CN115961972A - Prefabricated inverted arch structure suitable for expansive rock tunnel and implementation method - Google Patents
Prefabricated inverted arch structure suitable for expansive rock tunnel and implementation method Download PDFInfo
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Abstract
The invention discloses a structure of a prefabricated inverted arch suitable for an expansive rock tunnel, wherein an arched deformation coordination layer is arranged below the prefabricated inverted arch, the left end and the right end of the deformation coordination layer extend out of the two ends of the prefabricated inverted arch, and the lower end of the side wall of a primary lining structure is pressed at the two ends of the upper surface of the deformation coordination layer; the deformation coordination layer is of a prefabricated part structure and is made of a foam concrete material, and the yield stress of the deformation coordination layer is smaller than that of the tunnel secondary lining concrete. The stresses transmitted by the surrounding rock to the inverted arch structure will be absorbed by the coordination layer. Before the coordination layer material reaches the limit compression amount, the inverted arch structure can be well protected; by filling the deformation coordinating material between the primary support and the inverted arch structure, a good energy-absorbing yielding effect can be achieved, and the inverted arch structure is prevented from deforming due to extrusion. Meanwhile, the phenomenon of non-uniform extrusion of an inverted arch structure caused by the problem of stress concentration can be avoided, and a good buffering and energy absorbing effect is achieved.
Description
Technical Field
The invention belongs to the technical field of tunnel design, and particularly relates to a prefabricated inverted arch structure suitable for an expansive rock tunnel and an implementation method.
Background
Expansive rock soil, also called expansive soil, is special soil which is a multi-crack geologic body mainly composed of clay minerals with strong hydrophilicity and has obvious expansibility under the action of geology. Because of the characteristic that the intensity is attenuated due to the randomly distributed cracks and repeated expansion and contraction deformation in the soil body, the engineering construction is often seriously damaged, and a plurality of geological disasters are caused.
Expansive rock soil is widely distributed in 22 provinces and regions of Henan, hebei, yunnan, shaanxi and the like in China, and brings serious harm to the construction of highway and railway tunnel engineering. The expansive rock contains a large amount of hydrophilic minerals such as montmorillonite and illite, the volume can be increased by multiple times when the water content is increased, the volume shrinkage is reduced after dehydration, and the expansive rock is continuously softened, disintegrated and cracked along with repeated expansion and shrinkage of the dry-wet circulation volume in the process, so that the expansive rock is extremely harmful to engineering construction. The tunnel engineering construction in the expansive rock area is designed and constructed mainly according to experience and relevant specifications of aboveground buildings, and has certain randomness. The inverted arch is located at the lowest position of the tunnel structure, and the exposure time of the inverted arch position is longer. During the expansion rock tunnel, excavation stress and expansion stress are gradually released, and stress at the inverted arch position is redistributed. Under the action of various factors such as excavation stress, expansion stress and the like, the problems of cracks and deformation of the inverted arch position in an expansion rock area cannot be solved during tunnel construction and operation.
Aiming at the special physical and mechanical properties of the soil body in the expansive rock area, a mode of combining loose blasting with manual excavation is adopted in the construction at present. When water gushes and water is discharged intensively, water is drained firstly, and steel fiber concrete and polypropylene fiber concrete are sprayed. And then, mounting the steel arch, and completing the work of pouring, maintaining and the like of concrete by adopting a mode of building a trestle in advance and segmenting the whole full width for pouring at one time. The construction mode is limited by the work of manufacturing and installing the steel arch frame, pouring and maintaining concrete and the like, so that the whole construction period of the inverted arch is prolonged, the aim of forming a ring quickly in tunnel construction cannot be fulfilled, and the problems of slow construction progress and construction quality are caused.
Disclosure of Invention
The invention provides a prefabricated inverted arch structure suitable for an expansive rock tunnel and an implementation method, and aims to solve the problems of inverted arch position deformation and bulging cracks when a tunnel is constructed in an expansive rock area; and the conventional construction method has a long period and cannot meet the target of fast cyclization, so that the problems of slow construction progress and poor construction quality are caused.
Therefore, the invention adopts the following technical scheme:
a prefabricated inverted arch structure suitable for an expansive rock tunnel is characterized in that an arched deformation coordination layer is arranged below the prefabricated inverted arch, the left end and the right end of the deformation coordination layer extend out of the two ends of the prefabricated inverted arch, and the lower end of the side wall of a primary lining structure is pressed at the two ends of the upper surface of the deformation coordination layer; the deformation coordination layer is of a prefabricated part structure and is made of a foam concrete material, and the yield stress of the deformation coordination layer is smaller than that of the secondary lining concrete of the tunnel.
An implementation method of a prefabricated inverted arch suitable for an expansive rock tunnel comprises the structure of the prefabricated inverted arch, and the implementation method of the deformation coordination layer comprises the following steps:
1) Determining the buried depth, radius and surrounding rock grade of the tunnel engineering, and the thickness and grade parameters of primary lining concrete and secondary lining concrete;
2) Taking a soil sample of the expansive rock in the construction site, and obtaining the elastic modulus E, cohesive force c and internal friction angle of the expansive rock through tests
The modulus of elasticity after plastic softening of the swelling rock under the effect of time is then determined>
Cohesion force->
Inner friction angle>
In formula (1): alpha, beta and xi are weakening coefficients of the elastic modulus, cohesive force and internal friction angle of the surrounding rock respectively, and are designed according to the properties and experience of the expansive soil in the engineering field;
3) Calculating the supporting force P of the lining concrete 1 Two lining concrete support force P 2 ；
In the formula (2): sigma s1 、σ s2 The yield stress of the primary-built and secondary-lined concrete; t is t 1 、t 2 The thickness of the primary building and the secondary lining concrete; r 0 Is the tunnel hair hole radius; r is 1 Applying the outer boundary radius after the primary building (taking the deep part of the rock body as the inner part) for the tunnel;
4) Stress parameter design of deformation coordination layer
In order to make the deformation coordination layer play a role of deformation coordination, the yield stress of the deformation coordination layer is not more than the yield stress sigma of the secondary lining concrete s2 (ii) a The proportion and the variety parameters of the deformation coordination layer material are adjusted according to the material of the secondary lining concrete, so that the requirement of yield stress is met;
5) Design of displacement deformation parameters of deformation coordination layer
Respectively calculating ideal elastic-plastic displacement u according to the grade of the surrounding rock, the section size of the tunnel and the support parameters in the design specification elas-plas Rheological displacement u generated by weakening of surrounding rock parameters under long-term rheological action rheo The difference delta u depends on the absorption of the deformation coordination layer; therefore, the delta u is the deformation parameter of the deformation coordination layer displacement;
Δu＝u rheo -u elas-plas (ii) a Formula (3)
In the formula (3), v is the poisson ratio of the surrounding rock;P 0 is the stress of the original rock; r 0 Is the tunnel hair hole radius; p s For supporting resistance of surrounding rock, ps = P 1 +P 2 ；
6) Design of thickness of deformation coordination layer
Because the compression thickness of the deformation coordination layer is between 40% and 70%, in order to ensure the redundancy safety degree while the deformation coordination layer exerts the deformation effect, the optimal compression thickness is 55% to 65%, namely when the deformation coordination material is compressed to 55% to 65% of the original thickness, the optimal compression thickness is the thickness of the deformation coordination layer.
7) Secondary optimization of deformation coordination layer
a. Obtaining internal friction angle of tunnel engineering on-site expansive rock-soil body
Preparing an expansive rock material required by a test according to cohesive force c and elastic modulus E;
b. prefabricating an inverted arch structure according to the design requirement of tunnel engineering;
c. configuring a foam concrete deformation coordination material according to the proportion, the type parameters and the thickness of the materials of the deformation coordination layer determined in the steps 1-6;
d. developing a direct shear test, and adjusting the compression strength and compression quantity parameters of the deformation coordination layer material;
e. by developing an indoor physical model test, sensors of stress, strain and the like are distributed. Through the analysis of data, parameters such as the proportion, the thickness, the shape and the like of the deformation coordination material are finely adjusted, so that the overall performance parameters of the deformation coordination layer are improved.
Further, the material of the deformation coordination layer comprises: cement, fly ash, fine sand and polyvinyl alcohol fiber.
The design principle of the deformation coordination layer of the invention is as follows:
configuring a deformation coordination layer by adopting materials such as foam concrete and the like based on various measured physical and mechanical parameters of the expansive soil; after increasing the deformation coordination layer, to tunnel inverted arch structural strength promotion effect as follows:
(1) In high ground stress conditions, tunnel excavation will resultThe stress of the surrounding rock changes greatly, and the deformation of the expansive soil in the surrounding rock relaxation stage reaches a large magnitude. The extrusion degree of the expansive soil surrounding rock can be determined by the extrusion index (N) c ) And (3) performing characterization:
in the formula (4), σ c Characterization of uniaxial compressive strength, P, of rock mass 0 The initial ground stress of the stratum is determined, gamma is the volume weight of the rock mass, and h is the buried depth of the tunnel; the characteristics of the tunnel in the expansive rock area are combined, and the extrusion performance index of the tunnel is very serious extrusion performance or extreme extrusion performance.
(2) After the tunnel is excavated, the stress state of surrounding rocks is changed from three-way stress to approximate two-way stress, the strength of the surrounding rocks of the tunnel is greatly reduced, the direction of the maximum main stress of the surrounding rocks is consistent with the tangential direction of the tunnel wall, and the maximum stress is reached at the periphery of the tunnel wall.
(3) As shown in figure 2, the mechanical characteristic curve of the deformation coordination layer can be summarized into three stages when the expansion rock region tunnel surrounding rock structure is extruded:
stage i (elastic stage): the deformation coordination material is elastically deformed along with the deformation of the surrounding rock, and the surrounding rock pressure borne by the deformation coordination layer is gradually increased.
Stage ii (let-down stage): when the yielding material (foam concrete) is between 20 and 30cm, the yielding amount can reach 40 to 70 percent of the thickness of the deformation coordination layer, and the stress transmitted to the inverted arch structure from the surrounding rock is absorbed by the coordination layer along with the continuous compression of the thickness of the coordination layer. Before the coordination layer material reaches the limit compression amount, the inverted arch structure can be well protected; through filling the deformation coordination material between the primary lining and the inverted arch structure, a good energy-absorbing yielding effect can be achieved, and the inverted arch structure is prevented from deforming due to extrusion. Meanwhile, the phenomenon of non-uniform extrusion of an inverted arch structure caused by the problem of stress concentration can be avoided, and a good buffering and energy absorbing effect is achieved.
Stage iii (yield stage): along with the lapse of time, the country rock stress obtains the complete release, and the coordination layer material reaches the ultimate compression volume, and the stress absorption effect of coordination layer reduces rapidly this moment, and the residual stress is mainly born by the inverted arch structure.
The invention has the beneficial effects that:
1. the stresses transmitted by the surrounding rock to the inverted arch structure will be absorbed by the coordination layer. Before the coordination layer material reaches the limit compression amount, the inverted arch structure can be well protected; through filling the deformation coordination material between the primary support and the inverted arch structure, a good energy-absorbing yielding effect can be achieved, and deformation of the inverted arch structure due to extrusion is avoided. Meanwhile, the phenomenon of non-uniform extrusion of an inverted arch structure caused by the problem of stress concentration can be avoided, and a good buffering and energy absorbing effect is achieved.
2. The inverted arch and the deformation coordination layer adopt a prefabricated structure, prefabricated parts are produced in a factory and transported to a tunnel construction site for installation, the construction period is effectively shortened, and the construction speed is improved.
Drawings
FIG. 1 is a schematic cross-sectional view of a prefabricated inverted arch and a deformation coordination layer according to the present invention;
FIG. 2 is a mechanical characteristic curve of the deformation coordination layer of the present invention.
Detailed Description
The following takes a tunnel project of expansive rock as an example to explain the specific implementation process of the design of the invention:
1) The tunnel has a buried depth of 500m, a tunnel radius of 4.95m, tunnel surrounding rock of V grade, a primary lining made of C25 concrete with a thickness of 0.30m, and a secondary lining made of C30 concrete with a thickness of 0.50 m.
2) Considering the worst condition of rock mass, mechanical parameters of V-level surrounding rock tunnel engineering are adopted, relevant specifications and documents are consulted, and the V-level surrounding rock mechanical parameters are designed as follows: the gravity density is 22.5kN/m 3 The internal friction angle is 27 degrees, the cohesive force is 0.2MPa, the deformation modulus is 1.3GPa, the Poisson ratio is 0.35, and the stress of the original rock is 13.5MPa.
According to the actual characteristics of the V-level surrounding rock, the surrounding rock weakening parameters alpha, beta and xi are respectively 0.6, 0.5 and 1.0;
combining the mechanical parameters of the surrounding rock of the V level according to a formula(1) Calculating the mechanical parameters of the expanded rock after softening under the time effect
3) And (3) calculating the supporting force of the primary lining and secondary lining structures by using a formula (2). Wherein σ s1 、σ s2 The yield stress of the primary lining structure and the secondary lining structure are calculated by respectively referring to the yield stress of C25 concrete and C30 concrete, and 13MPa and 18MPa are respectively selected in consideration of the field condition; the thickness of the primary lining is 0.3m (t) due to the adoption of C25 concrete 1 ) (ii) a The second lining is made of C30 concrete and has a thickness of 0.5m (t) 2 ) And the radius of the tunnel is 4.95m. From this, R is 0 The radius of the tunnel hair hole is taken as 4.95m 1 The outer boundary of the tunnel after applying the initial support is 5.25m (4.95m + 0.3m).
P 1 ＝σ s1 t 1 /R 0 ＝0.8MPa；
P 2 ＝σ s2 t 2 /R 1 ＝1.5MPa；
4) Stress parameter design of deformation coordination layer
According to the calculation result of 3), assuming that the tunnel supporting structures are all made of linear elastic materials, and the tunnel supporting structures are considered to be damaged and not to play a supporting role when reaching elastic yielding, and then the supporting resistance (P) of the surrounding rock s ) Is calculated as follows:
P s ＝P 1 +P 2 ＝2.3MPa；
5) According to the grade of the surrounding rock and the section size and gauge of the tunnelRespectively calculating ideal elastic-plastic displacement (u) by using formula (3) according to support parameters in the range elas-plas ) Rheological displacement (u) due to weakening of surrounding rock parameters under long-term rheological action rheo ) The difference (Deltau) is absorbed by the deformation coordination layer.
According to the calculation results of 2), 3) and 4), relevant parameters are brought into the formula (3), and the rheological displacement (u) generated by weakening of the surrounding rock parameters under the long-term rheological action rheo ) The specific calculation results are as follows:
in the same way, according to the calculation results of 2), 3) and 4), the related parameters are substituted into the formula (3) to obtain the ideal elastic-plastic displacement (u) elas-plas ) The specific calculation results of (2) are as follows:
by aligning ideal elastoplastic displacement (u) elas-plas ) And rheological displacement (u) generated by weakening of surrounding rock parameters under long-term rheological action rheo ) And (3) calculating a difference, wherein the difference (delta u) is absorbed by a deformation coordination layer, and according to a formula (3), the specific calculation process is as follows:
Δu＝u rheo -u elas-plas ＝0.21-0.12＝0.09m；
6) From the limited uniaxial compression test of the deformation coordination layer (foam concrete), it is known that the compressibility of the deformation coordination layer is 40% to 70%. The optimal compression degree of the buffer layer is 55-65%, so that the effective application of the material is ensured, and certain safety guarantee is reserved. As can be seen from the calculation of 5), the required displacement to be absorbed by the deformation coordination layer is 9cm, and therefore the required buffer layer thickness is 14 to 17cm.
7) The configuration of the deformation-harmonizing layer material.
According to the thickness and the strength grade of the concrete in the tunnel supporting scheme, respectively determining the yield stress P of the two linings by using a formula (2) 2 Is 1.5MPa, combining a large number of laboratory direct shear tests in the past, and adopting materials such as cement, fly ash, fine sand, water and the like to prepare the coordination layer material. The buffer layer material is selected to ensure that the ultimate strength of the buffer layer does not exceed the allowable deformation pressure of the two liners.
According to the requirements, materials such as cement, fly ash, fine sand, water and the like are adopted to prepare a coordination layer material according to a large number of laboratory direct shear tests, and the proportion of the coordination layer material is about 177. Wherein the ratio of the incorporation volume of the precast foam to the volume of the soil mass is about 1.25. The calculation result of 6) was employed in terms of thickness, and was taken to be 14 to 17cm.
It should be noted that during the engineering implementation, the specific proportioning relationship should be adjusted by orthogonal tests according to the actual conditions of the expansive rock tunnels in different areas. The prefabricated inverted arch can be implemented by adopting the prior art, for example, chinese patent CN 113202512A-a construction method of a split mounting type tunnel inverted arch in a weak surrounding rock section. The prefabricated deformation coordination layer also adopts the same production and installation process as the prefabricated inverted arch.
Claims (4)
1. A structure of a prefabricated inverted arch suitable for an expansive rock tunnel is characterized in that an arched deformation coordination layer is arranged below the prefabricated inverted arch, the left end and the right end of the deformation coordination layer extend out of the two ends of the prefabricated inverted arch, and the lower end of the side wall of a primary lining structure is pressed at the two ends of the upper surface of the deformation coordination layer; the deformation coordination layer is of a prefabricated part structure and is made of a foam concrete material, and the yield stress of the deformation coordination layer is smaller than that of the secondary lining concrete of the tunnel.
2. A method for implementing a prefabricated inverted arch suitable for an expansive rock tunnel, characterized in that it comprises the structure of a prefabricated inverted arch as claimed in claim 1, and the method for implementing said deformation coordination layer comprises the following steps:
1) Determining the buried depth, radius and surrounding rock grade of the tunnel engineering, and the thickness and grade parameters of primary lining concrete and secondary lining concrete;
2) Taking a construction site expansive rock soil sample, and obtaining the expansive rock through testsModulus of elasticity E, cohesion c, internal angle of friction
The modulus of elasticity after plastic softening of the swelling rock under the effect of time is then determined>
Cohesion force>
Inner friction angle->
In formula (1): alpha, beta and xi are weakening coefficients of the elastic modulus, cohesive force and internal friction angle of the surrounding rock respectively;
3) Calculating the supporting force P of lining concrete 1 Concrete supporting force P with two linings 2 ；
In formula (2): sigma s1 、σ s2 The yield stress of the primary-built and secondary-lined concrete; t is t 1 、t 2 The thickness of the primary building and the secondary lining concrete; r 0 Is the tunnel hair hole radius; r is 1 Applying the outer boundary radius after the primary building to the tunnel;
4) Stress parameter design of deformation coordination layer
In order to make the deformation coordination layer play a role of deformation coordination, the yield stress of the deformation coordination layer is not more than the yield stress sigma of the secondary lining concrete s2 (ii) a The proportion and the variety parameters of the materials of the deformation coordination layer are adjusted according to the materials of the secondary lining concrete, so that the requirement of yield stress is met;
5) Design of displacement deformation parameters of deformation coordination layer
Respectively calculating ideal elastic-plastic displacement u according to the grade of the surrounding rock, the section size of the tunnel and the support parameters in the design specification elas-plas And rheological displacement u generated by weakening of surrounding rock parameters under long-term rheological action rheo The difference delta u between the two depends on the absorption of the deformation coordination layer; therefore, the delta u is the deformation parameter of the deformation coordination layer displacement;
Δu＝u rheo -u elas-plas (ii) a Formula (3)
In the formula (3), v is the poisson ratio of the surrounding rock; p 0 Is the stress of the original rock; r 0 Is the tunnel hair hole radius; p s For supporting resistance of surrounding rock, ps = P 1 +P 2 ；
6) Design of thickness of deformation coordination layer
Because the compression thickness of the deformation coordination layer is between 40% and 70%, in order to ensure the redundancy safety degree while the deformation coordination layer exerts the deformation effect, the optimal compression thickness is 55% to 65%, namely when the deformation coordination material is compressed to 55% to 65% of the original thickness, the thickness of the deformation coordination layer is obtained.
3. Method for implementing a prefabricated inverted arch for expansive rock tunnels according to claim 2, wherein the material of said deformation coordination layer comprises: cement, fly ash, fine sand and polyvinyl alcohol fiber.
4. The implementation method of the prefabricated inverted arch suitable for the expansive rock tunnel according to claim 2, further comprising secondary optimization of a deformation coordination layer, wherein the secondary optimization of the deformation coordination layer comprises the following steps: the proportion, the type parameters and the thickness of the materials of the deformation coordination layer determined according to the steps 1) to 6); and carrying out an indoor physical model test, and finely adjusting parameters such as the proportion, the thickness, the shape and the like of the deformation coordination material so as to improve the overall performance parameters of the deformation coordination layer.
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