CN110195598A - A kind of highway tunnel construction integrated control method - Google Patents
A kind of highway tunnel construction integrated control method Download PDFInfo
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- CN110195598A CN110195598A CN201910514958.5A CN201910514958A CN110195598A CN 110195598 A CN110195598 A CN 110195598A CN 201910514958 A CN201910514958 A CN 201910514958A CN 110195598 A CN110195598 A CN 110195598A
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- 238000000034 method Methods 0.000 title claims abstract description 67
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- 230000008093 supporting effect Effects 0.000 claims abstract description 49
- 238000009412 basement excavation Methods 0.000 claims abstract description 43
- 230000008569 process Effects 0.000 claims abstract description 28
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- 238000004088 simulation Methods 0.000 claims abstract description 15
- 230000000694 effects Effects 0.000 claims abstract description 9
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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
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
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Abstract
The invention belongs to highway tunnel construction technical fields, and in particular to a kind of highway tunnel construction integrated control method, comprising the following steps: verify the geological conditions of Close Tunnel；Establish mechanical model；Vcehicular tunnel is established by excavation disturbance deformation fracture simulation and prediction platform；Based on vcehicular tunnel by excavation disturbance deformation fracture simulation and prediction platform, the simulation of tunnel excavation and supporting is carried out, the best arrangement and method for construction of tunnel excavation, supporting is drafted；Constructing tunnel is carried out according to the best arrangement and method for construction, in construction process, adjustment excavation, supporting parameter under the guidance of monitoring measurement.The present invention is before constructing tunnel, it first passes through geologic prospect and mechanical test obtains Close Tunnel geological conditions, mechanical model, frigid mountainous areas vcehicular tunnel is built by excavation disturbance deformation fracture simulation and prediction platform based on continuous-discontinuous algorithm, study the deformation controlling for rock surrounding gateways effect of different supporting conditions, draft preferred plan, for instructing constructing tunnel, construction blindness is reduced.
Description
Technical field
The invention belongs to highway tunnel construction technical fields, and in particular to a kind of highway tunnel construction overall-in-one control schema side
Method.
Background technique
With the deep implementation of strategy to develop western regions, the Large-sized Communications such as a large amount of vcehicular tunnels foundation engineering is in Xinjiang, west
The area such as hiding puts into construction operation successively.However, since west area height above sea level is higher, very cold and geological activity are complicated strong
Strong, in Highway Tunnel Construction, the broken swollen extruding large deformation unstability of country rock occurs again and again with supporting Problem of Failure, to cause
Biggish economic loss, therefore develop the construction supporting coordinative role control technology being suitable under such special environment condition and be
The work urgently carried out.
Currently, being directed to highway tunnel construction, according to New Austrian Tunneling Method thought, " benching tunnelling method excavation+shotcrete initial support is usually used
The technical solution of (anchor pole, gunite concrete, steel mesh, steel arch-shelf)+lining cutting later period supporting "；For example, Publication No.
The patent document of CN106437776A discloses a kind of tunnel bracing members preliminary bracing pressing mold construction of shotcrete technology and just
Branch pressing mold.However, in the work progress of cold area's unfavourable geological tunnel, due to the squeezing property and rheological characteristic of weak surrounding rock, just
Phase supporting is as flexible support (erection allow compressed steel arch), it is difficult to which the excessive deformation for limiting country rock causes supporting distortion even broken
It is bad；By setting up big rigidity shaped steel arch, surrouding rock deformation can control, but country rock internal stress is difficult to discharge, and will lead to lining cutting
Caused concrete cracking by larger drag；In order to control the displacement of side wall and bottom, the construction of inverted arch should be completed as early as possible, but
The lower temperature of frigid mountainous areas extends the curing time of inverted arch；In addition, due to Close Tunnel geological conditions property complicated and changeable with
And the freeze thawing and rheological behavior of country rock, it directly carries out tunnel excavation and supporting is difficult to determine optimal working procedure and technical side
Case, construction tool bear the character of much blindness.Therefore, traditional vcehicular tunnel supporting control theory is no longer applicable in.
Summary of the invention
Based on the above deficiencies in the existing technologies, the present invention provides a kind of highway tunnel construction overall-in-one control schema side
Method.
In order to achieve the above object of the invention, the invention adopts the following technical scheme:
A kind of highway tunnel construction integrated control method, comprising the following steps:
S1, the geological conditions for verifying Close Tunnel；
S2, conventional one-axis, triaxial test are carried out to the typical rock sample of acquisition, studies its elasticity under different stress conditions
Broken swollen-residual strength overall process the stress of deformation-damage dilatation-rupture and dynamic respond rule, are established with stress and displacement characterization
Peak before-peak after overall process tension and compression constitutive relation；Confining pressure rheological test, which is unloaded, using freezing and thawing test and three axis studies jelly respectively
Melting parameter and time effect influences the deterioration of soft stratum Surrounding Rock Strength property, and it is broken to establish soft stratum rock convergence measure dilatation-
It splits broken swollen-timeliness breakage and squeezes large deformation and freezing-thawing damage mathematical mechanical model；
The Three-dimension Numerical Model of structure characteristics of rock mass in S3, building characterization weak surrounding rock simulated domain, based on Close Tunnel
Geological conditions generates in Three-dimension Numerical Model and ruptures the prototype structure face that broken expanding distortion plays control action to country rock, then
Fine grid blocks are respectively adopted in the near field region of Three-dimension Numerical Model and far-field region and coarse grids progress is discrete, and after discrete
Zero thickness Joint Element is inserted between solid element and structural plane, to generate continuous-discontinuous model of tunnel soft stratum country rock；
Then mathematical mechanical model and fracture criteria are written as corresponding stress-aperture model respectively and Rule of judgment insertion is three-dimensional even
In continuous-discontinuous algorithm, by gradually deleting the unit for excavating region to characterize tunnel excavating process, to form vcehicular tunnel
By excavation disturbance deformation fracture simulation and prediction platform；
S4, vcehicular tunnel is based on by excavation disturbance deformation fracture simulation and prediction platform, carry out the mould of tunnel excavation and supporting
It is quasi-, draft the best arrangement and method for construction of tunnel excavation, supporting；
S5, constructing tunnel is carried out according to the best arrangement and method for construction, in construction process, is lowered in the guidance of monitoring measurement
Whole excavation, supporting parameter.
Preferably, the process of constructing tunnel includes micro- short step excavation, makes pressure arch first in the step S5
Supporting, prefabricated inverted arch close immediately, big rigidity arch secondary supporting and secondary lining.
Preferably, described to allow pressure arch using grid steel arch-shelf, big rigidity arch uses fashioned iron steel arch-shelf, and two kinds
Steel arch-shelf layering is set up, and is divided into 1m.
Preferably, the prefabricated inverted arch is poured by armored concrete, between every prefabricated inverted arch of two sections
With male and fomale(M&F) and it is bolted.
Preferably, the step S4 includes:
S41, the different excavation conditions of setting, research number of steps, length of bench rupture the broken swollen shadow for squeezing large deformation to tunnel
It rings；
S42, the phase interaction for rupturing broken swollen rear country rock and supporting construction is portrayed by the Contact Algorithm of continuous-discontinuous model
With finally drafting the preferred plan of tunnel excavation support by analyzing different supporting conditions to the control effect of tunnel deformation.
Preferably, the different supporting conditions include just propping up to apply time, gunite concrete thickness, two kinds of differences
Section-steel support structural load undertakes proportionality coefficient and action time, the closing of assembled inverted arch apply opportunity.
Preferably, the freeze thawing parameter includes cycle-index, single cycle time and temperature.
Preferably, the geological conditions of the Close Tunnel include distribution of strata, the spatial position of structural plane, scale and
Occurrence.
Preferably, the step S1 further include: referred to by live in-situ test with the parameter for obtaining tunnel surrounding
Mark.
Preferably, the parameter index includes the Perfection Index and hardness factor of tunnel surrounding.
Compared with prior art, the present invention beneficial effect is:
(1) present invention first passes through geologic prospect and mechanical test obtains Close Tunnel geological conditions, mechanics before constructing tunnel
Model, and then frigid mountainous areas vcehicular tunnel is built based on continuous-discontinuous algorithm and is put down by excavation disturbance deformation fracture simulation and prediction
Platform studies the deformation controlling for rock surrounding gateways effect of different supporting conditions, drafts optimal case, can be used for instructing constructing tunnel, reduction is applied
Work blindness；
(2) present invention in the construction process, using micro- short step excavation, working procedure is simple, up/down steps simultaneously jewel hole,
Explosion, muck removal, and apply initial support and closing country rock as early as possible, be conducive to the stability for safeguarding face and tunnel surrounding, also
It can be reduced disturbance of the explosion to country rock and supporting construction, make to construct safer；
(3) present invention in the construction process, presses arch supporting by allowing, can improve the stress state of broken rock, mention
The self-bearing capacity of high country rock；By big rigidity shaped steel arch supporting, the moderate finite deformation of country rock can be inhibited, it is ensured that country rock is steady
It is qualitative；In addition, big rigidity shaped steel arch supporting much lags behind face before secondary lining, it is not influenced after excavating
The progress of his process, can effectively reduce working hour；
(4) present invention in the construction process, can be between fortune quarrel twice using assembled steel reinforced concrete prefabricated inverted arch
Gap builds rapidly inverted arch, completes the closing of supporting construction, does not influence to feed muck removal, is not required to cast in situs maintenance, effectively improves and apply
Work progress；And since prefabricated inverted arch technology is not required to setting and form removal, Material Cost can be saved；In addition, inverted arch passes through
Batch production is prefabricated, can enable the unification of the quality index such as intensity, durability and waterproofness, is the standard of underground engineering construction
Change, medelling provides condition.
Detailed description of the invention
Fig. 1 is the flow chart of the highway tunnel construction integrated control method of the embodiment of the present invention；
Fig. 2 is continuous-discontinuous coupling algorithm of the highway tunnel construction integrated control method of the embodiment of the present invention
Schematic diagram；
Fig. 3 is the structure of the cross section of the constructing tunnel of the highway tunnel construction integrated control method of the embodiment of the present invention
Schematic diagram；
Fig. 4 is the knot of the axial cross section of the constructing tunnel of the highway tunnel construction integrated control method of the embodiment of the present invention
Structure schematic diagram；
Fig. 5 is the structural schematic diagram of the prefabricated inverted arch of the embodiment of the present invention；
Fig. 6 is the side view of the prefabricated inverted arch of the embodiment of the present invention；
Fig. 7 is the vertical section structure schematic diagram of the prefabricated inverted arch of the embodiment of the present invention；
Marked in the figure: 1- top bar is excavated；2- top bar preliminary bracing；3- gets out of a predicament or an embarrassing situation excavation；4- gets out of a predicament or an embarrassing situation preliminary bracing；
The installation of 5- inverted arch allows compressed steel arch；6- inverted arch installs big rigidity steel arch-shelf；7- installs prefabricated assembled inverted arch；8- installs big rigidity
Steel arch-shelf；9- Second Lining Construction.
Specific embodiment
In order to illustrate the embodiments of the present invention more clearly, Detailed description of the invention a specific embodiment of the invention will be compareed below.
It should be evident that drawings in the following description are only some embodiments of the invention, those of ordinary skill in the art are come
It says, without creative efforts, is also possible to obtain other drawings based on these drawings, and obtain other real
Apply mode.
The highway tunnel construction integrated control method of the embodiment of the present invention is suitable for frigid mountainous areas unfavorable geological condition.
Specifically, as shown in Figure 1, highway tunnel construction integrated control method, comprising the following steps:
S1, field geology investigation, verify the geological conditions of Close Tunnel, construct geological model
Specifically, using means such as geophysical exploration and engineering geological surveys, the geological conditions of Close Tunnel, geology are verified
Condition includes distribution of strata, the spatial position of structural plane, scale and occurrence etc.；In-situ test directly also is carried out in Close Tunnel, is obtained
Take the parameter indexes such as Perfection Index and the hardness factor of tunnel surrounding.
S2, conventional one-axis, triaxial test are carried out to the typical rock sample of acquisition, studies its elasticity under different stress conditions
Broken swollen-residual strength overall process the stress of deformation-damage dilatation-rupture and dynamic respond rule, are established with stress and displacement characterization
Peak before-peak after overall process tension and compression constitutive relation；Confining pressure rheological test, which is unloaded, using freezing and thawing test and three axis studies jelly respectively
Melting parameter and time effect influences the deterioration of soft stratum Surrounding Rock Strength property, and it is broken to establish soft stratum rock convergence measure dilatation-
It splits broken swollen-timeliness breakage and squeezes large deformation and freezing-thawing damage mathematical mechanical model；Continuous-discontinuous coupling algorithm is used to be subsequent
The broken swollen process of rupture of simulation tunnel in cold area country rock provides mechanical model.Wherein, freeze thawing parameter includes that cycle-index, single follow
Ring time and temperature.
The Three-dimension Numerical Model of structure characteristics of rock mass in S3, building characterization weak surrounding rock simulated domain, based on Close Tunnel
Geological conditions generates in Three-dimension Numerical Model and ruptures the prototype structure face that broken expanding distortion plays control action to country rock, then
Fine grid blocks are respectively adopted in the near field region of Three-dimension Numerical Model and far-field region and coarse grids progress is discrete, and after discrete
Zero thickness Joint Element is inserted between solid element and structural plane, to generate continuous-discontinuous model of tunnel soft stratum country rock；
Then mathematical mechanical model and fracture criteria are written as corresponding stress-aperture (slippage) model respectively and Rule of judgment is embedding
Enter in three-dimensional continuous-discontinuous algorithm, by gradually deleting the unit for excavating region to characterize tunnel excavating process, to be formed
Vcehicular tunnel is by excavation disturbance deformation fracture simulation and prediction platform.Wherein, near field region is just proximate to the region of Close Tunnel, i.e., disturbed
Dynamic region；Far-field region is exactly region distant apart from tunnel, not disturbed.
S4, vcehicular tunnel is based on by excavation disturbance deformation fracture simulation and prediction platform, carry out the mould of tunnel excavation and supporting
It is quasi-, draft the best arrangement and method for construction of tunnel excavation, supporting；The step specifically includes:
S41, the different excavation conditions of setting, research number of steps, length of bench rupture the broken swollen shadow for squeezing large deformation to tunnel
It rings；
S42, the phase interaction for rupturing broken swollen rear country rock and supporting construction is portrayed by the Contact Algorithm of continuous-discontinuous model
With finally drafting the preferred plan of tunnel excavation support by analyzing different supporting conditions to the control effect of tunnel deformation；Its
In, different supporting conditions include that just branch applies the time, gunite concrete thickness, two kinds of different section-steel support structural loads undertake
Proportionality coefficient and action time, the closing of assembled inverted arch apply opportunity.Wherein, using two kinds of steel arch-shelf combined supportings, compressed steel is allowed
Arch uses grid steel arch-shelf, and big rigidity steel arch-shelf uses I20 fashioned iron steel arch-shelf, and two kinds of steel arch-shelf layerings are set up, and interval is
1m；Prefabricated inverted arch is poured by armored concrete, male and fomale(M&F) and to be bolted between every prefabricated inverted arch of two sections.
S5, it adjusts and opens under the guidance of monitoring measurement in construction process according to best arrangement and method for construction progress constructing tunnel
It digs, supporting parameter.Specifically, the process of constructing tunnel includes micro- short step excavation, allows pressure arch initial support, prefabricated
Inverted arch closes immediately, big rigidity arch secondary supporting and secondary lining；Under the guidance of monitoring measurement, adjustment in time is excavated, is propped up
Protect parameter, adaptation to local conditions.
The highway tunnel construction integrated control method of the embodiment of the present invention, has the advantages that
One, it before constructing tunnel, first passes through geologic prospect and mechanical test obtains Close Tunnel geological conditions, mechanical model,
And then frigid mountainous areas vcehicular tunnel is built by excavation disturbance deformation fracture simulation and prediction platform based on continuous-discontinuous algorithm, it grinds
The deformation controlling for rock surrounding gateways effect for studying carefully different supporting conditions, drafts optimal case, can be used for instructing constructing tunnel, reduces construction blindly
Property；
Two, in the construction process, using micro- short step excavation, working procedure is simple, up/down steps simultaneously jewel hole, explosion,
Muck removal, and apply initial support and closing country rock as early as possible, be conducive to the stability for safeguarding face and tunnel surrounding, moreover it is possible to reduce
Disturbance of the explosion to country rock and supporting construction, makes to construct safer；
Three, arch supporting in the construction process, is pressed by allowing, the stress state of broken rock can be improved, improves country rock
Self-bearing capacity；By big rigidity shaped steel arch supporting, the moderate finite deformation of country rock can be inhibited, it is ensured that surrounding rock stability；
In addition, big rigidity shaped steel arch supporting much lags behind face before secondary lining, other processes after excavating are not influenced
Progress, working hour can be effectively reduced；
It four, can be rapid in the gap for transporting quarrel twice in the construction process, using assembled steel reinforced concrete prefabricated inverted arch
Inverted arch is built, the closing of supporting construction is completed, does not influence to feed muck removal, cast in situs maintenance is not required to, effectively improves construction speed；
And since prefabricated inverted arch technology is not required to setting and form removal, Material Cost can be saved；In addition, inverted arch is pre- by batch production
System can enable the unification of the quality index such as intensity, durability and waterproofness, be standardization, the medelling of underground engineering construction
Provide condition.
The highway tunnel construction integrated control method of the embodiment of the present invention is applied in real case.
Tekes tunnel is the support engineering of Xinjiang Uygur autonomous region G577 line highway, the left a length of 2760m in hole, right hole
A length of 2765m, using two-way four-lane Class I highway standard, desin speed 60km/h.Tekes tunnel is located in Western Tianshan Yi Li,
Surface relief is big, and tunnel main part is a synclinal structure, is sieve's dwarf system Xishanyao group (J to oblique central part2X), alar part
For (C1)Culm Xishanyao group, geological structure is simple, and a generally width delays to (C1)Culm Akeshake formation that is oblique, underliing
(ClAl), geological structure is complicated, and stratum deformation is stronger, fold, fault development, and stability is poor.
This area carry out constructing tunnel the following steps are included:
(1) the detection tests means such as geologic prospect and borehole television, across hole sound wave are tracked by scene, obtains tunnel surrounding
Random structure plane regularity of distribution feature finds out the geological conditions of Close Tunnel, constructs Close Tunnel geological model；Pass through live survey in situ
Examination, obtains the indexs such as Perfection Index and the hardness factor of tunnel surrounding；
(2) using the representative rock sample for being derived from tunnel scene as research object, conventional one-axis, three axis are carried out to the rock sample of acquisition
Test, flexible deformation → damage dilatation → rupture broken swollen → residual strength overall process of the study of rocks under different stress conditions are answered
Power dynamic respond rule, establish with before stress and the peak of displacement characterization-peak after overall process pressure-drawing constitutive relation.In addition, expansion is frozen
Melt circulation and unload confining pressure rheological test with three axis, studies freeze thawing intensity (cycle-index, single cycle time and temperature) and time effect
The influence of soft stratum Surrounding Rock Strength property-deterioration is coped with, tunnel in cold area is simulated using continuous-discontinuous coupling algorithm to be subsequent
The broken swollen process of the rupture of country rock provides mechanical model；
(3) mechanical model of geological model and cold area's country rock based on continuous-discontinuous algorithm and acquisition, researches and develops severe cold mountain
Area's vcehicular tunnel is based on this platform by excavation disturbance deformation fracture simulation and prediction platform, study different excavation conditions (number of steps,
Length of bench etc.) rupturing the broken swollen influence for squeezing large deformation and different supporting condition to tunnel, (just it is mixed to apply time, injection for branch
When solidifying soil thickness, two kinds of different section-steel support structural loads undertake proportionality coefficient and action time, apply with the closing of formula inverted arch
Machine etc.) the control effect to tunnel deformation, finally draft out the optimal case of tunnel excavation support；
(4) according to the optimal case drafted, the practical excavation in tunnel is carried out, it is as shown in Figures 3 and 4, first by taking two steps as an example
It first carries out top bar to excavate 1, get out of a predicament or an embarrassing situation and excavate 3 surveying and locatings, subsequent charge explosion, explosion uses smooth Surface Blasting Technology, as far as possible
Mitigate the disturbance to tunnel surrounding, if country rock reaches IV, V grades, needs to excavate to cooperate using excavator manually to look for top, it is fast after ventilation
Speed takes off quarrel, cleans out supported face, and to top bar and gets out of a predicament or an embarrassing situation respectively and carry out preliminary bracing, i.e. top bar preliminary bracing 2
With preliminary bracing 4 of getting out of a predicament or an embarrassing situation；
(5) after the completion of upper and lower bench excavation, rapid gunite concrete just sprays thickness control in 4~6cm, then sets anchor
Bar, hangs steel mesh, and installs and allow compressed steel arch, allows compressed steel arch using grid steel frame, every internode is bolted, Liang Paigang
Between frame, with the connection of longitudinal 22 reinforcing bar of Φ, circumferential spacing 1.0m, section two sides of the bottom steelframe applies 2 φ 42mm lock foot anchor tubes,
Long 6.0m.Steel arch-shelf should be close to spray plane at the beginning of country rock as far as possible when installation, between gap should using gunite concrete fill it is closely knit.
Finally carry out secondary injection concrete, jet thickness control is covering steel arch-shelf and to design thickness (2,4 in Fig. 3 and 4)；
(6) then, the construction of prefabricated assembled inverted arch is carried out, carries out the excavation of inverted arch soil first, is sprayed then to bottom surface
Concrete, and along inner wall layering set up allow pressure with big rigidity shaped steel arch (spacing is respectively 1m), needed after having set up every layer of steelframe
Multiple pneumatically placed concrete covering, completes the preliminary bracing (5,6 in Fig. 3) of inverted arch.Then carry out the laying of prefabricated inverted arch, such as Fig. 5-7
Shown, the size of prefabricated inverted arch is 3.8m × 3.0m × 0.5m, is poured by armored concrete, with bumps between every prefabricated inverted arch of two sections
It the face concave and convex surface of the left and right sides (i.e. in Fig. 5) and is bolted, is needed before installation in prefabricated inverted arch bottom and groove stickup
Then waterstop is hung using light gantry and prefabricated inverted arch is routed on bottom surface, blending bolt connects with the inverted arch laid
It connects, is finally completed the installation (7 in Fig. 3) of prefabricated inverted arch；
(7) after the closing for completing initial support structure, under the guidance of monitoring measurement, when country rock initial deformation sufficiently discharges
Afterwards, big rigidity shaped steel arch is set up, arch is made of I20 I-steel, is erected at and is allowed between compressed steel arch, and exposes with inverted arch
Shaped steel arch connection, to complete the closing of supporting construction, spacing 1m, remaining operation is the same as making compressed steel arch identical (in Fig. 3
8)；
(8) after surrouding rock deformation convergence, guarded drainage facility and Second Lining Construction are carried out.It is disconnected that tunnel excavation is first measured when construction
Face cuts deficient digging position, levelling to the layering injection of gunite concrete concave-convex surface significant position, cuts off exposed overlength
Reinforcing bar, anchor pole, and smoothed out with cement mortar, it is subsequently mounted ring, longitudinal Permeable blind pipe and french drain, construction joint waterstop, is laid with anti-
Water plate, and pour water-tight concrete.The construction of secondary lining is finally carried out, lining cutting uses movable hydraulic formwork jumbo tunneling boring one
Secondary property construction removes the dross of abutment wall foot completely before formwork erection, to prevent footing is shaky from causing to sink arch is made to crack.It is mixed
It when solidifying soil construction, is symmetrically vibrated and is poured using pump concrete, to prevent template deformation displacement, and be continuously finished one and pour section.
When concrete strength reaches 2.5MPa, maintenance (9 in Fig. 3) can be demoulded.
During constructing tunnel, the work of Ying Kaizhan monitoring measurement, main project includes vault sinking, perimeter convergence, branch
Protection structure internal force and concussion of blasting etc. can grasp the convergent changing rule of country rock and supporting construction by monitoring measurement
Working condition, logarithm scheme use excavation, supporting parameter carry out feedback check, thus to the integrated control method
It is adjusted and effect optimization.
The above is only that the preferred embodiment of the present invention and principle are described in detail, to the common skill of this field
For art personnel, the thought provided according to the present invention will change in specific embodiment, and these changes should also regard
For protection scope of the present invention.
Claims (10)
1. a kind of highway tunnel construction integrated control method, which comprises the following steps:
S1, the geological conditions for verifying Close Tunnel；
S2, conventional one-axis, triaxial test are carried out to the typical rock sample of acquisition, studies its elasticity under different stress conditions and becomes
Broken swollen-residual strength overall process the stress of shape-damage dilatation-rupture and dynamic respond rule are established with stress and are displaced characterization
Before peak-peak after overall process tension and compression constitutive relation；Confining pressure rheological test, which is unloaded, using freezing and thawing test and three axis studies freeze thawing respectively
Parameter and time effect influence the deterioration of soft stratum Surrounding Rock Strength property, establish soft stratum rock convergence measure dilatation-rupture
Broken swollen-timeliness breakage squeezes large deformation and freezing-thawing damage mathematical mechanical model；
The Three-dimension Numerical Model of structure characteristics of rock mass, the geology based on Close Tunnel in S3, building characterization weak surrounding rock simulated domain
Condition generates in Three-dimension Numerical Model and ruptures the prototype structure face that broken expanding distortion plays control action to country rock, then by three
Fine grid blocks are respectively adopted in the near field region and far-field region of dimension value model and coarse grids progress is discrete, and the entity after discrete
Zero thickness Joint Element is inserted between unit and structural plane, to generate continuous-discontinuous model of tunnel soft stratum country rock；Then
By mathematical mechanical model and fracture criteria be written as respectively corresponding stress-aperture model and Rule of judgment insertion it is three-dimensional continuous-
In discontinuous algorithm, by gradually delete excavate region unit to characterize tunnel excavating process, thus formed vcehicular tunnel by
Excavation disturbance deformation fracture simulation and prediction platform；
S4, vcehicular tunnel is based on by excavation disturbance deformation fracture simulation and prediction platform, carry out the simulation of tunnel excavation and supporting, intend
Determine the best arrangement and method for construction of tunnel excavation, supporting；
S5, it adjusts and opens under the guidance of monitoring measurement in construction process according to the best arrangement and method for construction progress constructing tunnel
It digs, supporting parameter.
2. a kind of highway tunnel construction integrated control method according to claim 1, which is characterized in that the step S5
The process of middle constructing tunnel includes micro- short step excavation, allows pressure arch initial support, prefabricated inverted arch to close immediately, is big rigid
Spend arch secondary supporting and secondary lining.
3. a kind of highway tunnel construction integrated control method according to claim 2, which is characterized in that described that pressure is allowed to encircle
Frame uses grid steel arch-shelf, and big rigidity arch uses fashioned iron steel arch-shelf, and the layering of two kinds of steel arch-shelfs is set up, and is divided into 1m.
4. a kind of highway tunnel construction integrated control method according to claim 2, which is characterized in that the assembled
Prefabricated inverted arch is poured by armored concrete, male and fomale(M&F) and to be bolted between every prefabricated inverted arch of two sections.
5. according to a kind of described in any item highway tunnel construction integrated control methods of claim 2-4, which is characterized in that institute
Stating step S4 includes:
S41, the different excavation conditions of setting, research number of steps, length of bench rupture the broken swollen influence for squeezing large deformation to tunnel；
S42, the interaction for rupturing broken swollen rear country rock and supporting construction is portrayed by the Contact Algorithm of continuous-discontinuous model,
By analyzing different supporting conditions to the control effect of tunnel deformation, the preferred plan of tunnel excavation support is finally drafted.
6. a kind of highway tunnel construction integrated control method according to claim 5, which is characterized in that the different branch
Guard strip part includes that just branch applies the time, gunite concrete thickness, two kinds of different section-steel support structural loads undertake proportionality coefficient
Opportunity is applied with action time, the closing of assembled inverted arch.
7. a kind of highway tunnel construction integrated control method according to claim 1, which is characterized in that the freeze thawing ginseng
Number includes cycle-index, single cycle time and temperature.
8. a kind of highway tunnel construction integrated control method according to claim 1, which is characterized in that the Close Tunnel
Geological conditions include distribution of strata, the spatial position of structural plane, scale and occurrence.
9. a kind of highway tunnel construction integrated control method according to claim 1, which is characterized in that the step S1
Further include: the parameter index of tunnel surrounding is obtained by live in-situ test.
10. a kind of highway tunnel construction integrated control method according to claim 9, which is characterized in that the parameter
Index includes the Perfection Index and hardness factor of tunnel surrounding.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110987347A (en) * | 2019-12-09 | 2020-04-10 | 大连理工大学 | Method for judging stability of surrounding rocks of pumped storage power station factory building under excavation disturbance effect |
| CN111456739A (en) * | 2020-03-09 | 2020-07-28 | 中国十七冶集团有限公司 | Tunnel step method construction method based on finite elements |
| CN111485891A (en) * | 2020-04-29 | 2020-08-04 | 中铁十六局集团路桥工程有限公司 | Method for reversely constructing main tunnel of large-span tunnel by ramp under site-limited condition |
| CN112417542A (en) * | 2020-07-31 | 2021-02-26 | 中电建路桥集团有限公司 | Numerical simulation method for verifying reasonability of tunnel construction excavation scheme |
| CN114936456A (en) * | 2022-05-18 | 2022-08-23 | 西南交通大学 | Tunnel construction organization scheme simulation method, computer device and computer readable storage medium |
| CN116401872A (en) * | 2023-04-10 | 2023-07-07 | 重庆中环建设有限公司 | Method for evaluating construction stability of small-clearance highway tunnel in complex geological environment |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1979000471A1 (en) * | 1978-01-02 | 1979-07-26 | Stiftelsen Svensk Detonikforsk | Method for blasting rock |
| JPH10220172A (en) * | 1997-02-05 | 1998-08-18 | Taisei Corp | Failure-proof device for propulsive jack in pipe jacking method |
| CN1991130A (en) * | 2005-12-30 | 2007-07-04 | 路福昌 | Construction method of fast-assembling road tunnel |
| CN105822319A (en) * | 2016-03-21 | 2016-08-03 | 潘燕 | Highway tunnel structure construction method |
| CN108590667A (en) * | 2018-04-16 | 2018-09-28 | 西安科技大学 | Tunnel excavation and preliminary bracing method based on the analysis of country rock subregion failure evolvement |
-
2019
- 2019-06-14 CN CN201910514958.5A patent/CN110195598B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1979000471A1 (en) * | 1978-01-02 | 1979-07-26 | Stiftelsen Svensk Detonikforsk | Method for blasting rock |
| JPH10220172A (en) * | 1997-02-05 | 1998-08-18 | Taisei Corp | Failure-proof device for propulsive jack in pipe jacking method |
| CN1991130A (en) * | 2005-12-30 | 2007-07-04 | 路福昌 | Construction method of fast-assembling road tunnel |
| CN105822319A (en) * | 2016-03-21 | 2016-08-03 | 潘燕 | Highway tunnel structure construction method |
| CN108590667A (en) * | 2018-04-16 | 2018-09-28 | 西安科技大学 | Tunnel excavation and preliminary bracing method based on the analysis of country rock subregion failure evolvement |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110987347A (en) * | 2019-12-09 | 2020-04-10 | 大连理工大学 | Method for judging stability of surrounding rocks of pumped storage power station factory building under excavation disturbance effect |
| CN111456739A (en) * | 2020-03-09 | 2020-07-28 | 中国十七冶集团有限公司 | Tunnel step method construction method based on finite elements |
| CN111485891A (en) * | 2020-04-29 | 2020-08-04 | 中铁十六局集团路桥工程有限公司 | Method for reversely constructing main tunnel of large-span tunnel by ramp under site-limited condition |
| CN112417542A (en) * | 2020-07-31 | 2021-02-26 | 中电建路桥集团有限公司 | Numerical simulation method for verifying reasonability of tunnel construction excavation scheme |
| CN114936456A (en) * | 2022-05-18 | 2022-08-23 | 西南交通大学 | Tunnel construction organization scheme simulation method, computer device and computer readable storage medium |
| CN116401872A (en) * | 2023-04-10 | 2023-07-07 | 重庆中环建设有限公司 | Method for evaluating construction stability of small-clearance highway tunnel in complex geological environment |
| CN116401872B (en) * | 2023-04-10 | 2024-01-23 | 重庆中环建设有限公司 | Method for evaluating construction stability of small-clearance highway tunnel in complex geological environment |
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