CN109667598A - A kind of composite lining of tunnel design method based on total safety coefficient method - Google Patents
A kind of composite lining of tunnel design method based on total safety coefficient method Download PDFInfo
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- CN109667598A CN109667598A CN201811496389.8A CN201811496389A CN109667598A CN 109667598 A CN109667598 A CN 109667598A CN 201811496389 A CN201811496389 A CN 201811496389A CN 109667598 A CN109667598 A CN 109667598A
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- 239000002131 composite material Substances 0.000 title claims abstract description 71
- 238000000034 method Methods 0.000 title claims abstract description 60
- 239000011435 rock Substances 0.000 claims abstract description 141
- 238000010276 construction Methods 0.000 claims abstract description 52
- 238000004458 analytical method Methods 0.000 claims abstract description 6
- 238000009826 distribution Methods 0.000 claims description 48
- 238000004364 calculation method Methods 0.000 claims description 26
- 238000004088 simulation Methods 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 230000003993 interaction Effects 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 239000004570 mortar (masonry) Substances 0.000 claims description 9
- 230000006378 damage Effects 0.000 claims description 7
- 230000009471 action Effects 0.000 claims description 6
- 238000009792 diffusion process Methods 0.000 claims description 6
- 238000004873 anchoring Methods 0.000 claims description 5
- 238000009412 basement excavation Methods 0.000 claims description 5
- 239000011229 interlayer Substances 0.000 claims description 3
- 238000003908 quality control method Methods 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims 1
- 239000004567 concrete Substances 0.000 description 16
- 239000010410 layer Substances 0.000 description 9
- 230000000694 effects Effects 0.000 description 5
- 238000005457 optimization Methods 0.000 description 5
- 239000011378 shotcrete Substances 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 4
- 238000005520 cutting process Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 230000009467 reduction Effects 0.000 description 3
- 239000007921 spray Substances 0.000 description 3
- 230000003247 decreasing effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 241000208340 Araliaceae Species 0.000 description 1
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- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 description 1
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Classifications
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- 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
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- Lining And Supports For Tunnels (AREA)
Abstract
The present invention relates to a kind of composite lining of tunnel design methods based on total safety coefficient method, and the method includes the pressure from surrounding rock typical values of the determination composite lining；The total safety coefficient of composite lining is determined according to Support types；The total safety coefficient of determining composite lining is tentatively distributed, spray-up, anchor pole-country rock Load -carring arch and the respective safety coefficient of secondary lining are obtained；According to the allocation result of each safety coefficient load structure model corresponding with its, the parameter of spray-up, anchor pole and secondary lining is determined；According to the parameter of spray-up, secondary lining, the load combination ratio coefficient that composite construction entirety failure stage is obtained using composite construction model, by comparing the strength match between the available each support unit of relationship of the sum of load combination ratio coefficient and spray-up, two lining safety coefficients；According to the multiple groups supporting parameter that total safety coefficient multiple groups allocation result is drafted, by strength match, economy, exploitativeness than choosing, comprehensive analysis selects Optimum Support scheme.
Description
Technical field
The invention belongs to Tunnel Engineering fields, and in particular to a kind of composite lining of tunnel based on total safety coefficient method is set
Meter method.
Background technique
Composite lining is made of system anchor bolt or anchor cable, gunite concrete, steel arch-shelf, waterproof layer, form concrete,
Be widely used for mining, water conservancy project cavern, traffic tunnel a kind of support form, it is main in the design of previous composite lining
It by engineering analogy and experience value, can not accomplish Quantitative design, adverse effect is brought to the safety and economy of engineering.
Summary of the invention
Present invention aim to address the defects of the prior art, provide a kind of design method of composite lining of tunnel, will
Composite lining support unit be divided into anchor pole-country rock Load -carring arch, shotcrete layer (including gunite concrete, reinforced mesh and
Steel arch-shelf etc., hereafter unify referred to as: spray-up), three layers of bearing structure of secondary lining, establish the load structure model (mould of spray-up
Type one), anchor pole-country rock Load -carring arch load structure model (model two), secondary lining load structure model (model three), lead to
It crosses and the respective safety coefficient of three is calculated, the safety coefficient of three is added as the total safety coefficient of composite lining, makes
Total safety coefficient meets the construction time and runs the design requirement of phase, and passes through strength match, the supporting parameter to support unit
Economy, exploitativeness carry out than choosing, the final optimization design for realizing supporting construction, technical scheme is as follows:
A kind of composite lining of tunnel design method based on total safety coefficient method, the described method comprises the following steps:
S1 determines the pressure from surrounding rock typical value of the composite lining；
S2 determines the value of the total safety coefficient of composite lining according to Support types；
S3 tentatively distributes the total safety coefficient of the composite lining determined in the S2, obtains a variety of distribution combinations, often
Group distribution combination includes spray-up safety coefficient, anchor pole-country rock Load -carring arch safety coefficient and secondary lining safety coefficient；
S4 is calculated corresponding every according to the spray-up safety coefficient in every group of distribution combination using the load structure model of spray-up
Corresponding spray-up parameter is combined in group distribution, and the spray-up parameter includes strength grade, thickness and steel arch-shelf parameter of spray-up etc.；
S5, according to the secondary lining safety coefficient in every group of distribution combination, using the load structure model of secondary lining, meter
It calculates every group of distribution and combines corresponding secondary lining parameter, the secondary lining parameter includes the concrete grade of secondary lining, thickness
Degree and arrangement of reinforcement parameter etc.；
S6 is used according to spray-up, secondary lining and anchor pole-country rock Load -carring arch safety coefficient in every group of distribution combination
Anchor pole-country rock Load -carring arch load structure model calculates every group of distribution and combines corresponding bolt design parameters, and the bolt design parameters include anchor
Length, diameter, material and spacing of adjacent anchor pole of bar etc.；
S7, according to the parameter for calculating the spray-up parameter and secondary lining that obtain in every group of distribution combination, using composite construction
Model calculates load combination ratio coefficient and spray-up, secondary lining that corresponding composite construction entirety failure stage is combined in every group of distribution
The destruction sequence of block and corresponding failing load；
S8, according to spray-up safety coefficient, anchor pole-country rock Load -carring arch safety coefficient and the secondary lining in every group of distribution combination
Safety coefficient and every component combo close calculated spray-up parameter, secondary lining parameter, bolt design parameters and load combination ratio coefficient
Strength match, the economy, exploitativeness ratio choosing of support unit are carried out, comprehensive analysis obtains the supporting of more economical rationality
Scheme.
Further, the S1 specifically:
As buried depth H >=10~15 times hole diameter D, the calculation formula of pressure from surrounding rock typical value is as follows:
Vertical uniform load: q=α γ (Rpd-a)；
Horizontally distributed loading: e=β λ q；
Wherein,
Wherein, γ is country rock severe；λ is country rock lateral pressure coefficient；α, β are respectively arch and side pressure from surrounding rock adjustment system
Number, typically no less than 1.2, while being adjusted that (such as horizontal stratum, α is desirable to be greater than 1.0 according to factors such as country rock occurrence
Number, the desirable coefficient less than 1.0 of β)；PiFor supporting power, P when calculatingi=0；RpdFor the radius of tunnel plastic zone；P0For at the beginning of country rock
Beginning stress；C is country rock cohesive strength；For country rock internal friction angle；θ is angle with tunnel horizontal axis, and when calculating takes 45 °；R0For tunnel
Radius is excavated, equivalent radius of circle is taken when section is non-circular；A is the distance on tunnel excavation boundary at the equivalent circle center of circle to 45 ° of positions；
Work as 2.5hqWhen < H < (10~15) D；
Wherein, hq=0.45 × 2S-1ω；
Wherein, S is Grades of Surrounding Rock；ω is widths affect coefficient, ω=1+i (B-5)；B is tunnel width (m)；I is that B is every
Pressure from surrounding rock gradient when increasing and decreasing 1m takes i=0.2 as B < 5m；When B > 5m, i=0.1 can use；
Plastic zone range when non-support is solved using the elastic plastic element method under practical buried depth, and takes 90 ° of arch
Height equivlent of the average plastic zone height as pressure from surrounding rock typical value in range can also directly adopt H=to guarantee safety
Formula calculated value when (10~15) D；
As H < 2.5hqWhen；
Using shallow buried rock pressure formula in " Tunnel Design specification TB10003-2016 " annex E E.0.2-1~E.0.2-1
It calculates；
The pressure from surrounding rock typical value of weak surrounding rock need to consider three-dimensional effect (clamping action of the preferable country rock in two sides) and
Pre-grouting fixing collar acts on the reduction of pressure from surrounding rock.
Further, the value of total safety coefficient should meet in the S2:
Operation stage total safety coefficient Kop>=3.0~3.6；
The total safety coefficient K of construction stagec>=1.8~2.1；
Total safety coefficient can be adjusted according to structural consequences, country rock actual conditions and quality control on construction factor
It is whole；
Wherein, in the construction stage without secondary lining, total safety coefficient is by spray-up, anchor pole-country rock Load -carring arch safety coefficient
The sum of constitute.
Further, the distribution principle total safety coefficient of composite lining tentatively distributed in S3 with point
Method of completing the square is calculated using the following equation:
Construction stage: Kc=K1+K2；
Operation stage:
When using durability anchor pole: Kop=K1+K2+K3；
When using non-permanent anchor pole: Kop=K1+K3；
Wherein, K1、K2、K3Respectively spray-up, anchor-safety coefficient of enclosing Load -carring arch, secondary lining；
Wherein, in the construction stage without secondary lining, total safety coefficient is by spray-up, anchor pole-country rock Load -carring arch safety coefficient
The sum of constitute；In operation stage, total safety coefficient when using durability anchor pole is by spray-up, anchor pole-country rock Load -carring arch and secondary
The sum of safety coefficient of lining cutting is constituted, and total safety coefficient when using non-permanent anchor pole is by the safety of spray-up and secondary lining
The sum of number is constituted.
Further, in S4 in the determination of the load structure model of spray-up and every group of distribution combination spray-up parameter calculating side
Method is as follows:
The load structure model of spray-up is the computation model based on finite element, and spray-up is simulated using beam element, structure and ground
Layer interacts using without radial spring and tangential springs simulation is drawn, and tangential springs rigidity is generally desirable without drawing radial spring rigidity
1/3 or so, load is using the pressure from surrounding rock typical value in the step S1, after acquiring after the internal force of spray-up, spray-up parameter and peace
Overall coefficient is calculated by existing " Design of Railway Tunnel specification TB10003-2016 " using damaged terrace work, when being arranged in spray-up
It when steelframe, steel mesh, is calculated by armored concrete or type steel-concrete combined structure, minimum thickness of the spray-up as structure sheaf
Degree is not preferably less than 8cm, is not counted in spray-up parameter when thickness is less than 8cm.
Further, secondary lining parameter in the determination of the load structure model of secondary lining and every group of distribution combination in S5
Calculation method it is as follows:
The load structure model of secondary lining is the computation model based on finite element, and secondary lining is simulated using beam element,
Arch wall laying splash guard region is used without radial spring simulation is drawn, and inverted arch region is contacted with first branch to use without drawing radial spring and cut
It is simulated to spring, tangential springs rigidity is generally desirable without drawing 1/3 or so of radial spring, and load is using enclosing in the step S1
Rock pressure power typical value；After the internal force for acquiring secondary lining, secondary lining parameter and safety coefficient are by existing " Design of Railway Tunnel rule
Model TB10003-2016 " it is calculated using damaged terrace work.
Further, anchor pole in the determination of anchor pole-country rock Load -carring arch load structure model and every group of distribution combination in S6
The calculation method of parameter is as follows:
S61: the external end head of anchor pole (is selected between 30~45° angle, by force by certain angle according to country rock mechanics index of physics
High country rock is spent to take large values) toward progress pressure diffusion on the inside of tunnel, the intersection point after adjacent bolt stress diffusion is formed by line
The as outer edge of Load -carring arch, Load -carring arch inner edge are spray-up outer surface, simulate anchor pole-country rock Load -carring arch using beam element, adopt
With without the interaction for drawing radial spring simulation country rock and Load -carring arch, using resilient support at arch springing, load uses the step
Pressure from surrounding rock typical value in S1；
S62: after the internal force for acquiring Load -carring arch, bolt design parameters and anchor pole-country rock Load -carring arch safety coefficient are by " Tunnel Design rule
Model TB10003-2016 " it calculates.Wherein, the ultimate strength of country rock increases after only considering supporting within the scope of anchor pole-country rock Load -carring arch
Intensity, calculation formula is as follows:
Wherein: [σc] be Load -carring arch within the scope of country rock ultimate strength, σ3The supporting power provided for spray-up and anchor pole；
The supporting power σ provided by anchor pole32, calculation formula is as follows:
σ32=min [fyπd2/(4bs·ks),frbπdglg/(bs·kg)]。
Wherein, σ32The supporting power provided for anchor pole；ksFor the surrender bearing capacity safety coefficient of anchor pole, it is not less than 2.0；kgFor
The resistance to plucking safety coefficient of anchor pole is not less than 2.5；fyFor the yield strength of dowel steel；D is dowel diameter；frbFor mortar anchoring
The ultimate bond stress of body and ground interlayer；dgFor the outer diameter of mortar anchoring body；lgFor the anchorage length of dowel and mortar；B, s distinguishes
For the circumferential spacing and longitudinal pitch of anchor pole；
The supporting power σ provided by spray-up31, supporting power σ is provided by secondary lining31Calculation formula it is as follows:
σ31=0.5K1·q；
σ33=0.5K3·q；
Wherein, K1、K3The respectively safety coefficient of spray-up, secondary lining；
When jetting thickness is less than 8cm, the σ of spray-up offer31It can be ignored；
The total supporting power provided by anchor pole, spray-up, secondary lining is as σ3, construction time and operation phase value not
Together, σ can be used3cWith σ3opRespectively support system is that country rock provides in anchor pole-country rock Load -carring arch during construction time and operation
Supporting power, calculation formula are as follows:
σ3c=σ31+σ32；
σ3op=σ31+σ32+σ33；
S63: when tunnel jetting thickness is less than 8cm, the support action of spray-up is ignored, and anchor pole is in addition to needing described in satisfaction
In S62 other than supporting power whole needed for anchor pole-country rock Load -carring arch, the requirement of minimal support power is also needed to meet, calculation formula is such as
Under:
min[fyπd2/(4bs·ks),frbπdglg/(bs·kg)] > Pimin；
Further, the load combination ratio coefficient of the determination of composite construction model and corresponding whole failure stage calculates in S7
Method is as follows:
S71: composite construction model is the computation model based on finite element, and spray-up, secondary lining are all made of beam element simulation,
Interaction between spray-up and stratum is used without drawing radial spring and tangential springs simulation, no drawing radial spring and tangential springs
Rigidity in the load structure model of spray-up in step S4 without drawing radial spring and tangential springs consistent；Spray-up and secondary lining
Interaction between block is used without drawing radial spring to simulate between the lining of spray-up-two, without drawing radial spring between the lining of spray-up-two
Rigidity k can indicate are as follows:
Wherein, E1、E2The respectively elasticity modulus of spray-up, secondary lining, h1、h2The respectively thickness of spray-up, secondary lining
Degree, A are the area of osculating element；
Wherein, the tangential springs rigidity in secondary lining inverted arch region is consistent with spray-up tangential springs.
S72: using composite construction model described in S71, load is incrementally increased, wherein some section reaches damaged rank
Section, it is assumed that it can maintain the bearing capacity in damaged stage, and be applied to damaged position for the internal force of damaged area as boundary condition
Set, be further continued for increasing load until structure is integrally destroyed, load at this time as ultimate load, ultimate load and design load
Ratio is the load combination ratio coefficient of composite lining entirety failure stage.
Further, the S8 specifically:
Using the load combination ratio coefficient in every group of distribution combination divided by the sum of the safety coefficient of spray-up, secondary lining value as
Determine the index of support unit strength match, which is consistently greater than 1, and in illustrating that matching is better close to 1；
Wherein, the economic index of the support unit includes: excavated volume, the amount of each support unit, each supporting measure institute
The economic factors such as the personnel's mechanical arrangements, the supporting cycle period that need；The exploitativeness index of the support unit includes: each supporting
Component cannot impact the condition that applies of other support units no more than existing construction level.
Beneficial effects of the present invention:
A kind of design method of composite lining of tunnel based on method of safety coefficients provided by the invention, which can
With by the safety coefficient for calculating composite lining support system, thus the bearing capacity of quantitative analysis composite lining,
Powerful measure can be provided for the selection of the support unit of composite lining, Quantitative design and OVERALL OPTIMIZA-TION DESIGN FOR, avoid tradition
The blindness and randomness of design method；In addition, computation model, meter in composite lining of tunnel design method provided by the invention
Acquisition, the solution procedure of safety coefficient for calculating parameter are simple to operation, and engineers and technicians can comparatively fast be grasped, be convenient for
It promotes the use of.
Detailed description of the invention
Attached drawing 1 is the stream of the composite lining of tunnel design method provided in an embodiment of the present invention based on total safety coefficient method
Journey schematic diagram；
Attached drawing 2 is to spray in the composite lining of tunnel design method provided in an embodiment of the present invention based on total safety coefficient method
The load structure model schematic of layer, i.e. model one；
Attached drawing 3 is anchor in the composite lining of tunnel design method provided in an embodiment of the present invention based on total safety coefficient method
Bar-country rock Load -carring arch load structure model schematic, i.e. model two；
Attached drawing 4 is two in the composite lining of tunnel design method provided in an embodiment of the present invention based on total safety coefficient method
The load structure model schematic of secondary lining cutting, i.e. model three；
Attached drawing 5 is multiple in the composite lining of tunnel design method provided in an embodiment of the present invention based on total safety coefficient method
Close the load structure model schematic of structure.
Description of symbols: 1. spray-ups；2. without radial spring is drawn；3. tangential springs；4. secondary lining；5. anchor pole-country rock
Load -carring arch；6. anchor pole；7. without drawing radial spring between spray-up-secondary lining.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiment is only present invention a part, instead of all the embodiments.Based on the present invention
In embodiment, all other implementation obtained by those of ordinary skill in the art without making creative efforts
Example, shall fall within the protection scope of the present invention.
It can be provided with the present invention for support unit selection, Quantitative design and the OVERALL OPTIMIZA-TION DESIGN FOR of composite lining
Power means, the parameter for needing to design and confirm in composite lining have: (1) spray-up 1: thickness, injection including gunite concrete
The parameter of the strength grade of concrete, steel arch-shelf；(2) anchor pole 6: the diameter and material of length, spacing, anchor pole including anchor pole；
(3) secondary lining 4: thickness, strength grade of concrete, arrangement of reinforcement parameter including secondary lining.
Composite lining design method design flow diagram provided by the invention based on method of safety coefficients is as shown in Figure 1, can
With successively determine spray-up parameter, bolt design parameters, secondary lining parameter, by exploitativeness, economy than choosing, and check spray-up,
The strength matching relationship of secondary lining accomplishes that optimization design, the process that specific design procedure and parameter determine are as follows:
S1 determines the pressure from surrounding rock typical value of the composite lining；It is divided into three kinds of situations according to the buried depth in tunnel: (1)
It is buried；(2) medium buried depth；(3) shallow embedding, different buried depth grades correspond to different calculation formula, and specific calculating is as follows:
As buried depth H >=10~15 times hole diameter D, to be buried, the calculation formula of pressure from surrounding rock typical value is as follows:
Vertical uniform load: q=α γ (Rpd-a)； (1)
Horizontally distributed loading: e=β λ q； (2)
Wherein
Wherein, γ is country rock severe；λ is country rock lateral pressure coefficient；α, β are respectively arch and side pressure from surrounding rock adjustment system
Number, typically no less than 1.2, while being adjusted that (such as horizontal stratum, α is desirable to be greater than 1.0 according to factors such as country rock occurrence
Number, the desirable coefficient less than 1.0 of β)；PiFor supporting power, when calculating, takes Pi=0；RpdThe radius of tunnel plastic zone；P0For at the beginning of country rock
Beginning stress；C is country rock cohesive strength；For country rock internal friction angle；θ is the angle with tunnel horizontal axis, takes 45 °；R0For tunnel excavation half
Diameter takes equivalent radius of circle when section is non-circular；A is the distance on tunnel excavation boundary at the equivalent circle center of circle to 45 ° of positions；
Work as 2.5hqIt is medium buried when < H < (10~15) D；
Wherein, hq=0.45 × 2S-1ω； (4)
Wherein, S is Grades of Surrounding Rock；ω is widths affect coefficient, ω=1+i (B-5)；B is tunnel width (m)；I is that B is every
Pressure from surrounding rock gradient when increasing and decreasing 1m takes i=0.2 as B < 5m；When B > 5m, i=0.1 can use；
Plastic zone range when non-support is solved using the elastic plastic element method under practical buried depth, and takes 90 ° of arch
Height equivlent of the average plastic zone height as pressure from surrounding rock typical value in range can also directly adopt H=to guarantee safety
Formula calculated value when (10~15) D；
As H < 2.5hqWhen, it is shallow embedding；
Using shallow buried rock pressure formula in " Design of Railway Tunnel specification TB10003-2016 " annex E E.0.2-1~
E.0.2-1 it calculates；
The pressure from surrounding rock typical value of weak surrounding rock need to consider three-dimensional effect (clamping action of the preferable country rock in two sides) and
Pre-grouting fixing collar acts on the reduction of pressure from surrounding rock, and for the weak surrounding rock of short section, i.e. two sides country rock is higher ranked, can
To play clamping action to weak surrounding rock, pressure from surrounding rock typical value needs to consider the influence of three-dimensional effect.The long buried weakness of section
Country rock generally requires carry out advance reinforcement, and pressure from surrounding rock needs to consider that pre-grouting fixing collar acts on the reduction of pressure from surrounding rock.
S2 determines that the value of the total safety coefficient of composite lining, value are suggested as follows according to Support types:
Operation stage total safety coefficient Kop>=3.0~3.6；
The total safety coefficient K of construction stagec>=1.8~2.1；
Total safety coefficient can be adjusted according to structural consequences, country rock actual conditions and quality control on construction factor
It is whole；
Wherein, in the construction stage without secondary lining 4, total safety coefficient is by spray-up 1, anchor pole-country rock Load -carring arch 5 safety system
The sum of number is constituted.
S3 tentatively distributes the total safety coefficient of the composite lining determined in the S2, obtains a variety of distribution combinations, often
Group distribution combination includes spray-up safety coefficient, anchor pole-country rock Load -carring arch safety coefficient and secondary lining safety coefficient, combined type lining
The distribution principle of the total safety coefficient of block can be calculated using the following equation with distribution method:
Construction stage: Kc=K1+K2； (5)
Operation stage:
When using durability anchor pole: Kop=K1+K2+K3； (6)
When using non-permanent anchor pole: Kop=K1+K3； (7)
Wherein, K1、K2、K3The respectively safety coefficient of spray-up 1, anchor pole-country rock Load -carring arch 5, secondary lining 4；
Wherein, in the construction stage without secondary lining 4, total safety coefficient is by spray-up 1, anchor pole-country rock Load -carring arch 5 safety system
The sum of number is constituted；In operation stage, total safety coefficient when using durability anchor pole is by spray-up 1, anchor pole -5 and of country rock Load -carring arch
The sum of safety coefficient of secondary lining 4 is constituted, and total safety coefficient when using non-permanent anchor pole is by spray-up 1 and secondary lining 4
The sum of safety coefficient constitute.
In above-described embodiment, first distinguishes whether anchor pole 6 is durability anchor pole, then run rank if not durability anchor pole
Section anchor pole-country rock Load -carring arch effect will be not counted in total safety coefficient, and when safety coefficient is distributed, spray-up 1 is held with anchor pole-country rock
The safety coefficient for carrying arch 5 should meet the security requirement of construction time in the S3.Such as: total safety coefficient 3.6, Ke Yichu
Step distribution spray-up safety coefficient 1.5, anchor pole-country rock Load -carring arch safety coefficient 0.5, secondary lining safety coefficient 1.6；It can also be first
Step distribution spray-up safety coefficient 1.3, anchor pole-country rock Load -carring arch safety coefficient 1.3, secondary lining anchor pole-country rock Load -carring arch 1.0 etc.
Deng.
S4 is calculated corresponding every according to the spray-up safety coefficient in every group of distribution combination using the load structure model of spray-up
Corresponding spray-up parameter is combined in group distribution, and the spray-up parameter includes strength grade, thickness and steel arch-shelf parameter of spray-up etc.；
Wherein, the determination of the load structure model of spray-up and the calculation method of spray-up parameter are as follows:
The load structure model of spray-up is the computation model based on finite element, and spray-up 1 is simulated using beam element, structure and ground
Layer interacts using without drawing radial spring 2 and tangential springs 3 to simulate, and 3 rigidity of tangential springs is generally desirable without drawing radial spring 2
1/3 or so of rigidity, load take pressure from surrounding rock typical value, and after the internal force for acquiring spray-up 1, spray-up parameter and safety coefficient are by existing
" Design of Railway Tunnel specification TB10003-2016 " is calculated using damaged terrace work, when being provided with steelframe, reinforcing bar in spray-up 1
It when net, is calculated by armored concrete or type steel-concrete combined structure, spray-up 1 is not preferably less than as the minimum thickness of structure sheaf
8cm does not do structure sheaf consideration, and safety coefficient at this time is equal to 0.
S5, according to the secondary lining safety coefficient in every group of distribution combination, using the load structure model of secondary lining 4,
It calculates every group of distribution and combines corresponding 4 parameter of secondary lining, 4 parameter of secondary lining includes the concrete etc. of secondary lining 4
Grade, thickness and arrangement of reinforcement parameter etc.；
Wherein, the determination of the load structure model of secondary lining and the calculation method of secondary lining parameter are as follows:
The load structure model of secondary lining is the computation model based on finite element, as shown in figure 4, secondary lining 4 uses
Beam element simulation, arch wall are laid with splash guard region and use without drawing radial spring 2 to simulate, and inverted arch region is contacted with first branch using no drawing
Radial spring 2 and tangential springs 3 are simulated, generally desirable 1/3 or so without drawing 2 rigidity of radial spring of 3 rigidity of tangential springs, load
Take pressure from surrounding rock typical value；After the internal force for acquiring secondary lining 4, secondary lining parameter and safety coefficient press existing " railway tunnel
Design specification TB10003-2016 " it is calculated using damaged terrace work.
S6 is used according to spray-up, secondary lining and anchor pole-country rock Load -carring arch safety coefficient in every group of distribution combination
Anchor pole-country rock Load -carring arch load structure model calculates every group of distribution and combines corresponding bolt design parameters, and the bolt design parameters include
Length, diameter, material and spacing of adjacent anchor pole 6 of anchor pole etc..
Wherein, the determination of anchor pole-country rock Load -carring arch load structure model and the calculation method of bolt design parameters are as follows:
S61: as shown in figure 3, the external end head of anchor pole 6 is by certain angle (according to country rock mechanics index of physics in 30~45° angle
Between select, the high country rock of intensity takes large values) toward carrying out pressure diffusion on the inside of tunnel, the intersection point after adjacent 6 pressure diffusion of anchor pole
It is formed by the outer edge that line is Load -carring arch, Load -carring arch inner edge is 1 outer surface of spray-up, and Load -carring arch uses beam element mould
It is quasi-, using the interaction for simulating country rock and Load -carring arch without drawing radial spring 2, resilient support is used at arch springing；
S62: after the internal force for acquiring Load -carring arch, bolt design parameters and safety coefficient press " Design of Railway Tunnel specification TB10003-
2016 " it calculates, wherein the ultimate strength of country rock only considers increased intensity after supporting in anchor pole -5 range of country rock Load -carring arch, meter
It is as follows to calculate formula:
Wherein: [σc] be Load -carring arch within the scope of country rock ultimate strength, σ3The supporting power provided for spray-up 1 and anchor pole 6；
The supporting power σ provided by anchor pole 632, calculation formula is as follows:
σ32=min [fyπd2/(4bs·ks),frbπdglg/(bs·kg)]。 (9)
Wherein, σ32The supporting power provided for anchor pole 6；ksFor the surrender bearing capacity safety coefficient of anchor pole 6, it is not less than 2.0；kg
For the resistance to plucking safety coefficient of anchor pole 6, it is not less than 2.5；fyFor the yield strength of dowel steel；D is dowel diameter；frbFor mortar anchor
The ultimate bond stress of solid and ground interlayer；dgFor the outer diameter of mortar anchoring body；lgFor the anchorage length of dowel and mortar；B, s points
Not Wei anchor pole 6 circumferential spacing and longitudinal pitch；
The supporting power σ provided by spray-up 131, supporting power σ is provided by secondary lining 431Calculation formula it is as follows:
σ31=0.5K1·q； (10)
σ33=0.5K3·q； (11)
Wherein, K1、K3The respectively safety coefficient of spray-up, secondary lining；
When 1 thickness of spray-up is less than 8cm, the σ of the offer of spray-up 131It can be ignored；
The total supporting power provided by anchor pole 6, spray-up 1, secondary lining 4 is as σ3, in the construction time and run phase value
Difference can use σ3cWith σ3opRespectively the construction time provides with support system during operation for country rock in anchor pole-country rock Load -carring arch
Supporting power, calculation formula is as follows:
σ3c=σ31+σ32； (12)
σ3op=σ31+σ32+σ33； (13)
S63: when spray-up 1 thickness in tunnel is less than 8cm, the support action of spray-up 1 is ignored, and anchor pole 6 is in addition to needing to meet
In the S62 other than supporting power whole needed for anchor pole-country rock Load -carring arch, the requirement of minimal support power is also needed to meet, is calculated public
Formula is as follows:
min[fyπd2/(4bs·ks),frbπdglg/(bs·kg)] > Pimin； (14)
S7, according to the parameter for calculating the spray-up 1 parameter and secondary lining 4 that obtain in every group of distribution combination, using composite junction
Structure model calculates every group of distribution and combines the load combination ratio coefficient of corresponding composite construction entirety failure stage and spray-up 1, secondary
The destruction sequence of lining cutting 4 and corresponding failing load；
Wherein, the load combination ratio coefficient calculation method of the determination of composite construction model and corresponding whole failure stage is such as
Under:
S71: composite construction model is the computation model based on finite element, as shown in figure 5, spray-up 1, secondary lining 4 are adopted
It is simulated with beam element, the interaction between spray-up 1 and stratum is used simulates without drawing radial spring 2 and tangential springs 3, no drawing diameter
Into the load structure model of spray-up 1 in the rigidity of spring 2 and tangential springs 3 and step S4 without drawing radial spring 2 and tangentially
Spring 3 is consistent；Interaction between spray-up 1 and secondary lining 4 is simulated using between the lining of spray-up-two without drawing radial spring 7, spray
The rigidity k without drawing radial spring 7 can be indicated between-two lining of layer are as follows:
Wherein, E1、E2The respectively elasticity modulus of spray-up 1, secondary lining 4, h1、h2Respectively spray-up 1, secondary lining 4
Thickness, A are the area of osculating element；
Wherein, 3 rigidity of tangential springs in 4 inverted arch region of secondary lining and 1 tangential springs 3 of spray-up are consistent；
S72: using composite construction model described in S71, load is incrementally increased, wherein some section reaches damaged rank
Section, it is assumed that it can maintain the bearing capacity in damaged stage, and the internal force of damaged area (moment of flexure and axle power) is used as boundary condition
It is applied to damage location, as Fig. 5 (b), (c) are respectively corresponded, large eccentric pressuring is destroyed and small eccentric pressure destroys two kinds of situations,
In, M is structural bending moments；N is structure axle power.It is further continued for increasing load until structure is integrally destroyed, load at this time is as the limit
The ratio of load, ultimate load and design load is the load combination ratio coefficient of composite lining entirety failure stage, is remembered simultaneously
Record spray-up 1, the destruction sequence of secondary lining 4 and corresponding failing load, the component for successively reaching least favorable section are referred to as
First, second component, load when destruction are referred to as critical slope langth load and ultimate load.Due to anchor pole-country rock Load -carring arch
Positioned at outermost layer, as long as spray-up 1, secondary lining 4 do not destroy, so that it may persistently provide σ for anchor pole-country rock Load -carring arch3, therefore
It is not in the case where anchor pole-country rock Load -carring arch is prior to spray-up 1, secondary destruction, according to " the unified mark of engineering structure reliability design
It is quasi- " requirement of (GB50153-2008) to safety of structure and applicability, it is presently believed that if spray-up 1, secondary lining 4
Some section reaches damaged state or secondary lining 4 no less than three sections occurs and reaches damaged state, then combined type serves as a contrast
Building structure is the load that reaches capacity.
S8, according to 1 safety coefficient of spray-up, anchor pole -5 safety coefficient of country rock Load -carring arch and the secondary lining in every group of distribution combination
It builds 4 safety coefficients and every component combo closes calculated 1 parameter of spray-up, 4 parameter of secondary lining, 6 parameter of anchor pole and loading ratio
Example coefficient carries out the strength match of support unit, economy, exploitativeness ratio choosing, and comprehensive analysis obtains more economical rationality
Supporting scheme；
Wherein, the strength match of support unit specifically: by the load combination ratio coefficient in every group of distribution combination divided by spray
The value of the sum of the safety coefficient of layer, secondary lining is consistently greater than as the index for determining support unit strength match, the ratio
1, and in illustrating that matching is better close to 1；
The strength match of support unit, while the economic index of each parameter combination is compared, each supporting ginseng of comprehensive analysis
Several exploitativenesses finally obtains reasonable supporting parameter；
The economic index of the support unit includes: people needed for excavated volume, the amount of each support unit, each supporting measure
Member's mechanical arrangements, supporting cycle period etc.；
The exploitativeness index of the support unit includes: each support unit no more than existing construction level, cannot
The condition that applies of other support units is impacted.
In order to which more accurate illustrates practicability of the invention, numerous engineers and technicians are facilitated to understand, with speed per hour 350km
IV grade of country rock 400m buried depth of high-speed railway double track tunnel is case, using the calculated result of durability anchor pole, non-permanent anchor pole,
And compared with generalized reference figure, it is specific as follows:
1) the pressure from surrounding rock typical value of the composite lining is determined.
The mechanics index of physics of Analysis of Field Geotechnical Parameters takes lower three points of " Design of Railway Tunnel specification TB10003-2016 " value range
One of quartile, the equivalent radius of circle of speed per hour 350km high-speed railway double track tunnel be that 7.5m according to formula (1)~(3) can obtain q=
227kPa, lateral pressure coefficient take 0.5.
2) value range of the total safety coefficient of composite lining is determined according to Support types；
Operation stage total safety coefficient Kop>=3.0~3.6, construction stage (no secondary lining 4) spray-up 1, anchor pole-country rock are held
Carry the total safety coefficient K of arch 5c>=1.8~2.1, K is taken in present caseop>=3.6, Kc≥2.1。
3) general to " 350 kilometers of double-line tunnels of passenger transport railway composite linings of speed per hour " first for comparative illustration
Safety coefficient calculating is carried out with reference to graph parameter, calculated result is shown in such as table 1, wherein the safety coefficient 2.96 of spray-up 1, anchor rock Load -carring arch
The safety coefficient construction time safety coefficient be 2.64, run the phase safety coefficient be 4.53, secondary lining safety coefficient 5.08,
Total safety coefficient is higher, even if work point in part omits anchor pole 6, will not generate too big shadow to the safety of construction time and operation phase
It rings, illustrates that supporting parameter has biggish optimization space.
4) when designing, the total safety coefficient of determining composite lining is tentatively distributed, obtains spray-up, anchor pole-country rock is held
Arch, the respective safety coefficient of secondary lining are carried, is distributed using two schemes:
Scheme one, using durability anchor pole 6: 1 safety coefficient of spray-up takes 1.5, and anchor pole-country rock Load -carring arch construction time safety is
Number takes 1.0, and 4 safety coefficient of secondary lining takes 1.2；
Scheme two, using non-permanent anchor pole 6: 1 safety coefficient of spray-up takes 2.5, anchor pole-country rock Load -carring arch construction time safety
Coefficient takes 0.5, and 4 safety coefficient of secondary lining equally takes 1.2.
When using non-permanent anchor pole 6, anchor pole-country rock Load -carring arch safety coefficient cannot be included in total safety of operation phase
Coefficient only meets the security needs of construction time.
5) according to model one, model two, model three in described step S4, S5, S6 can determine respectively spray-up 1, anchor pole 6,
The parameter of secondary lining 4, calculated result are shown in Table 1, it should be noted that are the perfusion requirement for meeting concrete, secondary lining 4 is thick
Degree is typically no less than 30cm, and present case uniformly takes 30cm, and the secondary lining safety coefficient of 30cm is 2.83, is higher than and distributes 1.2.
It should be noted that when drafting parameter by the safety coefficient distributed, as long as the safety coefficient of parameters obtained is basic
Equal to the safety coefficient distributed, do not need completely the same.
6) the step S7 composite construction model is established, can be calculated, the first support unit that scheme one is destroyed is spray-up
1, critical slope langth load is 800kPa, and the second support unit is secondary lining 4, ultimate load 1100kPa, load combination ratio coefficient
It is that the sum of safety coefficient of identified spray-up 1, secondary lining 4 4.32 is higher by 12% in 4.84, with step S4, S5,
It is relatively reasonable with relationship；
Scheme two, be calculated scheme two the first support unit be spray-up 1, critical slope langth load be 900kPa, second
Support unit is secondary lining 4, ultimate load 1150kPa, load combination ratio coefficient 5.06, compared to spray-up 1, secondary lining 4
The sum of safety coefficient is higher by 4%, and strength matching relationship is good.
Analytical plan two is relative to scheme one from economy, and excavated volume increases, 1 thickness of spray-up increases, but 6 dosage of anchor pole
It reduces and non-permanent anchor pole 6 can be used.Scheme one spray-up, 1 thickness is smaller, is unable to satisfy construction time interim steelframe (I-steel
I14, thickness 14cm) erection requirement, exploitativeness is poor.
The comprehensive result than choosing is supporting scheme two.
1 scheme one of table and two supporting parameter of scheme and safety coefficient calculated result
Note: spray-up 1 uniformly takes C30 gunite concrete；4 concrete of secondary lining uses C30；Anchor pole 6 uses 22 sand of φ
Anchor pole is starched, scheme one uses durability Design, and scheme two does not use durability Design；* C35 armored concrete is indicated；Anchor pole-encloses
Two each numerical value respectively indicate the construction time and run the safety coefficient of phase in rock Load -carring arch safety coefficient.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (9)
1. a kind of composite lining of tunnel design method based on total safety coefficient method, which is characterized in that the method includes with
Lower step:
S1 determines the pressure from surrounding rock typical value of the composite lining；
S2 determines the value of the total safety coefficient of composite lining according to Support types；
S3 tentatively distributes the total safety coefficient of the composite lining determined in the S2, obtains a variety of distribution combinations, every component
It include spray-up safety coefficient, anchor pole-country rock Load -carring arch safety coefficient and secondary lining safety coefficient with combination；
S4 calculates corresponding every component using the load structure model of spray-up according to the spray-up safety coefficient in every group of distribution combination
With the corresponding spray-up parameter of combination；
S5 is calculated every according to the secondary lining safety coefficient in every group of distribution combination using the load structure model of secondary lining
Corresponding secondary lining parameter is combined in group distribution；
S6, according to spray-up, secondary lining and anchor pole-country rock Load -carring arch safety coefficient in every group of distribution combination, using anchor pole-
Country rock Load -carring arch load structure model calculates every group of distribution and combines corresponding bolt design parameters；
S7, according to the parameter for calculating the spray-up parameter and secondary lining that obtain in every group of distribution combination, using composite construction model,
Calculate every group of distribution combine corresponding composite construction entirety failure stage load combination ratio coefficient and spray-up, secondary lining it is broken
Bad sequence and corresponding failing load；
S8, according to spray-up safety coefficient, anchor pole-country rock Load -carring arch safety coefficient and the secondary lining safety in every group of distribution combination
Coefficient and every component combo are closed calculated spray-up parameter, secondary lining parameter, bolt design parameters and load combination ratio coefficient and are carried out
The strength match of support unit, economy, exploitativeness ratio choosing, comprehensive analysis obtain the supporting scheme of more economical rationality.
2. the composite lining of tunnel design method according to claim 1 based on total safety coefficient method, which is characterized in that
The S1 specifically:
As buried depth H >=10~15 times hole diameter D, the calculation formula of pressure from surrounding rock typical value is as follows:
Vertical uniform load: q=α γ (Rpd-a)；
Horizontally distributed loading: e=β λ q；
Wherein,
Wherein, γ is country rock severe；λ is country rock lateral pressure coefficient；α, β are respectively arch and side pressure from surrounding rock regulation coefficient；Pi
For supporting power, when calculating, takes Pi=0；RpdFor the radius of tunnel plastic zone；P0For country rock primary stress；C is country rock cohesive strength；
For country rock internal friction angle；θ is angle with tunnel horizontal axis, and when calculating takes θ=45 °；R0For tunnel excavation radius, section is non-circular
When take equivalent radius of circle；A is the distance on tunnel excavation boundary at the equivalent circle center of circle to 45 ° of positions；
Work as 2.5hqWhen < H < (10~15) D；
Wherein, hq=0.45 × 2S-1ω；
Wherein, S is Grades of Surrounding Rock；ω is widths affect coefficient, ω=1+i (B-5)；B is tunnel width (m)；I is the every increase and decrease of B
Pressure from surrounding rock gradient when 1m takes i=0.2 as B < 5m；When B > 5m, i=0.1 can use；
Plastic zone range when non-support is solved using the elastic plastic element method under practical buried depth, and takes 90 ° of arch range
Height equivlent of the interior average plastic zone height as pressure from surrounding rock typical value；
As H < 2.5hqWhen；
Using shallow buried rock pressure formula E.0.2-1~E.0.2-1 calculate.
3. the composite lining of tunnel design method according to claim 1 based on total safety coefficient method, which is characterized in that
The value of total safety coefficient should meet in S2:
Operation stage total safety coefficient Kop>=3.0~3.6；
The total safety coefficient K of construction stagec>=1.8~2.1；
Total safety coefficient can be adjusted according to structural consequences, country rock actual conditions and quality control on construction factor；
Wherein, in the construction stage without secondary lining, total safety coefficient is by the sum of spray-up, anchor pole-country rock Load -carring arch safety coefficient
It constitutes.
4. the composite lining of tunnel design method according to claim 1 based on total safety coefficient method, which is characterized in that
The distribution principle that the total safety coefficient of composite lining tentatively distributes is calculated using the following equation with distribution method in S3:
Construction stage: Kc=K1+K2；
Operation stage:
When using durability anchor pole: Kop=K1+K2+K3；
When using non-permanent anchor pole: Kop=K1+K3；
Wherein, K1、K2、K3Respectively spray-up, anchor-safety coefficient of enclosing Load -carring arch, secondary lining；
Wherein, in the construction stage without secondary lining, total safety coefficient is by the sum of spray-up, anchor pole-country rock Load -carring arch safety coefficient
It constitutes；In operation stage, total safety coefficient when using durability anchor pole is by spray-up, anchor pole-country rock Load -carring arch and secondary lining
The sum of safety coefficient constitute, total safety coefficient when using non-permanent anchor pole by the safety coefficient of spray-up and secondary lining it
And composition.
5. the composite lining of tunnel design method according to claim 1 based on total safety coefficient method, which is characterized in that
The calculation method of spray-up parameter is as follows in the determination of the load structure model of spray-up and every group of distribution combination in S4:
The load structure model of spray-up is the computation model based on finite element, and spray-up is simulated using beam element, structure and stratum phase
Interaction is used without radial spring and tangential springs simulation is drawn, and tangential springs rigidity takes 1/3 without drawing radial spring rigidity, load
Using the pressure from surrounding rock typical value in the step S1, after the internal force for acquiring spray-up, spray-up parameter and safety coefficient are using damaged
Terrace work is calculated.
6. the composite lining of tunnel design method according to claim 1 based on total safety coefficient method, which is characterized in that
The calculation method of secondary lining parameter is as follows in the determination of the load structure model of secondary lining and every group of distribution combination in S5:
The load structure model of secondary lining is the computation model based on finite element, and secondary lining is simulated using beam element, arch wall
Laying splash guard region is used without radial spring simulation is drawn, and inverted arch region is contacted with first branch using without drawing radial spring and tangential bullet
Spring simulation, tangential springs rigidity take without drawing the 1/3 of radial spring rigidity, and load is represented using the pressure from surrounding rock in the step S1
Value；After the internal force for acquiring secondary lining, secondary lining parameter and safety coefficient are calculated using damaged terrace work.
7. the composite lining of tunnel design method according to claim 1 based on total safety coefficient method, which is characterized in that
The calculation method of bolt design parameters is such as in the determination of anchor pole-country rock Load -carring arch load structure model and every group of distribution combination in S6
Under:
S61: intersection point of the external end head of anchor pole by certain angle toward progress pressure diffusion on the inside of tunnel, after adjacent bolt stress diffusion
It is formed by the outer edge that line is Load -carring arch, Load -carring arch inner edge is spray-up outer surface, is enclosed using beam element simulation anchor pole-
Rock Load -carring arch uses resilient support at arch springing, load is adopted using the interaction without drawing radial spring simulation country rock and Load -carring arch
With the pressure from surrounding rock typical value in the step S1；
S62: after the internal force for acquiring Load -carring arch, bolt design parameters and anchor pole-country rock Load -carring arch safety coefficient are pressed damaged terrace work and are calculated,
Wherein, the ultimate strength of country rock only considers that increased intensity after supporting, calculation formula are as follows within the scope of anchor pole-country rock Load -carring arch:
Wherein: [σc] be Load -carring arch within the scope of country rock ultimate strength, σ3The supporting power provided for spray-up, anchor pole, two linings；
The supporting power σ provided by anchor pole32, calculation formula is as follows:
σ32=min [fyπd2/(4bs·ks),frbπdglg/(bs·kg)]。
Wherein, σ32The supporting power provided for anchor pole；ksFor the surrender bearing capacity safety coefficient of anchor pole, it is not less than 2.0；Kg is anchor pole
Resistance to plucking safety coefficient, be not less than 2.5；fyFor the yield strength of dowel steel；D is dowel diameter；frbFor mortar anchoring body with
The ultimate bond stress of ground interlayer；dgFor the outer diameter of mortar anchoring body；lgFor the anchorage length of dowel and mortar；B, s is respectively anchor
The circumferential spacing and longitudinal pitch of bar；
The supporting power σ provided by spray-up31, supporting power σ is provided by secondary lining31Calculation formula it is as follows:
σ31=0.5K1·q；
σ33=0.5K3·q；
Wherein, K1、K3The respectively safety coefficient of spray-up, secondary lining；
When jetting thickness is less than 8cm, the σ of spray-up offer31It can be ignored；
The total supporting power provided by anchor pole, spray-up, secondary lining is as σ3, it is different in construction time and operation phase value, it can be with
Using σ3cWith σ3opSupport system is the supporting power that country rock provides in anchor-rock Load -carring arch, meter respectively during construction time and operation
It is as follows to calculate formula:
σ3c=σ31+σ32；
σ3op=σ31+σ32+σ33；
S63: when tunnel jetting thickness is less than 8cm, the support action of spray-up is ignored, and anchor pole is in addition to needing to meet the S62
Whole supporting power σ needed for middle anchor-rock Load -carring arch3In addition, the requirement of minimal support power is also needed to meet, calculation formula is as follows:
min[fyπd2/(4bs·ks),frbπdglg/(bs·kg)] > Pimin；
8. the composite lining of tunnel design method according to claim 1 based on total safety coefficient method, which is characterized in that
The load combination ratio coefficient calculation method of whole failure stage is as follows in the determination of composite construction model and every group of distribution combination in S7:
S71: composite construction model is the computation model based on finite element, and spray-up, secondary lining are all made of beam element simulation, spray-up
Interaction between stratum is used without drawing radial spring and tangential springs simulation, no to draw the rigid of radial spring and tangential springs
It spends consistent without drawing radial spring and tangential springs in the load structure model of spray-up in step S4；Spray-up and secondary lining it
Between interaction using spray-up-two lining between without draw radial spring simulation, spray-up-two lining between without draw radial spring rigidity
K can be indicated are as follows:
Wherein, E1、E2The respectively elasticity modulus of spray-up, secondary lining, h1、h2Respectively the thickness of spray-up, secondary lining, A are
The area of osculating element；
Wherein, the tangential springs rigidity in secondary lining inverted arch region is consistent with spray-up tangential springs；
S72: using composite construction model described in S71, incrementally increasing load, and wherein some section reaches the damaged stage, false
If it can maintain the bearing capacity in damaged stage, and be applied to damage location for the internal force of damaged area as boundary condition, then
Continue to increase load until structure is integrally destroyed, load at this time is as ultimate load, the ratio of ultimate load and design load
The as load combination ratio coefficient of composite lining entirety failure stage.
9. the composite lining of tunnel design method according to claim 1 based on total safety coefficient method, which is characterized in that
The S8 specifically:
Using the load combination ratio coefficient in every group of distribution combination divided by the value of the sum of the safety coefficient of spray-up, secondary lining as judgement
The index of support unit strength match, the ratio are consistently greater than 1, and in illustrating that matching is better close to 1；
Wherein, the economic index of the support unit includes: needed for excavated volume, the amount of each support unit, each supporting measure
Personnel's mechanical arrangements, supporting cycle period；The exploitativeness index of the support unit includes: each support unit no more than existing
Some construction levels cannot impact the condition that applies of other support units.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1870559A2 (en) * | 2006-06-21 | 2007-12-26 | Industrial Roll Formers Pty Limited | A two-stage rock bolt and method of use |
| CN104462835A (en) * | 2014-12-16 | 2015-03-25 | 湖南科技大学 | Tunnel lining safety assessing device and calculation method based on fire scenes |
| CN107066807A (en) * | 2017-02-27 | 2017-08-18 | 湖南科技大学 | It is a kind of to determine vertical shaft lining cutting security and the computational methods of optimization |
| CN108005697A (en) * | 2017-12-29 | 2018-05-08 | 中铁第四勘察设计院集团有限公司 | A kind of tunnel system Soil Anchor Design method based on method of safety coefficients |
| CN108222969A (en) * | 2017-12-29 | 2018-06-29 | 中铁第四勘察设计院集团有限公司 | A kind of Design of Tunnel method based on method of safety coefficients |
-
2018
- 2018-12-07 CN CN201811496389.8A patent/CN109667598B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1870559A2 (en) * | 2006-06-21 | 2007-12-26 | Industrial Roll Formers Pty Limited | A two-stage rock bolt and method of use |
| CN104462835A (en) * | 2014-12-16 | 2015-03-25 | 湖南科技大学 | Tunnel lining safety assessing device and calculation method based on fire scenes |
| CN107066807A (en) * | 2017-02-27 | 2017-08-18 | 湖南科技大学 | It is a kind of to determine vertical shaft lining cutting security and the computational methods of optimization |
| CN108005697A (en) * | 2017-12-29 | 2018-05-08 | 中铁第四勘察设计院集团有限公司 | A kind of tunnel system Soil Anchor Design method based on method of safety coefficients |
| CN108222969A (en) * | 2017-12-29 | 2018-06-29 | 中铁第四勘察设计院集团有限公司 | A kind of Design of Tunnel method based on method of safety coefficients |
Non-Patent Citations (1)
| Title |
|---|
| 肖明清: "复合式衬砌隧道的总安全系数设计方法探讨", 《铁道工程学报》 * |
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