CN105180888B - High-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method - Google Patents
High-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method Download PDFInfo
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Abstract
Deformation allowance, which is excavated, the invention discloses a kind of high-ground stress Support System in Soft Rock Tunnels determines method, including step：First, test section excavates：The test section of constructed Support System in Soft Rock Tunnels is excavated from the front to the back along tunnel Longitudinal extending direction；In digging process, preliminary bracing is carried out to excavating the Tunnel formed from the front to the back, and obtain the preliminary bracing structure of Tunnel；2nd, deformation monitoring：Vault settlement value in test section on N number of tunnel monitoring section and horizontal clearance convergency value are monitored respectively, and obtain N groups deformation measurement data corresponding with N number of tunnel monitoring section respectively；3rd, the deformation allowance scope based on fraction determines：Determined deformation allowance scope includes tunnel arch deformation allowance scope and tunnel side wall deformation allowance scope；4th, deformation allowance determines.The inventive method step is simple, realizes that convenient and input cost is low, using effect is good, and the deformation allowance that can effectively solve high-ground stress Support System in Soft Rock Tunnels determines problem.
Description
Technical field
The invention belongs to tunnel excavation technical field of construction, is excavated more particularly, to a kind of high-ground stress Support System in Soft Rock Tunnels
Deformation allowance determines method.
Background technology
Tunnel excavation certainly will trigger the redistribution of country rock primitive stress, and the mechanical behavior of whole surrouding rock stress redistribution can
To be generalized as following process：Through " balance ", " relaxation " with after " loosely, caving in " three phases, reaching new balance." relaxation " and
" loose " is two entirely different concepts in description stresses re-distribution process, the performance shape of country rock load during the two
Formula is also different.Load caused by " relaxation " stage is referred to as " deformation pressure ", and the now horizontal reduction of surrouding rock stress is with enclosing
Rock deformation is coexisted, and from rock mass mechanics angle analysis, the country rock in the stage is still believed that in continuous media or like continuous media
Condition；" loosely, caving in " load caused by the stage is referred to as " loosening ", and it is increased to a certain extent in surrouding rock deformation
Afterwards, caved in caused by sillar separates with protolith or the weight stress of sillar acts to supporting.
Domestic and foreign scholars were once carried out to the type that large deformation is produced after soft rock tunnel (also referred to as Support System in Soft Rock Tunnels) construction
Systematic research is crossed, and the type of large deformation is classified from different angles, its texturing machine is pressed to large deformation tunnel below
The classification of reason illustrates.Large-deformation tunnel in soft rock can be divided into three loose type, intumescent and extrusion pressing type classes by its deformation mechanism
Type, induce the deformation spy that the precondition difference of the serious deformation of these three types is larger, and large deformation shows after occurring
Sign is also different.
Wherein, loose type large deformation, which appears in hard rock, (includes sillar intensity Rc ＞ 30MPa fragmented rock body, beded rock mass
With block rock mass etc.) in the shallow tunnel of tunnel and lower earth stress, country rock relaxation is shorter, and early stage, deflection was smaller, is not having
When enough supporting reactions can be provided in time, loosely or it will be caved in after surrouding rock deformation development to a certain extent, it is resulting
Country rock loosening is acted directly in supporting construction, and the condition of upward recurvation or " jump " is presented in deformation tense curve.
The deformation mechanism in intumescent large deformation tunnel be exactly briefly dilatant mineral composition in soft rock in water or
Volume increases in the presence of power, constantly invades the phenomenon of tunnel clearance.When the tunneling in the stratum containing dilatant mineral,
Rock produces expansion after meeting water or moisture absorption, and its value may be much larger than the elastoplasticity and bulking deformation amount sum of rock, thus
Caused dilatancy rock deformation pressure, which turns into, induces the major reason that soft rock tunnel supporting destroys.After tunnel excavation, country rock is met
Physical-chemical reaction can occur for water effect, cause volumetric expansion and the change of mechanical property, chance is formd in tunnel perimeter country rock
The different region in water breathing space and stable region two.Enclosed caused by the natural fissure structure of water-swellable area country rock, Stress relief
Lithofraction gap provides water absorption channel for soft rock and dilatant mineral, exacerbates the dilatancy of country rock, finally produces large deformation, leads
Cause the destruction of tunnel structure body.
" extrusion pressing type large deformation " betides country rock relaxation stage, its deformation mechanism and " loose type large deformation " and " intumescent
Large deformation " difference is larger, and deformation process is extremely complex, and substantial amounts of expert has been carried out greatly with scholar to this problem both at home and abroad
Quantifier elimination, but building for extrusion pressing type large-deformation tunnel in soft rock is still global problem.
Wherein, the weak surrounding rock deformation with high stress background is referred to as " extrusion pressing type " deformation, the i.e. weakness of condition of high ground stress
Surrouding rock deformation is extrusion pressing type large deformation.
ISRM (abbreviation ISRM) " tunnel squeezing rock Professional Committee " makees to country rock Squeezing ground
It is defined as below：" extrusion pressing type " refers to that country rock has the large deformation of timeliness；Its deformation has obvious advantage position and direction, can send out
Life is in the construction stage, it is also possible to continues the long period.The essence of deformation is shearing caused by the shear stress in rock mass transfinites
Wriggle, these deformations can mainly be summarized as following several features：Firstth, the speed of deformation is fast；Secondth, deflection is big；3rd,
Deform duration length；4th, deformation has obvious advantage position and direction.At present, extrusion pressing type large deformation tunnel is relatively recognized
Can failure mechanism have following three kinds：Destruction is split in complete failure by shear, bending failure and shearing and slip.
The probability that soft rock (i.e. weak surrounding rock) is plastically deformed is very high, often causes the headroom in tunnel to diminish, influences just
Normal constructing tunnel and use.Because the geologic property of weak surrounding rock in itself is loosely organized, and stability extreme difference, this is just determined
It will necessarily produce a certain degree of deformation in tunnel construction.Due to weak surrounding rock less stable, in tunnel
After excavation, destroyed original crustal stress balance, so as to cause country rock to deform.During construction, if
The method of selection is improper, can not only cause the deformation of engineering construction preliminary bracing structure, or even the landslide in tunnel etc. can be caused to pacify
Full accident.
Surrouding rock deformation is one of basic norm of Tunnel Design, and the important indicator of evaluation Analyses of Tunnel Wall Rock Stability.
The horizontal lower middle and high strong engineering rock mass for occurring significantly to deform of stress (＞ 25MPa) is referred to as high ground stress soft rock stress higher
(highstressed soft rock, abbreviation H type).High ground stress soft rock stress serious deformation after tunnel excavation substantially undergoes three
The individual stage：A. elastic deformation stage；B. elastic deformation and modeling row deformation coexistence phase；C. based on creep, creep, plastic deformation
Coexist, while show weak surrounding rock with plasticity with rock convergence measure, fracture, extrusion and expansion coupling stage, numerous studies
Based on deformation and the deformation of creep.
To give full play to country rock self-supporting, allow preliminary bracing and country rock to have certain deformation, and excavation line will be designed
Make the pre- allowance suitably expanded, referred to as tunnel deformation allowance.Deformation allowance refer to since Tunnel construct,
To tunnel perimeter deflection it is basicly stable when, the aggregate-value of periphery displacement.
Because soft rock has the characteristics of significant rheology, Surrounding Rock Strength is low, while under high-ground stress effect, These characteristics are more
Add substantially, so that tunnel deformation amount is very big, development of deformation is fast.Once Construction control is improper or deformation allowance is inadequate, easily
Generation supporting cracking, invade limit problem.It is thus determined that the deformation allowance in high ground stress soft rock stress tunnel is just even more important, it is also simultaneously
Extremely difficult.
For railway, constructing tunnel mainly considers deformation allowance, construction error and allows to backbreak, construction error and permit
Permitted to backbreak and be generally basede on the empirically determined span of unit in charge of construction；Rule is relative complex really for tunnel deformation allowance.It is right at present
In high-ground stress and the large-deformation tunnel in soft rock under highly stress condition, determine that tunnel is reserved without the theoretical result of maturation
Deflection, and during use engineering analog method, such tunnel geology condition is extremely complex, and rock property varies, crustal stress bar
Part is different, causes to be difficult to obtain ideal effect.
The content of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that provide a kind of high-ground stress
Support System in Soft Rock Tunnels excavates deformation allowance and determines method, and its method and step is simple, realizes that convenient and input cost is low, uses effect
Fruit is good, and the deformation allowance that can effectively solve high-ground stress Support System in Soft Rock Tunnels determines problem.
In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of high-ground stress Support System in Soft Rock Tunnels is opened
Dig deformation allowance and determine method, it is characterised in that this method comprises the following steps：
Step 1: test section excavates：Along tunnel Longitudinal extending direction, from the front to the back to the examination of constructed Support System in Soft Rock Tunnels
Section is tested to be excavated；In digging process, preliminary bracing is carried out to excavating the Tunnel formed from the front to the back, and obtain Tunnel
Preliminary bracing structure；
Constructed Support System in Soft Rock Tunnels be high ground stress soft rock stress tunnel and its be divided into the test section and positioned at the experiment
The subsequent construction section of section front side；
Step 2: deformation monitoring：To the Vault settlement value and horizontal clearance in the test section on N number of tunnel monitoring section
Convergency value is monitored respectively, and obtains N groups deformation measurement data corresponding with N number of tunnel monitoring section respectively；Every group
The deformation measurement data includes the Vault settlement of preliminary bracing structure on the tunnel monitoring section that monitoring obtains
Value and horizontal clearance convergency value；
Wherein, N is positive integer and N >=100；Longitudinal direction of N number of tunnel monitoring section along Support System in Soft Rock Tunnels of constructing
Bearing of trend is laid from the front to the back, and each tunnel monitoring section is a tunnel of constructed Support System in Soft Rock Tunnels
Cross section；
Step 3: the deformation allowance scope based on fraction determines：Identified deformation allowance scope includes tunnel
Arch deformation allowance scope and tunnel side wall deformation allowance scope；Wherein, tunnel arch deformation allowance scope is denoted as C1m
~C1M, tunnel side wall deformation allowance scope is denoted as C2m~C2M；C1mFor arch deformation allowance minimum value, C1MReserved for arch
Deflection maximum, C2mFor tunnel side wall deformation allowance minimum value, C2MFor tunnel side wall deformation allowance maximum, C1m、
C1M、C2mAnd C2MUnit be mm and its numerical value is positive integer；
Wherein, to C1mWhen being determined, N number of vault in the N groups deformation measurement data in step 2 sinks
Depreciation, and combine formula L11≥LmAnd L (1)12＜ Lm(2) it is determined；In formula (1) and (2), LmFor guarantee set in advance
Rate threshold value and Lm=88%~92%；L11It is C for tunnel arch deformation allowance1mWhen fraction, and
N11To be less than C in N number of Vault settlement value1mAll Vault settlement values total quantity；L12For tunnel arch deformation allowance
For C1m' when fraction, andN12To be less than C in N number of Vault settlement value1m' all vaults sink
The total quantity of depreciation, C1m'=C1m-1mm；
To C1MWhen being determined, N number of Vault settlement value in the N groups deformation measurement data in step 2,
And combine formula L13>=100% (3) and L14＜ 100% (4) is determined；In formula (3), L13For tunnel arch prearrangement of deformation amount
Measure as C1MWhen fraction, andN13To be less than C in N number of Vault settlement value1MAll vaults sink
The total quantity of depreciation；In formula (4), L14It is C for tunnel arch deformation allowance1M' when fraction, andN14To be less than C in N number of Vault settlement value1M' all Vault settlement values total quantity, C1M'=
C1M-1mm；
To C2mWhen being determined, N number of horizontal clearance convergence in the N groups deformation measurement data in step 2
Value, and combine formula L21≥LmAnd L (5)22＜ Lm(6) it is determined；In formula (5) and (6), LmFor fraction set in advance
Threshold value and Lm=88%~92%；L21It is C for tunnel side wall deformation allowance2mWhen fraction, and
N21To be less than C in N number of horizontal clearance convergency value2mAll horizontal clearance convergency values total quantity；L22It is pre- for tunnel side wall
It is C to stay deflection2m' when fraction, andN22To be less than C in N number of horizontal clearance convergency value2m’
All horizontal clearance convergency values total quantity, C2m'=C2m-1mm；
To C2MWhen being determined, N number of horizontal clearance convergence in the N groups deformation measurement data in step 2
Value, and combine formula L23>=100% (7) and L24＜ 100% (8) is determined；In formula (7), L23Become for tunnel side wall is reserved
Shape amount is C2MWhen fraction, andN23To be less than C in N number of horizontal clearance convergency value1MIt is all
The total quantity of horizontal clearance convergency value；In formula (8), L24It is C for tunnel side wall deformation allowance2M' when fraction, andN24To be less than C in N number of horizontal clearance convergency value1M' all horizontal clearance convergency values sum
Amount, C1M'=C1M-1mm；
Step 4: deformation allowance determines：According to identified tunnel arch deformation allowance scope in step 3, to institute
The tunnel arch deformation allowance C for Support System in Soft Rock Tunnels of constructing1It is determined, wherein C1=C1m~C1M；Meanwhile according to step 3
In identified tunnel side wall deformation allowance scope, to the tunnel side wall deformation allowance C of constructed Support System in Soft Rock Tunnels2Enter
Row determination, wherein C2=C2m~C2M。
Above-mentioned high-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method, it is characterized in that：Described in step 3
Lm=90%.
Above-mentioned high-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method, it is characterized in that：Reserved in step 4
After deflection determines, according to identified tunnel arch deformation allowance C1It is determined, wherein C1=C1m~C1M；Meanwhile root
According to identified tunnel arch deformation allowance C in step 31With tunnel side wall deformation allowance C2, and along tunnel Longitudinal extending
Direction, excavation construction is carried out to the subsequent construction section from the front to the back.
Above-mentioned high-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method, it is characterized in that：To institute in step 4
The tunnel arch deformation allowance C for Support System in Soft Rock Tunnels of constructing1When being determined, according to formula(9)
It is determined；To the tunnel side wall deformation allowance C of constructed Support System in Soft Rock Tunnels2When being determined, according to formula(10) it is determined.
Above-mentioned high-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method, it is characterized in that：Described in step 1
The length of test section is not less than 200m.
Above-mentioned high-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method, it is characterized in that：It is front and rear in step 2
Spacing between the two neighboring tunnel monitoring section is 2m~5m.
Above-mentioned high-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method, it is characterized in that：Carried out in step 2
Before deformation monitoring, and the test section of constructed Support System in Soft Rock Tunnels is carried out in digging process from the front to the back in step 1, by
N group distortion monitoring points are laid before backward in the preliminary bracing structure for completion of having constructed；Constructed on the N groups distortion monitoring points edge
The Longitudinal extending direction of Support System in Soft Rock Tunnels is laid from the front to the back, and the N groups distortion monitoring points are laid in respectively is constructed
On N number of tunnel cross section of Support System in Soft Rock Tunnels, and the tunnel cross section described in every group residing for distortion monitoring points is an institute
State tunnel monitoring section；
The preliminary bracing structure includes an arch preliminary bracing structure for being laid in Tunnel arch and two difference
The abutment wall preliminary bracing structure being laid on the left and right sides abutment wall of Tunnel；
The structure all same of the N groups distortion monitoring points, distortion monitoring points described in every group include vault sinking observation station
With two horizontal clearance convergent points, two horizontal clearance convergent points are laid and the two is laid in respectively in symmetrical
In two abutment wall preliminary bracing structures；The quantity of the vault sinking observation station is one or three, when vault sinking is seen
When the quantity of measuring point is one, the vault sinking observation station is laid in the middle part of the arch preliminary bracing structure；When under vault
When the quantity of heavy observation station is three, three vault sinking observation stations are laid in the arch preliminary bracing structure respectively
Left side, middle part and right side；
When deformation monitoring is carried out in step 2, the laid N groups distortion monitoring points are utilized, to each tunnel monitoring section
On Vault settlement value and horizontal clearance convergency value be monitored respectively；Wherein, when the quantity of vault sinking observation station is one
When, the Vault settlement value is the Vault settlement data measured using the vault sinking observation station；When vault sinking observation station
When quantity is three, the Vault settlement value is the flat of the Vault settlement data that are measured using three vault sinking observation stations
Maximum in average or the Vault settlement data measured using three vault sinking observation stations.
The present invention has advantages below compared with prior art：
1st, method and step is simple, reasonable in design and input cost is low.
2nd, reasonable in design and realization is convenient, the deformation measurement data arrived according to field monitoring, and using true based on fraction
Determine the method for deformation allowance, tunnel excavation deformation allowance is determined.Wherein, fraction deforms for Tunnel
Amount (i.e. deformation measurement data) accounts for the ratio of tunnel monitoring section total quantity less than the tunnel monitoring section quantity of set-point, wherein
Deformation measurement data includes Vault settlement data and perimeter convergence data, and so identified deformation allowance more meets engineering reality
Border.
During practice of construction, tunnel deformation monitoring only need to be carried out in test section, and analyzed according to deformation monitoring result
, simplicity, fast and accurately determine tunnel excavation deflection.
3rd, using effect is good, practical value is high and popularizing application prospect is extensive, can effectively solve high-ground stress weak surrounding rock
The deformation allowance in tunnel determines problem, can effectively be applicable to high-ground stress and the soft rock large deformation tunnel under highly stress condition
During the deformation allowance in road determines, identified deformation allowance is reasonable, can effectively solve tunnel deformation allowance not enough, tunnel
The problems such as backbreaking, safety for tunnel engineering can be effectively ensured, and construction cost can be greatly lowered.
In summary, the inventive method step is simple, realizes that convenient and input cost is low, using effect is good, can effectively solve
Certainly the deformation allowance of high-ground stress Support System in Soft Rock Tunnels determines problem.
Below by drawings and examples, technical scheme is described in further detail.
Brief description of the drawings
Fig. 1 is the method flow block diagram of the present invention.
Fig. 2 is the layout position illustration of distortion monitoring points of the present invention.
Description of reference numerals:
1-Tunnel；2-preliminary bracing structure；3-vault sinking observation station；
4-horizontal clearance convergent point.
Embodiment
A kind of high-ground stress Support System in Soft Rock Tunnels as shown in Figure 1 excavates deformation allowance and determines method, including following step
Suddenly：
Step 1: test section excavates：Along tunnel Longitudinal extending direction, from the front to the back to the examination of constructed Support System in Soft Rock Tunnels
Section is tested to be excavated；In digging process, preliminary bracing is carried out to excavating the Tunnel 1 formed from the front to the back, and obtain Tunnel 1
Preliminary bracing structure 2, refer to Fig. 2；
Constructed Support System in Soft Rock Tunnels be high ground stress soft rock stress tunnel and its be divided into the test section and positioned at the experiment
The subsequent construction section of section front side；
Step 2: deformation monitoring：To the Vault settlement value and horizontal clearance in the test section on N number of tunnel monitoring section
Convergency value is monitored respectively, and obtains N groups deformation measurement data corresponding with N number of tunnel monitoring section respectively；Every group
The deformation measurement data includes the Vault settlement of preliminary bracing structure 2 on the tunnel monitoring section that monitoring obtains
Value and horizontal clearance convergency value；
Wherein, N is positive integer and N >=100；Longitudinal direction of N number of tunnel monitoring section along Support System in Soft Rock Tunnels of constructing
Bearing of trend is laid from the front to the back, and each tunnel monitoring section is a tunnel of constructed Support System in Soft Rock Tunnels
Cross section；
Step 3: the deformation allowance scope based on fraction determines：Identified deformation allowance scope includes tunnel
Arch deformation allowance scope and tunnel side wall deformation allowance scope；Wherein, tunnel arch deformation allowance scope is denoted as C1m
~C1M, tunnel side wall deformation allowance scope is denoted as C2m~C2M；C1mFor arch deformation allowance minimum value, C1MReserved for arch
Deflection maximum, C2mFor tunnel side wall deformation allowance minimum value, C2MFor tunnel side wall deformation allowance maximum, C1m、
C1M、C2mAnd C2MUnit be mm and its numerical value is positive integer；
Wherein, to C1mWhen being determined, N number of vault in the N groups deformation measurement data in step 2 sinks
Depreciation, and combine formula L11≥LmAnd L (1)12＜ Lm(2) it is determined；In formula (1) and (2), LmFor guarantee set in advance
Rate threshold value and Lm=88%~92%；L11It is C for tunnel arch deformation allowance1mWhen fraction, and
N11To be less than C in N number of Vault settlement value1mAll Vault settlement values total quantity；L12For tunnel arch deformation allowance
For C1m' when fraction, andN12To be less than C in N number of Vault settlement value1m' all vaults sink
The total quantity of depreciation, C1m'=C1m-1mm；
To C1MWhen being determined, N number of Vault settlement value in the N groups deformation measurement data in step 2,
And combine formula L13>=100% (3) and L14＜ 100% (4) is determined；In formula (3), L13For tunnel arch prearrangement of deformation amount
Measure as C1MWhen fraction, andN13To be less than C in N number of Vault settlement value1MAll vaults sink
The total quantity of depreciation；In formula (4), L14It is C for tunnel arch deformation allowance1M' when fraction, andN14To be less than C in N number of Vault settlement value1M' all Vault settlement values total quantity, C1M'=
C1M-1mm；
To C2mWhen being determined, N number of horizontal clearance convergence in the N groups deformation measurement data in step 2
Value, and combine formula L21≥LmAnd L (5)22＜ Lm(6) it is determined；In formula (5) and (6), LmFor fraction set in advance
Threshold value and Lm=88%~92%；L21It is C for tunnel side wall deformation allowance2mWhen fraction, and
N21To be less than C in N number of horizontal clearance convergency value2mAll horizontal clearance convergency values total quantity；L22It is pre- for tunnel side wall
It is C to stay deflection2m' when fraction, andN22To be less than C in N number of horizontal clearance convergency value2m’
All horizontal clearance convergency values total quantity, C2m'=C2m-1mm；
To C2MWhen being determined, N number of horizontal clearance convergence in the N groups deformation measurement data in step 2
Value, and combine formula L23>=100% (7) and L24＜ 100% (8) is determined；In formula (7), L23Become for tunnel side wall is reserved
Shape amount is C2MWhen fraction, andN23To be less than C in N number of horizontal clearance convergency value2MIt is all
The total quantity of horizontal clearance convergency value；In formula (8), L24It is C for tunnel side wall deformation allowance2M' when fraction, andN24To be less than C in N number of horizontal clearance convergency value2M' all horizontal clearance convergency values sum
Amount, C2M'=C2M-1mm；
Step 4: deformation allowance determines：According to identified tunnel arch deformation allowance scope in step 3, to institute
The tunnel arch deformation allowance C for Support System in Soft Rock Tunnels of constructing1It is determined, wherein C1=C1m~C1M；Meanwhile according to step 3
In identified tunnel side wall deformation allowance scope, to the tunnel side wall deformation allowance C of constructed Support System in Soft Rock Tunnels2Enter
Row determination, wherein C2=C2m~C2M。
Wherein, the N described in step 311Vault sedimentation value in N number of tunnel monitoring section can also be expressed as to be less than
C1mAll tunnel monitoring sections quantity, N12Vault sedimentation value in N number of tunnel monitoring section can also be expressed as to be less than
C1m' all tunnel monitoring sections quantity；N13It is small that vault sedimentation value in N number of tunnel monitoring section can also be expressed as
In C1MAll tunnel monitoring sections quantity, N14It is small that vault sedimentation value in N number of tunnel monitoring section can also be expressed as
In C1M' all tunnel monitoring sections quantity.Correspondingly, N21It can also be expressed as in N number of tunnel monitoring section horizontal
Clearance convergence value is less than C2mAll tunnel monitoring sections quantity, N22It can also be expressed as in N number of tunnel monitoring section
Horizontal clearance convergency value is less than C2m' all tunnel monitoring sections quantity, N23N number of tunnel monitoring can also be expressed as
Horizontal clearance convergence value is less than C in section2MAll tunnel monitoring sections quantity, N24N number of tunnel can also be expressed as
Horizontal clearance convergence value is less than C in monitoring section2M' all tunnel monitoring sections quantity.
In the present embodiment, the L described in step 3m=90%.
, can according to specific needs, to L during actual usemValue size adjust accordingly.
In the present embodiment, after deformation allowance determines in step 4, according to identified tunnel arch deformation allowance C1
It is determined, wherein C1=C1m~C1M；Meanwhile according to identified tunnel arch deformation allowance C in step 31With tunnel side
Wall deformation allowance C2, and along tunnel Longitudinal extending direction, excavation construction is carried out to the subsequent construction section from the front to the back.
Also, to the tunnel arch deformation allowance C of constructed Support System in Soft Rock Tunnels in step 41When being determined, root
According to formula(9) it is determined；To the tunnel side wall deformation allowance C of constructed Support System in Soft Rock Tunnels2
When being determined, according to formula(10) it is determined.
, can according to specific needs, to C during practice of construction1And C2Value size adjust accordingly.
In the present embodiment, the length for Support System in Soft Rock Tunnels of constructing is more than 1000m.
In the present embodiment, the length of test section described in step 1 is not less than 200m.
Also, the spacing in step 2 between the front and rear two neighboring tunnel monitoring section is 2m~5m.
In the present embodiment, before carrying out deformation monitoring in step 2, and constructed weakness is enclosed from the front to the back in step 1
The test section in rock tunnel is carried out in digging process, lays the deformation of N groups in the preliminary bracing structure 2 for completion of having constructed from the front to the back
Monitoring point；Longitudinal extending direction of the N groups distortion monitoring points along Support System in Soft Rock Tunnels of constructing is laid from the front to the back, N
The group distortion monitoring points are laid on N number of tunnel cross section of constructed Support System in Soft Rock Tunnels respectively, and deformation described in every group
Tunnel cross section residing for monitoring point is a tunnel monitoring section.
The preliminary bracing structure 2 includes an arch preliminary bracing structure for being laid in the arch of Tunnel 1 and two points
The abutment wall preliminary bracing structure not being laid on the left and right sides abutment wall of Tunnel 1.
The structure all same of the N groups distortion monitoring points.As shown in Fig. 2 distortion monitoring points described in every group include vault
Lower side bivalent Dirichlet series point 3 and two horizontal clearance convergent points 4, two horizontal clearance convergent points 4 lay in symmetrical and
The two is laid in two abutment wall preliminary bracing structures respectively；The quantity of the vault sinking observation station 3 is one or three
Individual, when the quantity of vault sinking observation station 3 is one, the vault sinking observation station 3 is laid in the arch preliminary bracing knot
The middle part of structure；When the quantity of vault sinking observation station 3 is three, three vault sinking observation stations 3 are laid in institute respectively
State the left side, middle part and right side of arch preliminary bracing structure；
When deformation monitoring is carried out in step 2, the laid N groups distortion monitoring points are utilized, to each tunnel monitoring section
On Vault settlement value and horizontal clearance convergency value be monitored respectively；Wherein, when the quantity of vault sinking observation station 3 is one
When, the Vault settlement value is the Vault settlement data measured using the vault sinking observation station 3；When vault sinking observation station 3
Quantity when being three, the Vault settlement value is the Vault settlement data that are measured using three vault sinking observation stations 3
Average value or the Vault settlement data that are measured using three vault sinking observation stations 3 in maximum.
In the present embodiment, the quantity of the vault sinking observation station 3 is one.
During practice of construction, when the quantity of the vault sinking observation station 3 is three, the Vault settlement value is to utilize three
Maximum in the Vault settlement data that the individual vault sinking observation station 3 measures.
During actual use, two horizontal clearance convergent points 4 are laid in the same horizontal line.In the present embodiment,
Two horizontal clearance convergent points 4 are laid in the middle part of two abutment wall preliminary bracing structures respectively.
In the present embodiment, the Vault settlement data that are measured using the vault sinking observation station 3 and two water are utilized
The horizontal clearance convergence data that flat clearance convergence observation station 4 measures, are the displacement data measured using total powerstation.Also, institute
It is ZT80-2MR total powerstations to state total powerstation, and noncontacting measurement, measurement accuracy 0.1mm are carried out using ZT80-2MR total powerstations.
During actual use, the Vault settlement data that are measured using the vault sinking observation station 3, or using level
The settling data that instrument measures；The horizontal clearance measured using two horizontal clearance convergent points 4 restrains data, can also
For the horizontal range delta data between two horizontal clearance convergent points being measured using convergence instrument.Wherein, it is horizontal
Clearance convergence is also referred to as perimeter convergence.
C described in step 31m=d1Mm, C1M=d2Mm, C2m=d3Mm, C2M=d4Mm, due to C1m、C1M、C2mAnd C2MNumber
Value is positive integer, thus d1、d2、d3And d4It is positive integer.
In the present embodiment, according to identified tunnel arch deformation allowance C in step 31With tunnel side wall prearrangement of deformation amount
Measure C2, and along tunnel Longitudinal extending direction, when carrying out excavation construction to the subsequent construction section from the front to the back, because tunnel is reserved
Deflection is the pre- allowance for suitably expanding design excavation line work.Thus, when carrying out excavation construction to the subsequent construction section, root
According to identified tunnel arch deformation allowance C in step 31With tunnel side wall deformation allowance C2, to the tunnel being pre-designed
Abutment wall excavation contour line outwards expands respectively at left and right sides of arch excavation contour line and tunnel.
During practice of construction, the high ground stress soft rock stress tunnel is the soft rock tunnel positioned at high-ground stress rock stratum.Wherein, highland
Stress is a relative concept, is with respect to for Surrounding Rock Strength (i.e. Rock Mass intensity).That is, work as Surrounding Rock Strength
It is only possible to that soft rock large deformation occurs when reaching certain level with the ratio (i.e. strength-stress ratio) of the maximum crustal stress inside country rock.
Research shows, when strength-stress ratio is less than 0.3~0.5, can produce the deformation that the above is twice than normal tunnel.Therefore,
An Appreciation gist being classified using the ratio (i.e. strength-stress ratio) of Surrounding Rock Strength and maximum crustal stress as large deformation is reasonable
Feasible.Wherein, rock mass strength is denoted as Rb；Herein, rock mass strength is rock mass uniaxial compressive strength.Maximally should inside country rock
Power is denoted as σmax, also referred to as maximum principal stress.
In the present embodiment, the high ground stress soft rock stress tunnel refers to that the strength-stress ratio of country rock is less than 0.3 soft rock tunnel.
Also, the Support System in Soft Rock Tunnels constructed be positioned at Qinghai Province Men Yuanxian and total length be 6550 pairs of linear meter(lin.m.) (double linear meter(lin.m.)s
Refer to tunnel and Double hole per linear meter(lin.m.)) big beam tunnel be located in the crossbeam SUBMOUNTAINOUS AREA of 3600 to 4200 meters of height above sea level, rail level highest elevation is
3607.4 rice；Norm al discharge rate is 1.53 ten thousand sides, the side of maximum flooding quantity 4.58 ten thousand；Barrel is broken by sandstone, slate and F5 tomographies
Broken band.
The formation lithology of big beam tunnel is mainly slate burning into sand rock, and slate is in canescence, grey and grey black, tabular structure
Make, lamelliform, essential mineral is quartz, feldspar, chlorite etc., partially visible dark brown coloured particles, joints development, the more weathering in top layer
In fragment shape, gritty；Sandstone cinerous, light yellow, arenaceous texture, bedded structure, composition is based on quartz, feldspar etc., rock
Matter is hard, and joint is relatively developed, the attitude of rocks：N45 °~80 ° W/18 °~60 ° N, weathered layer thickness are more than 10m.Big beam tunnel position
In in the geosyncline North Qilian fold belt of the Qilian mountains, the band is that CRUSTAL THICKNESS highly makes a variation area, geological structure complexity, neotectonic movement
Strongly, time tectonic activity of more phases, fold, fault development be experienced and.1 tomography is developed in Project Areas, and development 1 is to oblique.Crossbeam
The hydrogeological characteristics in tunnel are as follows:Surface water:Tunnel trunk earth's surface Zhigou snow and ice cover, summer have snowmelt runoff, rainwater to converge
It is poly-.Surface water is to Tunnel Engineering without directly affecting；Close Tunnel groundwater type mainly has the 4th system diving, Bedrock Crevice Water and structure
Make crevice water.
In the present embodiment, N=121.
During practice of construction, N value size can be adjusted accordingly according to specific needs.
Also, the deformation measurement data of 121 tunnel monitoring sections, refers to table 2：
The tunnel monitoring section deformation measurement data table of table 2
To analyze tunnel vault sedimentation, section is carried out to the Vault settlement value in deformation measurement data in table 2 and drawn
Point, refer to table 3：
The Vault settlement value analytical table of table 3
It can be found out by table 3：Tunnel vault sedimentation maximum be 528.2mm, and it is 46.2mm that tunnel vault, which settles minimum value, tunnel
Road Vault settlement average value is 399.4mm；Tunnel vault sedimentation value accounts for tunnel prison in below 300mm tunnel monitoring section quantity
The 7.4% of section total quantity is surveyed, tunnel vault sedimentation value accounts for tunnel monitoring in 300mm~400mm tunnel monitoring section quantity
The 22.3% of section total quantity, tunnel vault sedimentation value account for tunnel monitoring in 400mm~500mm tunnel monitoring section quantity and broken
The 65.3% of face total quantity, it is total that tunnel vault sedimentation value in more than 500mm tunnel monitoring section quantity accounts for tunnel monitoring section
The 5.0% of quantity.Vault settlement value is concentrated mainly between 300mm~500mm, and its tunnel monitoring section quantity accounts for tunnel prison
The 87.6% of section total quantity is surveyed, tunnel vault settles maximum and settles differing greatly for minimum value, tunnel arch with tunnel vault
Top sedimentation maximum is 11 times of tunnel vault sedimentation minimum value.
Correspondingly, to analyze tunnel perimeter convergence, the perimeter convergence value in deformation measurement data in table 2 is carried out
Section partition, refer to table 4：
The perimeter convergence value analytical table of table 4
| Perimeter convergence value (mm) | ＜ 300 | 300~400 | 400~500 | ＞ 500 | Minimum value | Maximum | Average value |
| Tunnel monitoring section quantity | 9 | 27 | 67 | 16 | 40.2 | 546.5 | 412.9 |
| Proportion (%) | 7.4 | 22.3 | 55.4 | 14.9 | / | / | / |
It can be found out by table 4：Tunnel perimeter convergence maximum be 546.5mm, and it is 40.2mm that tunnel perimeter, which restrains minimum value, tunnel
Road perimeter convergence average value is 412.9mm；Tunnel perimeter convergency value accounts for tunnel prison in below 300mm tunnel monitoring section quantity
The 7.4% of section total quantity is surveyed, tunnel perimeter convergency value accounts for tunnel monitoring in 300mm~400mm tunnel monitoring section quantity
The 22.3% of section total quantity, tunnel perimeter convergency value account for tunnel monitoring in 400mm~500mm tunnel monitoring section quantity and broken
The 55.4% of face total quantity, more than tunnel perimeter convergency value 500mm tunnel monitoring section quantity account for tunnel monitoring section sum
The 14.9% of amount.Tunnel perimeter convergency value is concentrated mainly between 300mm~500mm, and its tunnel monitoring section quantity accounts for tunnel
The 77.7% of road monitoring section total quantity, tunnel perimeter restrain maximum and restrain differing greatly for minimum value, tunnel with tunnel perimeter
Road perimeter convergence maximum is 14 times of tunnel perimeter convergence minimum value.
It is existing《Design of Railway Tunnel specification》(TB10003-2005) provide, the tunnel of different surrounding rock rank is it is determined that excavate
During section, in addition to it should meet clearance of tunnel requirement, it is necessary to consider the deflection of country rock, the value and support conditions, apply
Work method, tunnel width, buried depth and country rock grade are closely related, engineering analog method need to be used to determine；In specification clearly
Illustrate, should be true according to metric data feedback analysis in construction for the larger special country rock of significant rheology, protolith crustal stress
It is fixed.
Because the deformation allowance in tunnel is influenceed by many factors, although the excavation span in tunnel, support form and
Construction method it has been determined that but the particularity because of soft rock and construction level difference, scene survey data presence to a certain degree
Uncertainty.Wall rock condition is complicated especially under high ground stress environment, and Tunnel deformation is uncertain, therefore gained
Field measurement data there is also a certain degree of deviation.Consider above-mentioned factor and combine practicality, in the present embodiment, adopt
With the method that deformation allowance scope is determined based on fraction, wherein fraction is Tunnel deflection (i.e. deformation prison
Survey data) the tunnel monitoring section quantity that is less than set-point accounts for the ratio of tunnel monitoring section total quantity, wherein deformation monitoring number
More meet engineering reality according to including Vault settlement data and perimeter convergence data, so identified deformation allowance.
In the present embodiment, the suitable judgment criteria of prearrangement of deformation amount, i.e. L are used as more than 90% using fractionm=90%.Simultaneously
It is bigger than normal compared with perimeter convergence value by analyzing Vault settlement value, in order to reduce tunnel excavation amount, tunnel arch can be formulated respectively and is reserved
Deflection and tunnel side wall deformation allowance.
Also, there is certain related pass in tunnel arch deformation allowance and tunnel side wall deformation allowance to fraction
System.
In the present embodiment, according to the deformation measurement data recorded in table 2, and according to the meter of the fraction described in step 3
Calculation method, be calculated fraction when tunnel arch deformation allowance is 470mm, 500mm and 530mm be respectively 90%,
95% and 100%.While higher fraction is taken into account, the discrete results of data are surveyed with reference to scene, determine that tunnel arch is pre-
Stay deflection C1For 500mm.
Also, fraction when tunnel side wall deformation allowance is 260mm, 265mm and 275mm is respectively 90%, 95%
With 100%.While higher fraction is taken into account, the discrete results of data are surveyed with reference to scene, it is determined that for high crustal stress
Under the conditions of the level surrounding rock tunnel of carbonaceous slate V, tunnel tunnel side wall deformation allowance C1For 270mm.
It is described above, only it is presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, it is every according to the present invention
Any simple modification, change and the equivalent structure change that technical spirit is made to above example, still fall within skill of the present invention
In the protection domain of art scheme.
Claims (7)
1. a kind of high-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method, it is characterised in that this method includes following
Step：
Step 1: test section excavates：Along tunnel Longitudinal extending direction, from the front to the back to the test section of constructed Support System in Soft Rock Tunnels
Excavated；In digging process, preliminary bracing is carried out to excavating the Tunnel (1) formed from the front to the back, and obtain Tunnel (1)
Preliminary bracing structure (2)；
Constructed Support System in Soft Rock Tunnels be high ground stress soft rock stress tunnel and its be divided into the test section and before the test section
The subsequent construction section of side；
Step 2: deformation monitoring：Vault settlement value in the test section on N number of tunnel monitoring section and horizontal clearance are restrained
Value is monitored respectively, and obtains N groups deformation measurement data corresponding with N number of tunnel monitoring section respectively；Described in every group
Deformation measurement data includes the Vault settlement value of preliminary bracing structure (2) on the tunnel monitoring section that monitoring obtains
With horizontal clearance convergency value；
Wherein, N is positive integer and N >=100；Longitudinal extending of N number of tunnel monitoring section along Support System in Soft Rock Tunnels of constructing
Direction is laid from the front to the back, and each tunnel monitoring section is that a tunnel of constructed Support System in Soft Rock Tunnels is cross-section
Face；
Step 3: the deformation allowance scope based on fraction determines：Identified deformation allowance scope includes tunnel arch
Deformation allowance scope and tunnel side wall deformation allowance scope；Wherein, tunnel arch deformation allowance scope is denoted as C1m~
C1M, tunnel side wall deformation allowance scope is denoted as C2m~C2M；C1mFor arch deformation allowance minimum value, C1MBecome for arch is reserved
Shape amount maximum, C2mFor tunnel side wall deformation allowance minimum value, C2MFor tunnel side wall deformation allowance maximum, C1m、C1M、
C2mAnd C2MUnit be mm and its numerical value is positive integer；
Wherein, to C1mWhen being determined, N number of Vault settlement value in the N groups deformation measurement data in step 2,
And combine formula L11≥LmAnd L (1)12＜ Lm(2) it is determined；In formula (1) and (2), LmFor fraction threshold set in advance
Value and Lm=88%~92%；L11It is C for tunnel arch deformation allowance1mWhen fraction, andN11For
It is less than C in N number of Vault settlement value1mAll Vault settlement values total quantity；L12It is for tunnel arch deformation allowance
C1m' when fraction, andN12To be less than C in N number of Vault settlement value1m' all Vault settlements
The total quantity of value, C1m'=C1m-1mm；
To C1MWhen being determined, N number of Vault settlement value in the N groups deformation measurement data in step 2, and tie
Close formula L13>=100% (3) and L14＜ 100% (4) is determined；In formula (3), L13It is for tunnel arch deformation allowance
C1MWhen fraction, andN13To be less than C in N number of Vault settlement value1MAll Vault settlement values
Total quantity；In formula (4), L14It is C for tunnel arch deformation allowance1M' when fraction, andN14For
It is less than C in N number of Vault settlement value1M' all Vault settlement values total quantity, C1M'=C1M-1mm；
To C2mWhen being determined, N number of horizontal clearance convergency value in the N groups deformation measurement data in step 2,
And combine formula L21≥LmAnd L (5)22＜ Lm(6) it is determined；In formula (5) and (6), LmFor fraction threshold set in advance
Value and Lm=88%~92%；L21It is C for tunnel side wall deformation allowance2mWhen fraction, andN21For
It is less than C in N number of horizontal clearance convergency value2mAll horizontal clearance convergency values total quantity；L22Become for tunnel side wall is reserved
Shape amount is C2m' when fraction, andN22To be less than C in N number of horizontal clearance convergency value2m' institute
There are the total quantity of horizontal clearance convergency value, C2m'=C2m-1mm；
To C2MWhen being determined, N number of horizontal clearance convergency value in the N groups deformation measurement data in step 2,
And combine formula L23>=100% (7) and L24＜ 100% (8) is determined；In formula (7), L23For tunnel side wall prearrangement of deformation amount
Measure as C2MWhen fraction, andN23To be less than C in N number of horizontal clearance convergency value2MAll water
The total quantity of flat clearance convergence value；In formula (8), L24It is C for tunnel side wall deformation allowance2M' when fraction, andN24To be less than C in N number of horizontal clearance convergency value2M' all horizontal clearance convergency values sum
Amount, C2M'=C2M-1mm；
Step 4: deformation allowance determines：According to identified tunnel arch deformation allowance scope in step 3, to being constructed
The tunnel arch deformation allowance C of Support System in Soft Rock Tunnels1It is determined, wherein C1=C1m~C1M；Meanwhile according to institute in step 3
The tunnel side wall deformation allowance scope of determination, to the tunnel side wall deformation allowance C of constructed Support System in Soft Rock Tunnels2Carry out true
It is fixed, wherein C2=C2m~C2M。
2. excavating deformation allowance according to the high-ground stress Support System in Soft Rock Tunnels described in claim 1 determines method, its feature exists
In：L described in step 3m=90%.
3. excavating deformation allowance according to the high-ground stress Support System in Soft Rock Tunnels described in claim 1 or 2 determines method, its feature
It is：After deformation allowance determines in step 4, according to identified tunnel arch deformation allowance C in step 41And tunnel
Abutment wall deformation allowance C2, and along tunnel Longitudinal extending direction, excavation construction is carried out to the subsequent construction section from the front to the back.
4. excavating deformation allowance according to the high-ground stress Support System in Soft Rock Tunnels described in claim 1 or 2 determines method, its feature
It is：To the tunnel arch deformation allowance C of constructed Support System in Soft Rock Tunnels in step 41When being determined, according to formula(9) it is determined；To the tunnel side wall deformation allowance C of constructed Support System in Soft Rock Tunnels2Carry out true
Regularly, according to formula (10) it is determined.
5. excavating deformation allowance according to the high-ground stress Support System in Soft Rock Tunnels described in claim 1 or 2 determines method, its feature
It is：The length of test section described in step 1 is not less than 200m.
6. excavating deformation allowance according to the high-ground stress Support System in Soft Rock Tunnels described in claim 5 determines method, its feature exists
In：Spacing in step 2 between the front and rear two neighboring tunnel monitoring section is 2m~5m.
7. excavating deformation allowance according to the high-ground stress Support System in Soft Rock Tunnels described in claim 1 or 2 determines method, its feature
It is：Before deformation monitoring being carried out in step 2, and from the front to the back to the test section of constructed Support System in Soft Rock Tunnels in step 1
Carry out in digging process, lay N group distortion monitoring points in the preliminary bracing structure (2) for completion of having constructed from the front to the back；N groups institute
State Longitudinal extending direction of the distortion monitoring points along Support System in Soft Rock Tunnels of constructing to be laid from the front to the back, the N groups deformation prison
Measuring point is laid on N number of tunnel cross section of constructed Support System in Soft Rock Tunnels respectively, and residing for distortion monitoring points described in every group
Tunnel cross section is a tunnel monitoring section；
The preliminary bracing structure (2) includes an arch preliminary bracing structure for being laid in Tunnel (1) arch and two points
The abutment wall preliminary bracing structure not being laid on the left and right sides abutment wall of Tunnel (1)；
The structure all same of the N groups distortion monitoring points, distortion monitoring points described in every group include vault sinking observation station (3) and
Two horizontal clearance convergent points (4), two horizontal clearance convergent points (4) are in symmetrical laying and the two difference cloth
It is located in two abutment wall preliminary bracing structures；The quantity of the vault sinking observation station (3) is one or three, works as vault
When the quantity of lower side bivalent Dirichlet series point (3) is one, the vault sinking observation station (3) is laid in the arch preliminary bracing structure
Portion；When the quantity of vault sinking observation station (3) is three, three vault sinking observation stations (3) are laid in described respectively
Left side, middle part and the right side of arch preliminary bracing structure；
When deformation monitoring is carried out in step 2, the laid N groups distortion monitoring points are utilized, on each tunnel monitoring section
Vault settlement value and horizontal clearance convergency value are monitored respectively；Wherein, when the quantity of vault sinking observation station (3) is one
When, the Vault settlement value is the Vault settlement data measured using the vault sinking observation station (3)；When vault sinking observation station
(3) when quantity is three, the Vault settlement value is the Vault settlement measured using three vault sinking observation stations (3)
Maximum in the Vault settlement data that three vault sinking observation stations (3) of average value or utilization of data measure.
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