D is 1 times the diameter of the anti-slide pile or the cross-sectional height; if F×cosα is less than Ea, increase the value of D until F×cosα≥Ea is satisfied; the maximum value of D is 5 times the diameter of the anti-slide pile or the cross-sectional height.
8. The above-ground reinforcement structure suitable for a newly built tunnel passing through the embedded section of a retaining structure according to claim 7, characterized in that: When D is greater than 5 times the diameter of the anti-slide pile or the cross-sectional height, and F×cosα<Ea, the second calculation formula is used to calculate the drill pipe inclination: tanα≥h / 2D; F×cosα≥Ea.