CN112832809B - Railway tunnel expansive rock tunnel structure design method based on strength-rigidity double control - Google Patents
Railway tunnel expansive rock tunnel structure design method based on strength-rigidity double control Download PDFInfo
- Publication number
- CN112832809B CN112832809B CN202110083049.8A CN202110083049A CN112832809B CN 112832809 B CN112832809 B CN 112832809B CN 202110083049 A CN202110083049 A CN 202110083049A CN 112832809 B CN112832809 B CN 112832809B
- Authority
- CN
- China
- Prior art keywords
- tunnel structure
- tunnel
- strength
- rigidity
- secondary lining
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000011435 rock Substances 0.000 title claims abstract description 51
- 238000000034 method Methods 0.000 title claims abstract description 31
- 238000013461 design Methods 0.000 title claims abstract description 19
- 230000002787 reinforcement Effects 0.000 claims abstract description 9
- 238000005452 bending Methods 0.000 claims description 12
- 238000012795 verification Methods 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 7
- 238000011234 economic evaluation Methods 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 5
- 238000009933 burial Methods 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 230000003993 interaction Effects 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 201000004569 Blindness Diseases 0.000 abstract description 4
- 230000009977 dual effect Effects 0.000 abstract description 2
- 239000011150 reinforced concrete Substances 0.000 description 4
- 230000007774 longterm Effects 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a strength-rigidity double control-based railway tunnel expansive rock tunnel structure design method, which comprises the following steps of: designing tunnel structure parameters, including: preliminarily drawing up an inverted arch-rise-span ratio, secondary lining thickness and secondary lining reinforcement value range according to the similar expansive surrounding rock tunnel engineering structure parameters of the railway tunnel and related stress calculation results, and combining to obtain different tunnel structure parameter schemes; calculating a tunnel structure strength reflection index and a tunnel structure rigidity reflection index under different combination schemes; and verifying whether the tunnel structure strength reflecting index and the tunnel structure rigidity reflecting index under different combination scheme conditions meet the requirements, if so, verifying to be qualified, and determining a tunnel structure parameter scheme. The method avoids blindness and randomness of the value of the structural parameters of the expansive surrounding rock tunnel, and provides a dual control standard based on strength and rigidity, thereby effectively ensuring the rigidity and strength of the tunnel structure and reducing the arching risk of the ballastless track in later operation.
Description
Technical Field
The invention belongs to the field of tunnel structure design, and particularly relates to a railway tunnel expansive rock tunnel structure design method based on strength-rigidity double control.
Background
The ballastless track has the characteristics of good rigidity uniformity, strong structural durability and less maintenance workload, so that the railway with the speed of 300km or more per hour is designed, tunnels with the length of more than 1km and tunnel group sections generally adopt ballastless track structures, but the ballastless track has extremely high geometric accuracy requirements. At present, the ballastless track of a railway tunnel in China has good overall use condition, but a part of railway tunnels are influenced by factors such as underground water, structural stress, expansive force, construction quality and structural rigidity, so that the supporting capacity of surrounding rock at the bottom of the tunnel and the supporting resistance of a tunnel bottom structure are insufficient to resist deformation generated by an external load action, the ballastless track is arched upwards, the smoothness of the ballastless track is influenced, and the operation safety of a train is seriously endangered.
At present, most of tunnels with inverted arches are micro and weak expansive surrounding rocks, and in tunnels adopting ballastless tracks, the research on the sensitivity of ballastless tracks at the bottom of the tunnels to adapt to deformation is insufficient. The ballastless track requires deformation control at millimeter level, and the tunnel substructure deformation adaptability is at centimeter level, and the tunnel substructure is designed according to intensity control in the conventional design, does not consider according to millimeter level deformation control design. Therefore, in the design of the expansive surrounding rock tunnel structure, the tunnel structure design is carried out on the basis of the strength-rigidity dual control standard, and the inverted arch deformation control value standard is determined, so that the tunnel structure is ensured to have enough rigidity to be matched with the long-term action of expansive force, enough rigidity and strength are provided to resist the deformation of the upper arch, the problem of insufficient rigidity of the tunnel structure is solved from the design source, and the risk of the upper arch of the later-stage operation tunnel ballastless track is reduced.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a method for designing a railway tunnel expansive rock tunnel structure based on strength-rigidity double control, which defines the values of an inverted arch-span ratio, the thickness of a secondary lining and a secondary lining reinforcing bar, obtains tunnel structure parameter schemes with different combinations, avoids the blindness and the randomness of the values of the expansive surrounding rock tunnel structure parameters, and simultaneously provides a control standard based on strength-rigidity double control, effectively ensures the rigidity and the strength of the tunnel structure, and reduces the arching risk of a later-period operation ballastless track.
The technical scheme of the invention is realized as follows: the invention discloses a strength-rigidity double control-based railway tunnel expansive rock tunnel structure design method, which comprises the following steps of:
designing tunnel structure parameters, and preliminarily drawing up tunnel structure parameter schemes with various different combinations;
calculating the stress deformation of the tunnel structure under different combination schemes, including calculating a tunnel structure strength reflection index and a tunnel structure rigidity reflection index;
and (3) carrying out tunnel structure safety verification under different combination scheme conditions, including verifying whether the tunnel structure strength reflection index and the tunnel structure rigidity reflection index calculated under different combination scheme conditions meet the requirements, if so, verifying to be qualified, and determining a tunnel structure parameter scheme.
Further, designing tunnel structure parameters, preliminarily drawing up tunnel structure parameter schemes with various different combinations, specifically comprising: according to the similar expansive surrounding rock tunnel engineering structure parameters of the railway tunnel and related stress calculation results, primarily drafting an inverted arch-span ratio, the thickness of the secondary lining and the reinforcement value range of the secondary lining, and combining to obtain different tunnel structure parameter schemes.
Further, calculating the stress deformation of the tunnel structure under different combination schemes specifically includes:
determining the external load of the tunnel structure;
according to the determined load, performing structural calculation by adopting a load-structure method, and calculating to obtain a tunnel structure strength reflection index and a tunnel structure rigidity reflection index; the tunnel structure strength reflecting indexes comprise the safety coefficient of key parts of the tunnel structure and the crack width; the tunnel structure rigidity reflection index comprises the maximum vertical deformation Ymax of an inverted arch.
Further, according to the determined load, performing structural calculation by adopting a load-structure method, and calculating to obtain an axial force N, a bending moment M and the maximum vertical deformation Ymax of the inverted arch at key positions of the tunnel structure; and calculating the safety coefficient and the crack width of the key part of the tunnel structure according to the calculated axial force, bending moment, secondary lining thickness and reinforcement parameters.
Further, according to the determined load, performing structural calculation by using a load-structure method, and calculating to obtain an axial force N, a bending moment M and a maximum vertical deformation Ymax of an inverted arch at key positions of the tunnel structure, specifically comprising: determining physical and mechanical parameters of surrounding rocks, physical and mechanical parameters of a secondary lining and a bearing proportion of the secondary lining, adopting a two-dimensional plane strain load-structure model, simulating the secondary lining by adopting a beam unit, simulating the interaction of the surrounding rocks and the secondary lining by adopting a spring unit, selecting the worst cross section, and calculating to obtain the axial force N, the bending moment M and the maximum vertical deformation Ymax of an inverted arch at key positions of a tunnel structure under the condition of tunnel structure parameters of different combinations according to the determined physical and mechanical parameters of the surrounding rocks, the physical and mechanical parameters of the secondary lining and the bearing proportion of the secondary lining.
Further, the tunnel structure external load determination specifically includes: according to the engineering geology, hydrogeology, surrounding rock grade and burial depth conditions of the tunnel, determining the vertical surrounding rock pressure q0, the horizontal surrounding rock pressure e, the expansion force q1 and the water pressure q 2.
Further, key parts of the tunnel structure comprise a vault, an arch waist, side walls and an inverted arch.
Further, the method also comprises the following steps after the verification is qualified: and carrying out economic evaluation on the tunnel structure, wherein the economic evaluation comprises the following steps: on the premise that the different tunnel structure parameter schemes meet the tunnel structure safety checking calculation, the engineering quantity of tunnel excavation, concrete and reinforcing steel bars is mainly considered, and the engineering cost estimation of different schemes is carried out according to engineering units, so that more economic tunnel structure parameters are selected, the tunnel structure parameters are determined, and the design is completed.
The invention has at least the following beneficial effects:
(1) according to the method, the inverted arch aspect ratio, the secondary lining thickness and the secondary lining reinforcement value range are determined according to the similar expansive surrounding rock tunnel engineering structure parameters of the railway double-track tunnel and the related stress calculation results, and tunnel structure parameter schemes with different combinations are obtained, so that the blindness and the randomness of the expansion surrounding rock tunnel structure parameter value are effectively avoided, and the safety and the reliability of the design are effectively improved.
(2) The tunnel structure parameter verification method provided by the invention verifies whether the tunnel structure strength reflection index and the tunnel structure rigidity reflection index under different combination schemes meet the requirements, if so, the tunnel structure parameter verification is qualified, and the tunnel structure parameter scheme is determined.
(3) When the expansive force load acts on the tunnel structure for a long time, the rigidity and the strength of the tunnel structure are ensured to be advanced, the engineering quantity of tunnel excavation, concrete and reinforcing steel bars is mainly considered, the economic performance of the tunnel structure parameters is evaluated, and the rationality and the economic performance of the selection of the tunnel structure parameters are further improved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the embodiments or the prior art descriptions will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a flow chart of a method for designing a railway tunnel expansion rock tunnel structure based on strength-rigidity double control according to an embodiment of the invention;
FIG. 2 is a schematic view of the secondary lining bearing load.
Detailed Description
The technical solutions in the embodiments of the present invention are clearly and completely described below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, an embodiment of the present invention provides a method for designing a railway tunnel expansion rock tunnel structure based on strength-rigidity double control, including the following steps:
s1: designing tunnel structure parameters, including: according to the similar expansive surrounding rock tunnel engineering structure parameters of the railway tunnel and related stress calculation results, primarily drafting an inverted arch-span ratio, the thickness of the secondary lining and the reinforcement value range of the secondary lining, and combining to obtain different tunnel structure parameter schemes.
Step S1 of this embodiment specifically includes:
s11: according to the engineering structure parameters and the related stress calculation results of the similar expansive surrounding rock tunnel of the double-track tunnel of the railway and the requirements of railway tunnel design specification (TB 10003-2016), the inverted arch-rise ratio value-taking scheme of the double-track tunnel is 1/10, 1/11 and 1/12.
S12: according to the similar expansibility surrounding rock tunnel engineering structure parameter of the double tunnel of the railway and the relevant atress calculated result, the secondary lining is the reinforced concrete structure of C35, the dereferencing scheme of the secondary lining thickness of the double tunnel is as follows: scheme 1: the arch wall is 50cm, and the inverted arch is 55 cm; scheme 2: the arch wall is 55cm, and the inverted arch is 60 cm; scheme 3: the arch wall is 60cm, and the inverted arch is 65 cm.
S13: according to the similar expansibility surrounding rock tunnel engineering structure parameter of the double tunnel of the railway and the relevant stress calculation result, the secondary lining is a reinforced concrete structure of C35, and the secondary lining reinforcement dereferencing scheme of the double tunnel is as follows: the main ribs C25@200mm, the main ribs C25@150mm and C28@150 mm.
S2: referring to fig. 2, the tunnel structure external load determination includes: according to the conditions of engineering geology, hydrogeology, surrounding rock grade, burial depth and the like of the tunnel, the vertical pressure q0, the horizontal pressure e, the expansion force q1 and the water pressure q2 of the surrounding rock are reasonably determined.
Step S2 of this embodiment specifically includes:
s21: according to annex D, E of railway tunnel design Specification (TB 10003-2016), deep and shallow burial is determined according to conditions such as surrounding rock grade, burial depth and excavation span, and therefore the vertical pressure q0 of the surrounding rock and the horizontal pressure e of the surrounding rock are obtained through calculation.
S22: the expansion force q1 is determined according to field exploration and indoor test results, and generally only the expansion force load at the bottom of the inverted arch is considered, and the expansion force load is considered according to uniform load.
S23: the water pressure q2 is comprehensively determined according to conditions such as field underground water development condition and whether water-free environment protection requirements exist, and under general conditions, the external water pressure is generally not considered for drainage type lining of mountain tunnels.
S3: calculating the stress deformation of the tunnel structure under different combination schemes, including calculating a tunnel structure strength reflection index and a tunnel structure rigidity reflection index, wherein the tunnel structure strength reflection index comprises a tunnel structure key part safety coefficient and a crack width; the tunnel structure rigidity reflection index comprises the maximum vertical deformation Ymax of an inverted arch.
Step S3 specifically includes: and according to the determined load, performing structural calculation by adopting a load-structure method, and calculating to obtain the axial force N, the bending moment M and the maximum vertical deformation Ymax of the inverted arch at key positions of the tunnel structure. And calculating the safety coefficient and the crack width of key parts (arch crown, arch waist, side wall and inverted arch) of the tunnel structure according to the calculated axial force, bending moment, secondary lining thickness and reinforcement parameters.
According to the determined load, a load-structure method is adopted for structural calculation, and the axial force N, the bending moment M and the maximum vertical deformation Ymax of the inverted arch at the key positions of the tunnel structure are obtained through calculation, and the method specifically comprises the following steps:
s31: and determining the physical and mechanical parameters of the surrounding rock. And comprehensively determining the weight and the elastic reaction force coefficient of the surrounding rock according to a geological survey report and by combining physical and mechanical indexes of surrounding rocks of all levels in a railway tunnel design specification (TB 10003-2016) table 4.3.3.
S32: and determining physical and mechanical parameters of the secondary lining. The secondary lining parameters comprise the weight, the Poisson ratio and the elastic modulus, for a C35 reinforced concrete structure, the weight is 25kN/m3, the Poisson ratio is 0.2, and the elastic modulus is calculated by considering the steel bar conversion.
S33: and determining the bearing proportion of the secondary lining. Considering factors such as the durability of primary support and the long-term action of expansive force load, and the like, in order to ensure the long-term operation safety of the tunnel, the bearing proportion of the secondary lining is 100 percent, namely the secondary lining bears all the load.
S34: and carrying out calculation on the stress deformation of the tunnel structure. And (3) adopting a two-dimensional plane strain load-structure model, simulating a secondary lining by adopting a beam unit, simulating the interaction of the surrounding rock and the secondary lining by adopting a spring unit, selecting the worst section, and calculating the axial force N, the bending moment M and the maximum vertical deformation Ymax of the inverted arch of the key parts (the arch crown, the arch waist, the side walls and the inverted arch) of the tunnel structure under the condition of tunnel structure parameters of different combinations according to the determined surrounding rock, secondary lining parameters and secondary lining bearing proportion.
S4: and (3) carrying out tunnel structure safety verification under different combination scheme conditions, including verifying whether the tunnel structure strength reflection indexes (safety coefficient and crack width) and the tunnel structure rigidity reflection indexes (maximum vertical deformation of the inverted arch) calculated under different combination scheme conditions meet the requirements, if so, verifying to be qualified, and determining a tunnel structure parameter scheme.
The method adopts the strength-rigidity double control standard to carry out checking calculation, the checking calculation contents comprise the tunnel structure safety coefficient K, the crack width W and the maximum vertical deformation Ymax of the inverted arch, the next step is carried out only if all the contents are qualified, and the tunnel structure parameter scheme which does not meet the safety checking calculation is not adopted directly.
Step S4 of this embodiment specifically includes:
s41: and determining the tunnel structure strength control standard. To tunnel structural strength, mainly embody in tunnel factor of safety K, crack width W, to reinforced concrete structure, the tunnel factor of safety K, the crack width W of this embodiment need satisfy following requirement when verifying: the tunnel safety coefficient K & lt 2.0 and the crack width W & lt 0.2;
s42: and determining the rigidity control standard of the tunnel structure. For the rigidity of the tunnel structure, the deformation of the tunnel inverted arch is mainly reflected under the action of the expansion force at the bottom of the inverted arch. For the ballastless track of the operation railway, the ballastless track requires deformation control at millimeter level, and meanwhile, because the ballastless track is attached to the upper part of the tunnel bottom structure, the ballastless track and the inverted arch basically deform in a cooperative manner, so that the deformation of the inverted arch also reflects the deformation of the ballastless track, and the embodiment provides the following requirements when the maximum vertical deformation Ymax of the inverted arch of the tunnel is verified: ymax is 5 mm.
S43: and checking and calculating the safety coefficient and the crack width under different combination schemes. And verifying whether the safety coefficient and the crack width meet the requirements or not according to the safety coefficient and the crack width of the key parts (the arch crown, the arch waist, the side wall and the inverted arch) of the tunnel structure calculated in the step S3.
S44: and (5) checking and calculating the maximum vertical deformation of the inverted arch under different combination schemes. And verifying whether the maximum vertical deformation of the inverted arch meets the requirement or not according to the maximum vertical deformation of the inverted arch calculated in the step S3.
S45: and only after the 3 items of checking calculation such as the safety coefficient of the tunnel structure, the crack width, the maximum vertical deformation of the inverted arch and the like are all passed, the adopted tunnel structure parameters can be subjected to the next step, otherwise, the scheme is not adopted.
Further, the step S5 may be further included after the verification is qualified: and (3) carrying out economic evaluation on the tunnel structure, including: on the premise that the different tunnel structure parameter schemes meet the tunnel structure safety checking calculation, the engineering quantities of tunnel excavation, concrete and steel bars are mainly considered, and the engineering cost estimation of different schemes is carried out according to engineering units, so that more economic tunnel structure parameters are selected, the tunnel structure parameters are determined, and the design is completed.
The invention provides a railway tunnel expansive rock tunnel structure design method based on strength-rigidity double control, which defines inverted arch-crossing ratio, secondary lining thickness and secondary lining reinforcement value range, obtains tunnel structure parameter schemes with different combinations, avoids blindness and randomness of expansive surrounding rock tunnel structure parameter value, simultaneously provides a double control standard based on strength-rigidity, effectively ensures the rigidity and strength of the tunnel structure, reduces the arching risk of a ballastless track in later operation, performs tunnel structure parameter economic evaluation, and can further improve the rationality and economy of tunnel structure parameter selection.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (5)
1. A method for designing a railway tunnel expansion rock tunnel structure based on strength-rigidity double control is characterized by comprising the following steps:
designing tunnel structure parameters, preliminarily drawing up tunnel structure parameter schemes with various different combinations, and specifically comprising the following steps: preliminarily drawing up an inverted arch-rise-span ratio, secondary lining thickness and secondary lining reinforcement value-adding schemes according to the similar expansive surrounding rock tunnel engineering structural parameters of the railway tunnel and related stress calculation results, and combining to obtain different tunnel structural parameter schemes;
calculating the stress deformation of the tunnel structure under different combination schemes, specifically comprising:
determining the external load of the tunnel structure;
according to the determined load, performing structural calculation by adopting a load-structure method, and calculating to obtain a tunnel structure strength reflection index and a tunnel structure rigidity reflection index, wherein the method specifically comprises the following steps of:
according to the determined load, performing structural calculation by adopting a load-structure method, and calculating to obtain an axial force N, a bending moment M and the maximum vertical deformation Ymax of the inverted arch at key positions of the tunnel structure, wherein the maximum vertical deformation Ymax of the inverted arch is a tunnel structure rigidity reflection index;
calculating the safety coefficient and the crack width of key parts of the tunnel structure according to the axial force, the bending moment, the secondary lining thickness and the secondary lining reinforcing bar value-taking scheme obtained by calculation, and taking the calculated safety coefficient and crack width as a tunnel structure strength reflection index;
and verifying the tunnel structure safety under different combination scheme conditions, including verifying whether the tunnel structure strength reflection index and the tunnel structure rigidity reflection index calculated under different combination scheme conditions meet the requirements, if so, verifying to be qualified, and determining a tunnel structure parameter scheme.
2. The method for designing a railway tunnel expansive rock tunnel structure based on strength-rigidity double control as claimed in claim 1, wherein: according to the determined load, performing structural calculation by adopting a load-structure method, and calculating to obtain the axial force N, the bending moment M and the maximum vertical deformation Ymax of the inverted arch at the key positions of the tunnel structure, wherein the method specifically comprises the following steps: determining physical and mechanical parameters of surrounding rocks, physical and mechanical parameters of a secondary lining and a bearing proportion of the secondary lining, adopting a two-dimensional plane strain load-structure model, simulating the secondary lining by adopting a beam unit, simulating the interaction of the surrounding rocks and the secondary lining by adopting a spring unit, selecting the worst cross section, and calculating to obtain the axial force N, the bending moment M and the maximum vertical deformation Ymax of an inverted arch at key positions of a tunnel structure under the condition of tunnel structure parameters of different combinations according to the determined physical and mechanical parameters of the surrounding rocks, the physical and mechanical parameters of the secondary lining and the bearing proportion of the secondary lining.
3. The method for designing a railway tunnel expansive rock tunnel structure based on strength-rigidity double control as claimed in claim 1, wherein: determining the external load of the tunnel structure, specifically comprising: according to the engineering geology, hydrogeology, surrounding rock grade and burial depth conditions of the tunnel, determining the vertical surrounding rock pressure q0, the horizontal surrounding rock pressure e, the expansion force q1 and the water pressure q 2.
4. The method for designing a railway tunnel expansive rock tunnel structure based on strength-rigidity double control as claimed in claim 1, wherein: the key parts of the tunnel structure comprise a vault, an arch waist, a side wall and an inverted arch.
5. The method for designing a railway tunnel expansion rock tunnel structure based on strength-rigidity double control as claimed in claim 1, wherein: after the verification is qualified, the method also comprises the following steps: and carrying out economic evaluation on the tunnel structure, wherein the economic evaluation comprises the following steps: on the premise that the different tunnel structure parameter schemes meet the tunnel structure safety checking calculation, the engineering quantity of tunnel excavation, concrete and reinforcing steel bars is mainly considered, and the engineering cost estimation of different schemes is carried out according to engineering units, so that more economic tunnel structure parameters are selected, the tunnel structure parameters are determined, and the design is completed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110083049.8A CN112832809B (en) | 2021-01-21 | 2021-01-21 | Railway tunnel expansive rock tunnel structure design method based on strength-rigidity double control |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110083049.8A CN112832809B (en) | 2021-01-21 | 2021-01-21 | Railway tunnel expansive rock tunnel structure design method based on strength-rigidity double control |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112832809A CN112832809A (en) | 2021-05-25 |
| CN112832809B true CN112832809B (en) | 2022-09-20 |
Family
ID=75929409
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110083049.8A Active CN112832809B (en) | 2021-01-21 | 2021-01-21 | Railway tunnel expansive rock tunnel structure design method based on strength-rigidity double control |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112832809B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115795618B (en) * | 2022-12-05 | 2023-08-22 | 中铁第四勘察设计院集团有限公司 | Tunnel composite type lining reliability index calculation method and device and terminal equipment |
| CN116822033B (en) * | 2023-08-30 | 2024-01-26 | 交通运输部公路科学研究所 | Method for discriminating tunnel lining destruction mechanism in expansive rock area |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004324099A (en) * | 2003-04-22 | 2004-11-18 | Ashimori Ind Co Ltd | Checking method of load resisting force after reinforcement of existing culvert |
| CN109667598A (en) * | 2018-12-07 | 2019-04-23 | 中铁第四勘察设计院集团有限公司 | A kind of composite lining of tunnel design method based on total safety coefficient method |
| CN109871576A (en) * | 2018-12-30 | 2019-06-11 | 中铁上海工程局集团有限公司 | A kind of tunnel construction method |
| CN109885911A (en) * | 2019-01-31 | 2019-06-14 | 中铁第四勘察设计院集团有限公司 | Composite lining of tunnel design method including secondary lining under more load actions |
| CN110688696A (en) * | 2019-09-16 | 2020-01-14 | 中铁第五勘察设计院集团有限公司 | Parameter determination method and device for tunnel supporting structure |
| CN111485916A (en) * | 2020-04-21 | 2020-08-04 | 长安大学 | Single-hole four-lane highway tunnel support method and calculation method of support parameters |
| CN111550262A (en) * | 2020-05-22 | 2020-08-18 | 西华大学 | Tunnel assembly type prestress lining design method |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8224631B2 (en) * | 2008-08-18 | 2012-07-17 | Fci Holdings Delaware, Inc. | Stress, geologic, and support analysis methodology for underground openings |
-
2021
- 2021-01-21 CN CN202110083049.8A patent/CN112832809B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004324099A (en) * | 2003-04-22 | 2004-11-18 | Ashimori Ind Co Ltd | Checking method of load resisting force after reinforcement of existing culvert |
| CN109667598A (en) * | 2018-12-07 | 2019-04-23 | 中铁第四勘察设计院集团有限公司 | A kind of composite lining of tunnel design method based on total safety coefficient method |
| CN109871576A (en) * | 2018-12-30 | 2019-06-11 | 中铁上海工程局集团有限公司 | A kind of tunnel construction method |
| CN109885911A (en) * | 2019-01-31 | 2019-06-14 | 中铁第四勘察设计院集团有限公司 | Composite lining of tunnel design method including secondary lining under more load actions |
| CN110688696A (en) * | 2019-09-16 | 2020-01-14 | 中铁第五勘察设计院集团有限公司 | Parameter determination method and device for tunnel supporting structure |
| CN111485916A (en) * | 2020-04-21 | 2020-08-04 | 长安大学 | Single-hole four-lane highway tunnel support method and calculation method of support parameters |
| CN111550262A (en) * | 2020-05-22 | 2020-08-18 | 西华大学 | Tunnel assembly type prestress lining design method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112832809A (en) | 2021-05-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112832809B (en) | Railway tunnel expansive rock tunnel structure design method based on strength-rigidity double control | |
| Rankin | Ground movements resulting from urban tunnelling: predictions and effects | |
| Leung et al. | Wall and ground movements associated with deep excavations supported by cast in situ wall in mixed ground conditions | |
| CN107092740A (en) | A kind of old goaf residual deformation method for predicting of severe inclined thick coal seam | |
| Protosenya et al. | Geomechanics of low-subsidence construction during the development of underground space in large cities and megalopolises | |
| CN111553101B (en) | Tunnel excavation overlying strata cracking prediction method and surrounding rock supporting method | |
| Burland et al. | Ground performance and building response due to tunnelling | |
| CN111485916B (en) | Calculation method for single-hole four-lane highway tunnel support parameters | |
| CN111551438B (en) | Method for evaluating large deformation anchoring control effect of soft rock of large buried depth tunnel | |
| CN108867666B (en) | Structural surface control slope stability evaluation method based on excavation deformation | |
| Finno et al. | Saturated clay response during braced cut construction | |
| CN108664698B (en) | A kind of dynamic disturbance adds the residual exploiting field Upward mining feasibility determination method of tool post of unloading | |
| Wang et al. | Large‐Deformation Failure Mechanism of Coal‐Feeder Chamber and Construction of Wall‐Mounted Coal Bunker in Underground Coal Mine with Soft, Swelling Floor Rocks | |
| Shi et al. | Analysis on Deformation and Stress Characteristics of a Multibraced Pit‐in‐Pit Excavation in a Subway Transfer Station | |
| Zhan et al. | Design method of pile-slab structure roadbed of ballastless track on soil subgrade | |
| CN110991009B (en) | Method for determining stress deformation of buried pipeline by soil body loss below pipeline | |
| CN205776239U (en) | A kind of Retaining Structure with Double-row Piles | |
| Gu et al. | Study on the stability of surrounding rock of underground circular cavern based on the anchor reinforcement effect | |
| CHENG et al. | Power caverns of Mingtan pumped storage project, Taiwan | |
| Justo et al. | The foundation of a 40-storey tower in jointed basalt | |
| Lai et al. | Research of the Backfill Body Compaction Ratio Based on Upward Backfill Safety Mining of the Close‐Distance Coal Seam Group | |
| Li et al. | Theoretical investigation of the sliding instability and caving depth of coal wall workface based on the bishop strip method | |
| CN109635508B (en) | Surface deviation state sinking coefficient prejudging method based on key layer structure | |
| Panthi et al. | Underground hydropower plants | |
| He et al. | Structural design and mechanical responses of closely spaced super-span double tunnels in strongly weathered tuff strata |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |