CN119288552B - Inclined pile grouting reinforcement type tunnel disease treatment structure and construction method - Google Patents
Inclined pile grouting reinforcement type tunnel disease treatment structure and construction method Download PDFInfo
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Abstract
一种斜桩注浆加固式隧道病害治理结构及施工方法，治理结构包括隧道结构、斜桩群和加固区，所述斜桩群包括多根左侧斜桩和右侧斜桩，所述左侧斜桩和右侧斜桩分别位于隧道结构两侧的土层中，对称或非对称分布，所述左侧斜桩和右侧斜桩在隧道结构的底部相互间隔一定距离进行交叉穿过，加固区位于隧道结构与斜桩群之间，包含底部加固区和侧边加固区；由此，本发明能永久性提高隧道结构外侧土体强度和承载力，解决隧道结构周边土体扰动变形等问题，根本性规避隧道结构不均匀沉降和大变形等病害，提高隧道结构安全性，降低后续运营维护成本。
A tunnel disease control structure and construction method using inclined pile grouting reinforcement, the control structure comprising a tunnel structure, an inclined pile group and a reinforcement area, the inclined pile group comprising a plurality of left inclined piles and right inclined piles, the left inclined piles and right inclined piles being respectively located in the soil layers on both sides of the tunnel structure, and being symmetrically or asymmetrically distributed, the left inclined piles and right inclined piles being cross-passed by each other at a certain distance at the bottom of the tunnel structure, the reinforcement area being located between the tunnel structure and the inclined pile group, and comprising a bottom reinforcement area and a side reinforcement area; thereby, the present invention can permanently improve the strength and bearing capacity of the soil outside the tunnel structure, solve problems such as soil disturbance and deformation around the tunnel structure, fundamentally avoid diseases such as uneven settlement and large deformation of the tunnel structure, improve the safety of the tunnel structure, and reduce subsequent operation and maintenance costs.
Description
Technical Field
The invention relates to the technical field of tunnel structures, in particular to a pile grouting reinforcement type tunnel disease treatment structure and a construction method.
Background
In the mine method structure or shield tunnel structure engineering in operation, many tunnel structure defects such as uneven settlement, large deformation, leakage, cracking and the like appear. Especially in soft soil areas, tunnel structures are mostly positioned in silt soft soil layers, and have the adverse conditions of large pore ratio, high water content, high compressibility, high sensitivity, low shear strength, small permeability coefficient, long consolidation and secondary consolidation settlement deformation time, flow deformation and the like, and the tunnel structures are increasingly serious and complex in diseases due to the factors of numerous external operation construction influences, long-term train operation vibration and subsidence and the like in the tunnel structure safety control protection areas.
In order to solve the problems of uneven settlement, large deformation and the like of a tunnel structure, the existing treatment method is mostly grouting reinforcement on the outer side of the tunnel structure or pasting flexible or rigid materials in the tunnel structure. Although the grouting reinforcement at the outer side of the tunnel structure can improve the bearing capacity of soil around the tunnel structure and has a positive effect on the disease control of the tunnel structure, the performance of the soil outside the reinforced area is still not changed fundamentally. The tunnel structure still can disturb the soil body in the non-reinforced area due to the proximity construction, train operation vibration and the like in the follow-up operation, so that the soil body in the non-reinforced area is caused to subside, deform and the like, and further the tunnel structure is caused to unevenly subside, deform and the like. The strength of the tunnel structure can be improved by sticking flexible or rigid materials in the tunnel structure, but after the stratum around the tunnel is disturbed, the tunnel structure is separated from the sticking materials due to secondary deformation, so that the reinforcing effect is affected.
Therefore, in view of the above-mentioned drawbacks, the designer of the present invention, through intensive research and design, combines the experience and achievement of related industries for a long period of time, and researches and designs a pile grouting reinforcement type tunnel disease control structure and construction method to overcome the above-mentioned drawbacks.
Disclosure of Invention
The invention aims to provide a pile grouting reinforcement type tunnel defect management structure and a construction method, which can permanently improve the strength and bearing capacity of soil bodies outside a tunnel structure, solve the problems of disturbance deformation and the like of soil bodies around the tunnel structure, radically avoid the defects of uneven settlement, large deformation and the like of the tunnel structure, improve the safety of the tunnel structure and reduce the subsequent operation and maintenance cost.
In order to achieve the above purpose, the invention discloses a pile grouting reinforcement type tunnel disease control structure, which comprises a tunnel structure, a pile group and a reinforcement area, and is characterized in that:
The inclined pile group comprises a plurality of left inclined piles and right inclined piles, the left inclined piles and the right inclined piles are respectively positioned in soil layers at two sides of the tunnel structure and are symmetrically or asymmetrically distributed, and the left inclined piles and the right inclined piles cross at a certain distance from each other at the bottom of the tunnel structure;
the reinforced area is an area reinforced by grouting and is positioned between the tunnel structure and the inclined pile group, and comprises a bottom reinforced area and a side reinforced area, wherein the bottom reinforced area is positioned between the intersection area of the left inclined pile and the right inclined pile and the bottom of the tunnel structure, and the side reinforced area is positioned between the left inclined pile and the two sides of the right inclined pile and the tunnel structure;
therefore, the inclined pile group formed by a plurality of inclined piles effectively keeps the stability and the non-deformation of the reinforced area between the tunnel structure and the inclined pile group, and the inclined pile grouting reinforced tunnel disease treatment structure is formed.
The embedded grouting system comprises main grouting pipes extending from the pile top to the pile bottom and side grouting pipes which are distributed at intervals on two sides of the main grouting pipes and extend out of the pile wall, so that the pile bottom and the pile side are respectively subjected to secondary grouting reinforcement through the embedded grouting system, a pile bottom expansion area is formed through the bottom of the main grouting pipes, and pile side expansion areas are formed through the side grouting pipes to two sides of the pile wall, so that the bearing capacity of the inclined pile is effectively increased, and the safety performance and the bearing performance are improved.
The left inclined piles and the right inclined piles are longitudinally and sequentially arranged at intervals along the tunnel structure, are crossed under the tunnel structure, and have a certain distance between adjacent piles.
Preliminary parameters of the length, the diameter and the inclination angle of the inclined pile are determined through trial calculation of the formula (1):
Q uk -vertical bearing capacity of inclined piles;
q sk, the standard value of the total limit pile side soil body friction resistance of the non-vertical grouting section;
Q gsk -the standard value of the total limit pile side soil body friction resistance of the vertical grouting section;
q gpk -standard value of the bearing capacity of the soil layer of the pile body and the total limit pile bottom;
d, diameter of inclined pile;
alpha-inclined pile inclination angle;
l-inclined pile length;
l j, wherein the inclined piles are positioned at the vertical height of the non-grouting section in the soil body of the j layer;
l gi, wherein the inclined piles are positioned at the vertical height of the grouting section in the soil body of the ith layer;
l-batter pile length, l=l j/sinα+lgi/sin α;
q sik、qsjk、qpk, namely a soil friction resistance standard value at the original limit pile side of the ith soil layer of the grouting section, a soil resistance standard value at the original limit pile side of the ith soil layer of the non-grouting section, an original limit pile bottom and a pile body soil bearing capacity standard value respectively;
Beta si、βp -is the pile side soil friction resistance, pile bottom and pile body soil layer bearing capacity enhancement coefficient.
When the ground is adopted for drilling and grouting, firstly, the ground is used for drilling inclined holes along the left inclined piles and the right inclined piles respectively towards the bottom reinforcing area, the bottom grouting pipe is inserted, and grouting reinforcement is carried out on the bottom reinforcing area at the same time, after grouting reinforcement of the bottom reinforcing area is finished, the ground is used for drilling vertical holes towards the side reinforcing area, and the side grouting pipe is inserted for grouting reinforcement, and grouting is uniformly carried out on two sides of the bottom reinforcing area and the side reinforcing area at the same time, so that deformation of a tunnel structure caused by uneven grouting pressure is avoided.
The construction method of the inclined pile grouting reinforcement type tunnel disease treatment structure is characterized by comprising the following steps of:
the method comprises the steps of firstly, obtaining parameters of tunnel structure coordinates, burial depth, diameter and deformation of a region to be reinforced;
Step two, determining drilling points on the ground according to the position of the tunnel structure and the design parameters of the inclined piles;
calculating the horizontal distance x between the tunnel structure and the ground drilling point position through the method (2) based on the confirmed inclined pile design parameters;
(2)
x is the horizontal distance between the tunnel structure and the ground drilling point;
h, burying the tunnel structure;
r-tunnel structure radius;
d 3, the clear distance between the tunnel structure and the inclined pile;
Thirdly, after the construction of the inclined pile group is completed, secondary grouting of the pile bottom and the pile side is carried out through a main grouting pipe and a side grouting pipe of a grouting system in the inclined pile group, a pile bottom expansion area and a pile side expansion area are formed, and expansion of the pile bottom and the pile side and grouting effect improvement are realized;
and fourthly, grouting the reinforced area or drilling and grouting the ground by adopting the inside of the tunnel structure.
When the ground drilling grouting is adopted, grouting reinforcement is carried out by drilling inclined holes along the peripheries of the left inclined pile and the right inclined pile and respectively inserting bottom grouting pipes, the upper part of the side reinforcing area is free from shielding, vertical holes are directly drilled on the ground, and grouting reinforcement is carried out on the side reinforcing area through the side grouting pipes.
The inclined hole orifice is provided with a protective cylinder with the inner diameter larger than that of the drill bit of the drilling machine, the protective cylinder stabilizes the wall of the inclined hole to prevent the hole from collapsing, assists in guiding when the drill bit enters the soil, controls the inclined hole inclination angle, extends the length of the protective cylinder to the bottom of the hole, and then continuously penetrates into concrete to be pulled out gradually;
The drill rod is provided with a strip-shaped guide cylinder at a certain distance, the drill rod is positioned in the center of the guide cylinder, two ends of the guide cylinder are provided with necking openings, on one hand, the drill rod is controlled to be always positioned in the center of the inclined hole, hole position deviation is avoided, and on the other hand, the necking openings are beneficial to smooth movement of the drill rod in the inclined hole.
Wherein, a guide bracket is arranged on the conduit to ensure that the conduit is positioned at the center of the left inclined hole and the right inclined hole.
As can be seen from the above, the inclined pile grouting reinforcement type tunnel disease treatment structure and the construction method have the following effects:
1. The outer side of the tunnel structure is provided with inclined pile groups which are arranged in a crossing way, and soil between the inclined pile groups and the tunnel structure is reinforced by grouting. The inclined pile group has high self strength, and the peripheral soil body has larger friction force and higher bearing capacity, and can be regarded as a fixed, deformation-free and sedimentation-free supporting structure. The stability and bearing capacity of the soil body in the peripheral reinforced area of the tunnel structure are maintained for a long time under the protection of the inclined pile group, so that the defects of uneven settlement, large deformation and the like of the tunnel structure are reduced, and the safety and service life of the tunnel structure are improved.
2. The boundary conditions of the tunnel structure can be permanently changed, only one-time investment is needed in the early stage, and compared with the existing reinforcement scheme, repeated and uninterrupted grouting reinforcement is needed, so that the engineering cost can be greatly reduced, the investment of manpower and material resources is reduced, and the method has higher economic and social benefits.
The details of the present invention can be found in the following description and the accompanying drawings.
Drawings
Fig. 1 shows a schematic structural diagram of a pile grouting reinforcement type tunnel defect management structure according to the present invention.
FIG. 2 shows a schematic view of section A-A of FIG. 1.
FIG. 3 shows a schematic view of section B-B of FIG. 1.
Fig. 4 shows a schematic view of the forces exerted by the batter pile according to the invention.
Fig. 5A and 5B are schematic diagrams showing the geometrical relationship of the pile grouting reinforcement type tunnel defect management structure according to the present invention.
Fig. 6 shows a schematic view of horizontal convergence deformation of a batter pile grouting reinforcement structure and a conventional grouting reinforcement structure.
Fig. 7 shows a schematic view of vertical convergence deformation of a batter pile grouting reinforcement structure and a conventional grouting reinforcement structure.
Fig. 8A shows a numerical simulation schematic diagram of a conventional grouting reinforcement structure under a side-through condition of a newly-built tunnel.
Fig. 8B shows a numerical simulation schematic diagram of the grouting reinforcement structure of the inclined pile under the side-through working condition of the newly-built tunnel.
Fig. 9 shows a horizontal deformation schematic diagram of a newly-built tunnel side-through working condition inclined pile grouting reinforcement structure and a conventional grouting reinforcement structure.
Fig. 10A shows a numerical simulation schematic diagram of a conventional grouting reinforcement structure under a new tunnel under-passing condition.
Fig. 10B shows a numerical simulation schematic diagram of the grouting reinforcement structure of the inclined pile under the underpass condition of the new tunnel.
Fig. 11 shows a vertical deformation schematic diagram of a newly-built tunnel underpass working condition inclined pile grouting reinforcement structure and a conventional grouting reinforcement structure.
Fig. 12 shows a schematic diagram of a drilling scheme of a batter pile according to the invention.
Fig. 13 shows a schematic view of a catheter structure provided by the present invention.
Reference numerals:
100, a tunnel structure, 101, a left inclined hole, 102, a left inclined pile, 103, a right inclined hole, 104, a right inclined pile, 105, a ground, 106, a main grouting pipe, 107, a side grouting pipe, 108, a pile bottom expansion area, 109, a pile side expansion area, 201, a bottom grouting pipe, 202, a side grouting pipe, 203, a bottom reinforcing area, 204, a side reinforcing area, 301, a drilling machine, 302, a drilling rod, 303, a drilling head, 304, 305, a pile casing, 306, a guide pipe and 307, and a guide pipe bracket.
Detailed Description
Referring to fig. 1 to 3, a preferred embodiment of the stake grouting reinforcement type tunnel boring structure of the present invention is shown.
As shown in fig. 1,2 and 3, the pile grouting reinforcement type tunnel defect management structure comprises a tunnel structure 100, pile groups and reinforcement areas, in this embodiment, the management structure of the present invention has no special requirements on the section type and size of the tunnel structure 100, and can be well applied to shield tunnel structures and mine tunnel structures, has no special requirements on the stratum condition where the tunnel structure 100 is located, and can also be applied to clay strata, sand gravel strata, etc., so the applicability is strong, and the present invention can be applied to various tunnel structures.
The pile group includes a plurality of left piles 102 and right piles 104, as shown in fig. 1, the left piles 102 and right piles 104 are respectively located in soil layers at two sides of the tunnel structure 100, symmetrically or asymmetrically distributed, and the left piles 102 and right piles 104 cross at a certain distance from each other at the bottom of the tunnel structure 100.
The reinforced area is an area reinforced by grouting and is mainly located between the tunnel structure 100 and the pile group, and may include a bottom reinforced area 203 and a side reinforced area 204, where the bottom reinforced area 203 is located between the intersection area of the left pile 102 and the right pile 104 and the bottom of the tunnel structure 100, and the side reinforced area 204 is located between the left pile 102 and the right pile 104 and two sides of the tunnel structure.
Therefore, due to the fact that the inclined piles are high in strength and not easy to deform, the contact area between the inclined piles and the surrounding soil body is large, the soil body has a large supporting effect on the inclined piles, the inclined pile group formed by the inclined piles has high deformation resistance, disturbance resistance, bearing capacity and the like, the stability and the deformation prevention of a reinforcing area between the tunnel structure 100 and the inclined pile group can be effectively maintained, and therefore the tunnel structure 100 is effectively protected from external disturbance. The tunnel structure 100, the inclined pile group and the reinforcing area together form an inclined pile grouting reinforcement type tunnel defect management structure.
Preferably, the inclined pile group can select the types of cast-in-place piles, precast piles and the like according to stratum conditions and surrounding environments, for example, the cast-in-place piles have no requirement on stratum conditions and have no limitation on length and diameter, but have higher cost and longer construction period, and the precast piles need stratum without boulders, barriers and the like and have limited pile length, but have lower cost and high construction efficiency. The insides of the left side inclined pile 102 and the right side inclined pile 104 can be provided with an embedded grouting system, the embedded grouting system comprises a main grouting pipe 106 extending from the pile top to the pile bottom and side grouting pipes 107 which are distributed at two sides of the main grouting pipe 106 at intervals and extend out of the pile wall, so that the pile bottom and the pile side can be respectively reinforced by secondary grouting through the embedded grouting system, a pile bottom expansion area 108 can be formed through the bottom of the main grouting pipe 106, and a pile side expansion area 109 is formed through the side grouting pipes 107 to two sides of the pile wall, so that the bearing capacity of the inclined pile is effectively increased, and the safety performance and the bearing performance are improved.
Preferably, a certain distance should be reserved between the left side inclined pile 102 and the right side inclined pile 104 and the tunnel structure 100 so as to meet the safety construction requirement, and the minimum distance should comprehensively consider inclined hole drilling deviation, tunnel deformation and the like.
Preferably, as shown in fig. 2, the left side inclined piles 102 and the right side inclined piles 104 are sequentially arranged at intervals along the longitudinal direction of the tunnel structure 100, intersect under the tunnel structure 100, and have a certain distance between adjacent piles, so that the completed inclined piles are not damaged during piling or drilling.
Preferably, the inclined pile groups are located at two sides of the tunnel structure 100, load generated by the inclined piles needs to be balanced through bearing capacity of the inclined piles after boundary conditions of the tunnel structure 100 are changed, the bearing capacity of the inclined piles to the tunnel structure 100 mainly comprises pile side soil friction resistance, pile bottom soil bearing capacity and pile body soil bearing capacity, and grouting reinforcement influence of an inclined pile pre-buried grouting system to soil is also needed to be considered. The design requirements for the bearing capacity of the pile group are set according to the current conditions of the tunnel structure 100. Preliminary parameters such as the length, the diameter, the inclination angle and the like of the inclined pile are determined through trial calculation according to the formula (1) on the premise of meeting given design requirements.
Specifically, on the premise that the required bearing capacity of the inclined pile is known, the diameter, the inclination angle and the length of the inclined pile and the grouting and reinforcing points of the inclined pile are assumed, for example, the diameter is 80cm, the length is 25m, the inclination angle is 55 degrees, the reinforcing influence ranges of the pile bottom and the pile side are determined according to the slurry influence range (can be tested or experienced), and whether the bearing capacity requirement is met or not is calculated by the carrying-in formula (1), if the parameters such as the diameter and the length which can be increased are not met, and the like. Similar to structural reinforcement, the diameter and number of reinforcement bars are selected given the structural load-bearing capacity. Then, determining the arrangement of the inclined pile group based on the preliminary inclined pile design parameters, the peripheral space condition of the tunnel structure, the pile foundation design specification and the like, such as the inclined pile spacing t, the clear distance d 3 between the tunnel structure and the inclined piles and the like, finally establishing a three-dimensional numerical model comprising the inclined pile group and the tunnel structure 100, verifying whether the internal force, deformation and other parameters of the tunnel structure 100 meet the reinforcement requirements under the design working condition, and if the preliminary inclined pile design parameters can meet the requirements
And (3) carrying out construction by using the parameters, otherwise, carrying out trial calculation by adjusting the parameters until the requirements are met.
As shown in fig. 4, the vertical bearing capacity of the single inclined pile can be calculated according to the formula (1):
Q uk -vertical bearing capacity of inclined piles;
q sk, the standard value of the total limit pile side soil body friction resistance of the non-vertical grouting section;
Q gsk -the standard value of the total limit pile side soil body friction resistance of the vertical grouting section;
q gpk -standard value of the bearing capacity of the soil layer of the pile body and the total limit pile bottom;
d, diameter of inclined pile;
alpha-inclined pile inclination angle;
l-inclined pile length;
l j, wherein the inclined piles are positioned at the vertical height of the non-grouting section in the soil body of the j layer;
l gi, wherein the inclined piles are positioned at the vertical height of the grouting section in the soil body of the ith layer;
l-batter pile length, l=l j/sinα+lgi/sin α;
q sik、qsjk、qpk, namely a soil friction resistance standard value at the initial limit pile side of the ith soil layer of the grouting section, a soil resistance standard value at the initial limit pile side of the ith soil layer of the non-grouting section, and a soil bearing capacity standard value at the initial limit pile bottom and pile body soil layer, which are respectively determined according to JGJ94 specifications;
beta si、βp, which are pile side soil friction resistance, pile bottom and pile body soil layer bearing capacity enhancement coefficients respectively, can be determined according to JGJ94 specifications when no local experience exists.
Preferably, grouting construction of the reinforced area is performed after construction of the inclined pile group is completed, and grouting of the reinforced area and grouting of the ground 105 from the inside of the tunnel structure 100 can be adopted. When grouting is performed to the reinforced area by adopting the inside of the tunnel structure 100, grouting holes pre-buried in the tunnel structure 100 can be used for grouting according to the design requirement, but the grouting holes are limited by arrangement positions and angles, so that insufficient grouting exists. When the ground 105 is used for drilling and grouting, firstly, the ground is used for drilling inclined holes along the left inclined pile 102 and the right inclined pile 104 respectively to the bottom reinforcement area 203, the bottom grouting pipe 201 is inserted, meanwhile, the bottom reinforcement area 203 is grouting and reinforced, and after the bottom reinforcement area 203 is grouting and reinforced, the ground is used for drilling vertical holes to the side reinforcement area 204, and the side grouting pipe 202 is inserted for grouting and reinforced. Both sides of the bottom reinforcement region 203 and the side reinforcement regions 204 should be uniformly grouting at the same time, so as to avoid deformation of the tunnel structure 100 caused by uneven grouting pressure.
As shown in fig. 5A and 5B, the geometric relationship of the pile grouting reinforcement type tunnel disease control structure of the present invention is shown, wherein α 1、l1 and d 1 are respectively the inclination angle, pile length and pile diameter of the left side inclined pile, and α 2、l2 and d 2 are respectively the inclination angle, pile length and pile diameter of the right side inclined pile, so that the following requirements are required to be satisfied:
min { alpha 1, α1 } >50 degrees, the inclined pile inclination angle is not too small, so that the inclined pile length is reduced under the same pile body length, and the construction is convenient.
The tunnel structure has small difference of stratum conditions at two sides, or can be designed symmetrically by adopting left inclined piles and right inclined piles under the working conditions of overload, tunnel underpass and the like, the inclined piles are preferably identical in inclination angle, length and the like, and the tunnel structure is ensured not to bear eccentric load, namely alpha 1=α2,l1=l2.
The method has the advantages that when the stratum conditions on two sides of the tunnel structure are large in difference, or under the working conditions of unbalanced load, tunnel side penetration and the like, uneven loads on two sides of the tunnel structure are caused, asymmetric designs of left inclined piles and right inclined piles can be adopted, inclination angles, lengths, diameters and the like of the inclined piles can be different, if a newly built tunnel passes through the existing tunnel structure from the right side, alpha 2＞α1、d2＞d1、l2＜l1 designs can be adopted, the influence of right unloading on the right inclined piles can be reduced by adopting a larger inclination angle, the bearing capacity of the right inclined piles can be improved by adopting a larger diameter, the lower construction cost of the same pile depth can be guaranteed by a shorter pile length, and similarly, the newly built tunnel passes through the existing tunnel structure from the left side, and alpha 1＞α2、d1＞d2、l1＜l2 designs can be adopted.
Wherein n 1 and n 2 are the numbers of left side inclined piles and right side inclined piles respectively, and the concrete consumption of the inclined pile group can be calculated according to the following formula, v=pi (d 1/2)2l1n1+π(d2/2)2l2n2).
Preferably, a three-dimensional model of the inclined pile grouting reinforcement structure and the traditional grouting reinforcement structure is built by adopting a stratum-structure model based on Midas GTS NX software, deformation of the shield tunnel structure when overload occurs on the ground is simulated, and the model size is 54m multiplied by 48m multiplied by 3.6m. The shield tunnel structure adopts C50 concrete, the outer diameter is 6.0m, the thickness is 0.3m, the ring width is 1.2m, and the burial depth is 12m. And a modified Moire-coulomb model is selected as a soil body model, the stratum is a homogeneous fine sand layer, the volume weight is 20.3kN/m 3, the elastic modulus is 24142.9kN/m 2, the Poisson's ratio is 0.3, the friction angle is 36 degrees, and the cohesive force is 30kPa. Triaxial test secant stiffness of the reinforced area is 6500kN/m < 2 >, unloading elastic modulus is 65MPa, and expansion angle is 10 degrees.
Four inclined piles of the inclined pile grouting reinforcement structure are inserted into a soil layer from the ground at an inclination angle of 36.5 degrees, inclined pile groups are made of C35 plain concrete, the diameter is 1.0m, the length is 33m, and the minimum distance between each inclined pile group and the shield tunnel structure 100 is 0.3m. Grouting reinforcement is carried out on the inclined pile group and the periphery of the shield tunnel structure 100. The traditional grouting reinforcement structure only carries out grouting reinforcement within the range of 1.5m outside the shield tunnel structure.
Preferably, after the three-dimensional model is built, the ground stress is balanced, the deformation is eliminated, and then an even load of 50kPa is applied above the tunnel structure to simulate the ground overload working condition.
Preferably, fig. 6 and 7 show horizontal and vertical convergence deformations of the batter pile grouting reinforcement and the conventional grouting reinforcement structure after ground overload. The maximum horizontal convergence deformation of the traditional grouting reinforcement structure and the inclined pile grouting reinforcement structure is 4.85mm and 3.46mm respectively, and compared with the traditional grouting reinforcement structure, the horizontal convergence deformation of the inclined pile grouting reinforcement structure is reduced by 29%. Under the influence of overload, settlement occurs in the vertical direction in the traditional grouting reinforcement structure and the inclined pile grouting reinforcement structure, but the vertical convergence deformation difference of the shield tunnel structure is extremely large in the two reinforcement modes, and the maximum vertical convergence deformation is 6.76mm and 3.73mm respectively, so that compared with the traditional grouting reinforcement structure, the vertical convergence deformation of the shield tunnel structure of the inclined pile grouting reinforcement structure is reduced by 45%. Ovality of the traditional grouting reinforcement structure and the inclined pile grouting reinforcement structure is 2.15 per mill and 1.33 per mill respectively. Compared with the traditional grouting reinforcement structure, the ovality of the inclined pile grouting reinforcement structure is reduced by 38.1 percent. Under overload working conditions, the convergence deformation of the tunnel structure of the inclined pile grouting reinforcement structure is far smaller than that of the traditional grouting reinforcement structure, the boundary condition of the shield tunnel structure can be effectively changed, the bearing capacity and deformation resistance of the tunnel structure are improved, and the disease treatment effect is better.
Preferably, numerical simulation results of working conditions such as a newly-built tunnel downwards penetrating or laterally penetrating existing tunnels show that the tunnel structure convergence deformation of the inclined pile grouting reinforcement structure is smaller than that of the traditional grouting reinforcement structure, and the disease treatment effect is better.
Wherein, in tunnel side-through conditions:
Structural design parameters and stratum parameters of the inclined pile grouting reinforcement and traditional grouting reinforcement structure are consistent with ground overload working conditions, ground stress balance and deformation removal are carried out after the three-dimensional model is established, then a shield tunnel is excavated at one side of the tunnel structure, and the horizontal clear distance between the two tunnels is 7m. The model diagrams are shown in fig. 8A and 8B.
Preferably, fig. 9 illustrates horizontal displacement of the tunnel structure during side-through conditions for both the batter pile grouting reinforcement and the conventional grouting reinforcement structure. The maximum horizontal displacement of the traditional grouting reinforcement structure and the inclined pile grouting reinforcement structure is 2.00mm and 1.52mm respectively, and compared with the traditional grouting reinforcement structure, the horizontal displacement of the inclined pile grouting reinforcement structure is reduced by 24.2%. The maximum horizontal convergence deformation of the traditional grouting reinforcement structure and the inclined pile grouting reinforcement structure are-0.62 mm and-0.32 mm respectively, and compared with the traditional grouting reinforcement structure, the horizontal convergence deformation of the inclined pile grouting reinforcement structure is reduced by 48.1%. Compared with the traditional grouting reinforcement structure, the ovality of the inclined pile grouting reinforcement structure is reduced by 10.6%.
In tunnel underpass conditions:
Structural design parameters and stratum parameters of the inclined pile grouting reinforcement and traditional grouting reinforcement structure are consistent with ground overload working conditions, ground stress balance and deformation removal are carried out after the three-dimensional model is established, then a shield tunnel is excavated below the tunnel structure, and the vertical clear distance between the two tunnels is 4m. The model diagrams are shown in fig. 10A and 10B.
Preferably, fig. 11 illustrates vertical displacement of the tunnel structure during underpass conditions for a batter pile grouting reinforcement and a conventional grouting reinforcement structure. The maximum vertical displacement of the traditional grouting reinforcement structure and the inclined pile grouting reinforcement structure are respectively-3.10 mm and-1.77 mm, and compared with the traditional grouting reinforcement structure, the vertical displacement of the inclined pile grouting reinforcement structure is reduced by 42.9%. The maximum vertical convergence deformation of the traditional grouting reinforcement structure and the inclined pile grouting reinforcement structure are-0.045 mm and-0.040 mm respectively, and compared with the traditional grouting reinforcement structure, the vertical convergence deformation of the inclined pile grouting reinforcement structure is reduced by 11.8%. Compared with the traditional grouting reinforcement structure, the ovality of the inclined pile grouting reinforcement structure is reduced by 12.5%.
As shown in fig. 12 and 13, the present invention further provides a construction method of a pile grouting reinforcement type tunnel disease treatment structure, the construction method comprising the following steps:
The method comprises the steps of firstly, obtaining the design and monitoring parameters of the tunnel structure 100 coordinates, the burial depth, the diameter, the deformation and the like of the area to be reinforced. The coordinates, burial depth and diameter can be determined by the design parameters of the earlier tunnel structure, and meanwhile, the influence caused by deformation cannot be ignored in the actual position of the tunnel structure 100 in consideration of structural settlement and convergence deformation of the tunnel structure 100 in construction and operation. Because the inclined pile drilling needs to be close to the tunnel structure 100, accurate position coordinates of the tunnel structure 100 are key for guaranteeing the reinforcing effect, and meanwhile, damage to the tunnel structure during drilling due to incorrect position relation between the tunnel structure 100 and the inclined pile group can be avoided.
And step two, determining drilling points of the ground 105 according to the position of the tunnel structure 100 and the inclined pile design parameters.
It is preferable that the design requirements of the bearing capacity of the batter pile group can be set according to the current condition of the tunnel structure 100. Preliminary parameters such as the length, the diameter, the inclination angle and the like of the inclined piles are determined through trial calculation according to the formula (1) on the premise of meeting given design requirements, then the arrangement of inclined pile groups is determined based on the preliminary inclined pile design parameters, the surrounding space condition of a tunnel structure, the design specification requirements of pile foundations and the like, such as the interval t of the inclined piles, the clear distance d 3 between the tunnel structure and the inclined piles and the like, finally a three-dimensional numerical model comprising the inclined pile groups and the tunnel structure 100 is established, and the reinforcing effect of the proposed inclined pile design parameters on the tunnel structure 100 is verified.
The horizontal distance x of the tunnel structure 100 from the ground 105 drilling point is then calculated by equation (2) based on the confirmed batter pile design parameters.
(2)
X is the horizontal distance between the tunnel structure and the ground drilling point;
h, burying the tunnel structure;
r-tunnel structure radius;
d 3 -the clear distance between the tunnel structure and the inclined pile.
And then based on the obtained coordinates of the axis of the tunnel structure 100 corresponding to the ground, the drilling point position of the ground 105 can be obtained at the horizontal distance x according to the drilling point position of the tunnel structure 100 and the ground 105 and the inclined pile spacing t. If the design parameters of the left inclined pile and the right inclined pile are different, x is different, the drilling points of the ground 105 need to be calculated respectively, the ground 105 is processed, and if necessary, the ground 105 is reinforced. When the precast pile is adopted, inclined piles can be pressed or driven into the two sides of the tunnel structure 100 at intervals according to the design angle directly through a pile driver, and when the bored pile is adopted, the drilling machine 301 is adjusted to the set angle, and boring is carried out from the two sides of the tunnel structure 100 in sequence. After the drilling is finished, concrete is respectively injected into the left inclined hole 101 and the right inclined hole 102 through the inclined guide pipe 306 to form a left inclined pile 102 and a right inclined pile 104, and hole cleaning is needed before the concrete injection so as to remove sediment at the bottom of the hole and ensure the bearing capacity of the pile foundation.
Thirdly, after the construction of the inclined pile group is completed, secondary grouting of the pile bottom and the pile side is carried out through a main grouting pipe 106 and a side grouting pipe 107 of a grouting system embedded in the inclined pile group, a pile bottom expansion area 108 and a pile side expansion area 109 are formed, and expansion of the pile bottom and the pile side and grouting effect improvement are realized;
And fourthly, grouting the reinforced area or drilling and grouting the ground by adopting the inside of the tunnel structure. When the grouting mode of grouting the inside of the tunnel structure to the reinforced area is adopted, grouting can be performed according to design requirements through the pre-buried grouting holes of the tunnel structure 100. When the ground drilling grouting is adopted, as the bottom reinforcement area 203 is positioned in the triangular area formed by the tunnel structure 100, the left inclined pile 102 and the right inclined pile 104, grouting reinforcement can be carried out by drilling inclined holes along the peripheries of the left inclined pile 102 and the right inclined pile 104 and respectively inserting the bottom grouting pipes 201, the upper side of the side reinforcement area 204 is free from shielding, and vertical holes can be directly drilled by the ground 105 and grouting reinforcement can be carried out on the side reinforcement area 204 through the side grouting pipes 202.
Preferably, parameters such as an inclination angle, a drilling depth and the like of the drilling machine 301 are required to meet design requirements, a drilling rod 302 with high rigidity is required to be provided, the inclination angle of the drilling rod 302 in the inclined hole drilling process is controllable, a forward circulation drilling machine, a reverse circulation drilling machine, a rotary drilling machine and the like with the drilling rod 302 are preferably selected, and a drilling machine for percussion drilling, impact grabbing drilling and the like which can be lifted through a steel wire rope is not preferably selected.
Preferably, as shown in fig. 12, the inclined hole orifice is provided with a casing 305 with an inner diameter slightly larger than that of the drill bit 303 of the drilling machine 301, and the main functions of the casing 305 include stabilizing the wall of the inclined hole to prevent collapse, assisting in guiding the drill bit 303 when entering the soil, controlling the inclined hole inclination angle, protecting the ground and the like, and for loose and unstable stratum such as silt, quicksand, sand pebble and the like, the length of the casing 305 can be extended to the bottom of the hole and then gradually pulled out by penetrating the concrete. Meanwhile, a long strip-shaped guide cylinder 304 can be arranged on the drill rod 302 at a certain distance, the drill rod 302 is positioned at the center of the guide cylinder 304, two ends of the guide cylinder 304 are provided with necking, on one hand, the drill rod 302 is controlled to be always positioned at the center of the inclined hole, hole position deviation is avoided, and on the other hand, necking is beneficial to smooth movement of the drill rod 302 in the inclined hole.
As shown in fig. 13, in the pipe structure used in the present invention, in order to ensure smooth concrete penetration, a guide bracket 307 similar to the guide cylinder 304 is required to be provided on the pipe 306 to ensure that the pipe 306 is located at the center of the left inclined hole 101 and the right inclined hole 103. The concrete can be directly poured on the ground or can be filled to a certain depth, and the upper part is filled with soil.
Preferably, if a reinforced concrete bored concrete pile is used, a circular arc-shaped reinforcing bar bracket may be provided inside the reinforcement cage for supporting the guide duct 306, and the guide duct 306 may not be provided with the guide bracket 307.
It should be noted that the above-described embodiments are exemplary, and that a person skilled in the art, in light of the present disclosure, may devise various solutions that fall within the scope of the present disclosure and fall within the scope of the present disclosure. It should be understood by those skilled in the art that the present description and drawings are illustrative and not limiting to the claims. The scope of the invention is defined by the claims and their equivalents. The description of the invention includes a plurality of inventive concepts, such as "preferably", "according to a preferred embodiment" or "optionally" each meaning that the corresponding paragraph discloses a separate concept, the applicant reserves the right to filed a divisional application according to each inventive concept.
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| CN107956484A (en) * | 2017-11-24 | 2018-04-24 | 中铁十局集团城市轨道交通工程有限公司 | Reinforcement Structure and Construction Method for Deformation Control of Existing Shield Tunnel |
| CN112727495A (en) * | 2021-01-29 | 2021-04-30 | 中铁二院工程集团有限责任公司 | Bracing structure for controlling deformation of bottom of tunnel |
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| WO2020021294A1 (en) * | 2018-07-26 | 2020-01-30 | Sepac Zvonimir | Retaining engineering structure and design method for stabilizing deep excavations or earth slope instability near existing civil objects |
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| CN116427451A (en) * | 2023-03-13 | 2023-07-14 | 中铁九局集团第三建设有限公司 | Micro pile reinforcement construction method for tunnel foundation under poor geological conditions |
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| CN112727495A (en) * | 2021-01-29 | 2021-04-30 | 中铁二院工程集团有限责任公司 | Bracing structure for controlling deformation of bottom of tunnel |
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