CN108222950A - Diversion water-conveyance tunnel penetrates through method for correcting error under a kind of weak broken wall rock geological conditions - Google Patents
Diversion water-conveyance tunnel penetrates through method for correcting error under a kind of weak broken wall rock geological conditions Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 113
- 238000000034 method Methods 0.000 title claims abstract description 26
- 230000008093 supporting effect Effects 0.000 claims abstract description 45
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 28
- 239000010959 steel Substances 0.000 claims abstract description 28
- 239000004567 concrete Substances 0.000 claims abstract description 21
- 238000004880 explosion Methods 0.000 claims abstract description 11
- 239000007924 injection Substances 0.000 claims abstract description 10
- 238000002347 injection Methods 0.000 claims abstract description 10
- 230000002787 reinforcement Effects 0.000 claims abstract description 10
- 238000005422 blasting Methods 0.000 claims abstract description 9
- 125000004122 cyclic group Chemical group 0.000 claims abstract description 6
- 239000011378 shotcrete Substances 0.000 claims abstract description 6
- 210000003205 muscle Anatomy 0.000 claims abstract description 4
- 238000005553 drilling Methods 0.000 claims abstract description 3
- 238000010276 construction Methods 0.000 claims description 31
- 238000009412 basement excavation Methods 0.000 claims description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 22
- 239000010410 layer Substances 0.000 claims description 15
- 210000005239 tubule Anatomy 0.000 claims description 15
- 238000013461 design Methods 0.000 claims description 12
- 238000006073 displacement reaction Methods 0.000 claims description 12
- 239000007921 spray Substances 0.000 claims description 9
- 238000004458 analytical method Methods 0.000 claims description 8
- 238000005520 cutting process Methods 0.000 claims description 8
- 230000000452 restraining effect Effects 0.000 claims description 8
- 239000000243 solution Substances 0.000 claims description 7
- 238000010008 shearing Methods 0.000 claims description 6
- 230000002093 peripheral effect Effects 0.000 claims description 5
- 230000029142 excretion Effects 0.000 claims description 3
- 239000011229 interlayer Substances 0.000 claims description 3
- 238000000205 computational method Methods 0.000 claims description 2
- 239000007788 liquid Substances 0.000 claims description 2
- 238000012937 correction Methods 0.000 abstract description 6
- 238000005516 engineering process Methods 0.000 abstract description 3
- 238000013459 approach Methods 0.000 abstract description 2
- 238000000518 rheometry Methods 0.000 description 6
- 238000012360 testing method Methods 0.000 description 6
- 238000011161 development Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000004891 communication Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 239000000411 inducer Substances 0.000 description 2
- 238000000926 separation method Methods 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 230000009172 bursting Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
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- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
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- 238000011105 stabilization Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- 230000007704 transition Effects 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
-
- 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
- E21D11/006—Lining anchored in the rock
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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Abstract
The invention discloses diversion water-conveyance tunnels under a kind of weak broken wall rock geological conditions to penetrate through method for correcting error, belongs to Tunnel Engineering field.This method is digged above the hole of region in tunnel using double-deck grouting small pilot pipe supporting first, is then digged region to diversion tunnel using drilling and blasting method and is constructed by preset cyclic advance；After tunnel digs region explosion, it is laid with bar-mat reinforcement, gunite concrete, injection anchor pole；Set up section-steel support immediately after, when supporting need to ensure that steel arch-shelf and former diversion tunnel outer edge are tangent, be consistent symmetrically from cusp position to the extension supporting of region side, left and right abutment wall pattern is digged；Longitudinally connected muscle and anchor pole are connected as a single entity with steel arch-shelf, then secondary injection concrete；Remove the completed preliminary bracing of former tunnel barrel；Finally apply secondary lining.The present invention in terms of existing technologies, efficiently solves the problems, such as that diversion water-conveyance tunnel penetrates through correction, and new approaches are provided to draw water-conveyance tunnel perforation under such geological conditions.
Description
Technical field
The present invention relates to the diversion water delivery tunnels under Tunnel Engineering field more particularly to a kind of weak broken wall rock geological conditions
Hole penetrates through method for correcting error.
Background technology
Tunnel is generally using unidirectional driving perforation and the perforation of two-way driving.Unidirectional driving perforation i.e. from the input end of tunnel toward
Outlet section tunneling construction or negative direction construction.The perforation of two-way driving i.e. from tunnel inducer toward intermediate through-plane tunnel while,
The port of export also toward intermediate through-plane tunneling construction, finally realizes two-way perforation.
Diversion water-conveyance tunnel is mostly penetrated through since intermediate through-plane position will set pump house using two-way driving.Go out from tunnel
For mouth section toward while through-plane (pump house position) digging excavation, supporting, inducer also carries out excavation, the branch in dark hole toward through-plane
Shield can be realized in the case of construction party communication is unimpeded, line location is accurate in the two-way perforation in interlude pump house position.Then,
During practice of construction, there are part special engineering field conditions：The construction party at tunnel's entrance and exit both ends due to confusing communication, then
Since line location problem causes to misplace when interlude penetrates through, diversion tunnel water outlet has excavated completion and has carried out just at this time
Phase supporting (gunite concrete and erection steel arch-shelf).Therefore it needs to find a kind of effectively solution diversion water-conveyance tunnel perforation correction side
Method, the diversion water-conveyance tunnel perforation method for correcting error especially under weak broken wall rock geological conditions.
Invention content
The present invention is strong in V class surrounding rock for diversion water-conveyance tunnel --- two-way perforation under middle weathering siltstone distribution occasion
Problem of misalignment, i.e. original are built in diversion tunnel water outlet (pump house water inlet) position namely Fig. 1 at engineering separation there are deviation,
It proposes a kind of lift pump room diversion tunnel barrel Enlargement excavation method, efficiently solves the perforation correction of diversion water-conveyance tunnel and ask
Topic provides a kind of new thinking to draw water-conveyance tunnel perforation under such geological conditions.
Specific technical solution of the present invention is as follows：
Diversion water-conveyance tunnel penetrates through method for correcting error under weak broken wall rock geological conditions, and its step are as follows：
1) it is digged in tunnel and double-deck grouting small pilot pipe supporting is used above the hole of region, and is used in supporting advanced small
The diameter and wall thickness of conduit are all higher than the advanced tubule in former diversion tunnel；
2) region is digged to diversion tunnel using drilling and blasting method to construct by preset cyclic advance, and in explosion, is carried on the back
Retain former tunnel excavation face from the section for digging region side, only dig explosion to opposite side on the basis of former tunnel；It opens in tunnel
It digs and carries out hole blasting design by photoface exploision requirement, ensure that excavation face and design profile line are basically identical；
3) after tunnel digs region explosion, bar-mat reinforcement, gunite concrete, injection anchor pole are laid with；Steel arch is set up immediately after
Frame supporting, when supporting, need to ensure that steel arch-shelf and former diversion tunnel outer edge are tangent, from cusp position to digging the extension of region side
Supporting, the tunnel after supporting or so abutment wall pattern is consistent symmetrically；Longitudinally connected muscle and anchor pole are connected as a single entity with steel arch-shelf,
Then secondary injection concrete；
4) the completed preliminary bracing of former tunnel barrel is removed；
5) and then by the secondary lining rigidity for calculating the tunnel after digging secondary lining is applied.
Preferably, in step 1), in the double-deck grouting small pilot pipe, advanced tubule using φ 50 ×
4.5mm, length L=4.5m, first layer and second layer advanced tubule circumferential direction spacing are 0.4m, and two interlayer advanced tubules are wrong
Position arrangement, the outer limb of first layer is 35 °~45 °, and the outer limb of the second layer is 10 °~25 °, the advanced tubule lap of splice >=2m,
Longitudinal direction cycle spacing 2m, construction area are 120 ° of tunnel arch range.
Preferably, in step 2), Blasting Excavation is constructed by 0.5m per cyclic advance.
Preferably, tunnel barrel sprays concrete, thickness 16cm using C25；The reinforced mesh parameter of injection for 8@200 ×
200mm。
Preferably, the steel arch-shelf uses I 14 steel arch-shelfs, longitudinal pitch 0.5m.
Preferably, in the step 5, the computational methods of the secondary lining rigidity of the tunnel after digging are as follows：
S1：Analysis software is designed respectively to needed for the tunnel after digging using economics analysis method and Tongji University's dawn vcehicular tunnel
Secondary lining rigidity calculated；
Economics analysis method is using convergence leash law, and specific steps are as shown in S101~S104：
S101：The parsing for restraining line corresponding with deformation pressure is obtained by elasticity, elastoplasticity and viscoelastic-plastic constitutive model
Solution, wherein：
Elasticity restrains displacement of the lines equation：
Elastoplasticity restrains line equation：
Wherein RpFor plastic zone radius, calculating formula is：
In formula, u be cavern's peripheral radial displacement, R0For cavern's radius, P0For initial field stress, PiFor pressure from surrounding rock, E is
Modulus of Elasticity of Rock Mass, μ are rock mass Poisson's ratio, and c is rock mass cohesive strength,For rock mass internal friction angle；
Country rock viscoelastroplasticity restrains line equation：
Wherein：
In formula：Cavern peripheral radial displacements of the u (t) for t moment, Pi(t) it is the pressure from surrounding rock of t moment, η1It is viscous for country rock
Coefficient, G0、G∞、GmThe respectively instantaneous modulus of shearing of country rock, long-tesm and sticky shearing modulus, M are elastic region and modeling
Property distinguish interface on stress difference；
S102：Broken-rock pressure is calculated as follows：
Line equation of restraining corresponding with broken-rock pressure is：
In formula, γ be rock mass unit weight, c*、The respectively cohesive strength and internal friction angle of relaxation zone rock mass；
S103：Line will be restrained accordingly with deformation pressure and restrain line accordingly with broken-rock pressure and combine to obtain country rock feature
Curve；
S104：Best secondary lining supporting is obtained from country rock indicatrix to apply a little, needed for the tunnel after being digged
Secondary lining rigidity；
The specific steps that Tongji University's dawn vcehicular tunnel design analysis software calculates are as shown in S201~S202：
S201：The parameter input Tongji University dawn vcehicular tunnel of tunnel after digging is designed in analysis software, and set tunnel
It is more than 0.6 that secondary lining, which undertakes pressure from surrounding rock to share ratio, in hole；
S202：Then it is calculated using software analysis, the secondary lining rigidity needed for the tunnel after being digged；
S2：The secondary lining rigidity value obtained in comparison S104 and S202, takes larger secondary lining rigidity value to digging
Tunnel afterwards applies secondary lining.
Preferably, before per-fore pouring liquid with small pipe construction, hole is gone out to diversion tunnel and digs hole face progress bar-mat reinforcement and C25
Concrete supporting is sprayed, ejectment water is carried out above hole, while applies slope surface excretion water hole.Further, concrete is sprayed when C25 sprays concrete supporting
Thickness is 10cm, and bar-mat reinforcement uses 8 200 × 200mm of@of φ.
The present invention in terms of existing technologies, efficiently solves the problems, such as that diversion water-conveyance tunnel penetrates through correction, is such
Draw water-conveyance tunnel perforation under geological conditions and provide a kind of new thinking.In addition, for the weak broken after digging in the present invention
The deformation pressure feature of country rock, is optimized the selection of secondary lining rigidity value, can be in the deformation of later stage country rock
It keeps stablizing in the process.
Description of the drawings
Fig. 1 goes out hole and lift pump room position view for diversion tunnel；
Fig. 2 is V class surrounding rock supporting construction sectional schematic diagram of diversion tunnel fractured weak zone；
The diversion tunnel water outlet that Fig. 3 is the present invention digs region barrel supporting construction schematic cross-sectional view；
The diversion tunnel water outlet that Fig. 4 is the present invention digs region barrel supporting construction schematic longitudinal section；
Fig. 5 is tunnel barrel supporting construction is vertical and horizontal direction stress diagram；
Fig. 6 lasts progress curve schematic diagram for rock soil medium material (country rock) creep.
Fig. 7 is surrounding rock displacement supporting characteristic curve synoptic diagram.
Specific embodiment
The present invention is further elaborated and illustrated with reference to the accompanying drawings and detailed description.Each implementation in the present invention
The technical characteristic of mode can carry out the corresponding combination under the premise of not conflicting with each other.
As shown in Figure 1, in certain diversion water and sediment transport, the construction party at tunnel's entrance and exit both ends due to confusing communication,
Again since line location problem leads to when interlude penetrates through dislocation (namely in Fig. 1 at engineering separation there are deviations).The tunnel
Hole is strong for V class surrounding rock --- and under middle weathering siltstone distribution occasion, excavate completion by Fig. 2 diversion tunnel water outlets and carried out
Preliminary bracing (gunite concrete and set up steel arch-shelf).Therefore, it is necessary to rectify a deviation to diversion tunnel and water-conveyance tunnel.This reality
It applies in example, method for correcting error is as follows：
(1) diversion tunnel digs section and is located in raw water pump foundations hole, excavation slope 1:0.3, it is security consideration, avoids
Falling Rocks chip off-falling during digging digs hole face progress bar-mat reinforcement+C25 spray concrete supportings to going out hole, and spray concrete thickness is 10cm,
Bar-mat reinforcement uses 8 200 × 200mm of φ, and ejectment water is carried out above hole, while applies slope surface excretion water hole；
(2) double-deck grouting small pilot pipe is applied by Fig. 3 designs, advanced tubule uses φ 50 × 4.5mm, L=
4.5m, first layer (outer layer) and the second layer (internal layer) advanced tubule circumferential direction spacing are 0.4m, and two interlayer advanced tubules are wrong
Position arrangement, the outer limb of first layer is 35 °~45 °, and the outer limb of the second layer is 10 °~25 °, the advanced tubule lap of splice >=2m,
Longitudinal direction cycle spacing 2m, construction area are 120 ° of arch.The sequence of construction of " first supporting, rear excavation ", it can be ensured that tunnel construction
Shi Anquan.
(3) diversion tunnel digs region using drill bursting construction, and consideration digs region and crushes V class surrounding rock for weak surrounding rock,
For safe and smooth construction, Blasting Excavation is constructed by 0.5m per cyclic advance.Tunnel excavation is carried out boring quick-fried set by photoface exploision requirement
Meter ensures that excavation face and design profile line are basically identical.And when tunnel digs region explosion, away from digging region side section
Retain former tunnel excavation face, only dig explosion along the tangent direction of outer edge to opposite side on the basis of former tunnel, in this way may be used
To effectively reduce blast disturbance range, wall rock loosening is avoided to collapse, as shown in Figure 3.
(4) after tunnel digs region explosion, bar-mat reinforcement, reinforced mesh 8 200 × 200mm of φ are laid with, tunnel barrel uses
C25 sprays concrete, thickness 16cm, injection anchor pole；
(5) section-steel support is set up immediately after.It is developed because tunnel digs region barrel wall-rock crack, rock crusher, surely
It is qualitative poor, to ensure Enlargement excavation smoothly safety, to tunnel cutting supporting construction scheme proposals to improve steel arch-shelf model, add
Close steel arch-shelf longitudinal pitch, it is longitudinally connected using screw-thread steel progress per Pin I-steel.In the present embodiment, steel arch-shelf sets up I 14 steel
Arch supports, spacing 0.5m.When setting up section-steel support, steel arch-shelf should be made every effort to and original diversion tunnel outer edge is tangent, from cutting
To the extension supporting of region side is digged, tunnel or so abutment wall pattern strives being consistent symmetrical after supporting, ensures tunnel for point position
Supporting construction stress balance is uniform, as shown in Figure 5.Then longitudinally connected muscle and anchor pole are connected as a single entity with steel arch-shelf again, then
Secondary injection concrete is carried out again, can effectively avoid deficient digging problem of backbreaking.
Construction of tunnel scene, to ask rapid construction, it is simply straight that existing many construction works will dig side abutment wall
Connect city gate type of making, i.e. straight flange wall.And Fig. 2 is bent wall from original tunnel along the outwardly extending side of outer edge, both sides abutment wall
Pattern is different, the tunnel support discontinuity for mechanics principle, and side is easy to generate stress concentration, and by influencing, safety is steady
It is fixed.Therefore, make every effort to tunnel support structure left-right parts stress balance, can make excavation region domain abutment wall pattern that should be kept with former tunnel
Unanimously, blast disturbance range can be not only reduced in this way, but also can balance tunnel support structure left-right parts uniform force.
Q is vertical applied force value above tunnel in Fig. 5, e1、e2Respectively abutment wall upper and lower horizontal force value at left and right sides of tunnel.
(6) when construction of Diversion Tunnels scene uses blasting procedure, supporting after usually first explosion.Due to there is original set herein
The tunnel of good preliminary bracing, so facing dismounting problem.How to arrange to remove, it would be possible to which directly affect engineering stablizes safety
Problem.Since former diversion tunnel barrel has been carried out preliminary bracing (gunite concrete and erection steel arch-shelf), in consideration of it, completing
Behind step (3)~(5), then the completed steel arch-shelf of former tunnel barrel and the anchor pole being connect with steel arch-shelf are removed, realized " first quick-fried
Broken, rear supporting is removed again ", Tunnel Collapse can be prevented to ensure safety.Anchor pole laying is drawn by original in new tunnel in the present embodiment
Water tunnel design scheme is implemented to perform.
(7) it finally needs to apply secondary lining, it is therefore desirable to first calculate two required lining rigidity.
Pressure from surrounding rock is directly acted in supporting construction after tunnel excavation, diversion tunnel dig after due to span increase, hold
Increased by top earthing vertical load, and then horizontal loading is also increased, tunnel stress is as shown in Fig. 5.
After the completion of tunnel support structure, as a kind of " deformation hysteresis " situation, deformation will at any time and sustainable growth is sent out
Exhibition forms the rheological effect (exactly, should be referred to as " creep ") of rock soil medium, it is because deformation excessively causes country rock to last
A kind of main forms of unstability.
It is noted that above-mentioned phenomenon stress level σ values of induced stress field of surrounding rock only after excavation reach (or more than)
The rheology minimum stress limit value σ of rock soil medium materialc(σ >=σ can just occur laterc), the rheology lower limit σ of country rockcValue can be tried by rheology
It tests and obtains, it is from first stage deceleration creep to second stage constant speed creep in creep curveAcquired by development
Transition point a, as shown in Figure 6.
In Fig. 6：
The premise when lining of tunnel two applies stiffness optimization problem is inquired into here, is σ need >=σc.Like this, ground rheology can
It is attributed to two categories below：
1. by the development trend of creep, the convergency value that will finally tend to a certain stabilization at any time, the constringent of meaning is glued
Elastic rheology；
Continuous increase is tended to spread out 2. creep lasts development, is not in convergent final stationary value；At this time if not
Supporting can be applied in time, then most leads to wall damage/unstability due to viscoelastic/Viscoplastic deformation is excessive at last.
So act on the ground pressure on tunnel secondary lining, rheological behavior of surrounding rocks sustainable development should be belonged to and formed pair
" deformation pressure " that tunnel lining applies, it lasts variation, increase with the development of rheological behavior of surrounding rocks, application is deformed to it in supporting
Constraint under, ultimately form the deformation pressure of definite value.
Weak broken wall rock is since the deformation pressure of later stage country rock increases, safety stock of the secondary lining as supporting construction
Or later stage pressure from surrounding rock is born, pressure from surrounding rock, which will share ratio, to be increased.Therefore, secondary lining Rigidity Calculation is adopted in the present embodiment
Analysis software V5.0 is designed with economics analysis method and Tongji University's dawn vcehicular tunnel, respectively to the secondary lining needed for the tunnel after digging
It builds rigidity to be calculated, last engineering takes unfavorable value.
1. the calculating of economics analysis method is specific as follows：
In analytic method using it is more be convergence leash law, key be how quantitative description country rock convergence curve and supporting
Constraint curve, also known as characteristic curve method, as shown in Figure 7.In Fig. 7, p is crustal stress release value, and u radially becomes for rock around hole
Shape shift value, P0For protolith pressure, u0The deformation displacement that just branch country rock has produced before being applied for secondary lining, u1For secondary lining
Build the convergency value for applying rear country rock deformation displacement.A, B, C are respectively difference position when secondary lining applies, and wherein C points are two
Secondary lining cutting most preferably applies a position.Draw convergence line and constrained line simultaneously in same coordinate plane, then two intersections of complex curve
Value can be used as tunnel support structure design-calculated foundation, and the ordinate of intersection point is to act on finally enclosing in supporting construction
Rock pressure power, the abscissa of intersection point is the final deformation displacement of supporting construction, if at this point, supporting construction can keep continual and steady,
It then can determine that tunnel structure is safe and reliable, conversely, should then adjust supporting parameter, re-start design and calculate.Wherein country rock is special
Sign curve can combine to obtain by restraining line accordingly with deformation pressure and restraining line accordingly with broken-rock pressure；According to country rock spy
Curve is levied, the i.e. best secondary lining of point of inflexion on a curve can be found and applied a little, the secondary lining needed for tunnel after being digged
Rigidity.
For the circular shape tunnel in uniform country rock, by elasticity, elastoplasticity and viscoelastroplasticity under simplified load mode
Constitutive models is waited to obtain the analytic solutions for restraining line corresponding with deformation pressure.For circular tunnel, it is assumed that country rock lateral pressure system
Number is 1 (i.e. in hydrostatic pressure state), and meets homogeneous, the continuous, assumption of isotropy, then analytic solutions can be used to obtain its elasticity
Restraining displacement of the lines u equations is：
During using Mohr-Coulomb yield criterion, elastoplasticity convergence line equation is：
Wherein RpFor plastic zone radius, calculating formula is：
In the above formulas, u be cavern's peripheral radial displacement, R0For cavern's radius, P0For initial field stress, PiFor country rock pressure
Power, E are Modulus of Elasticity of Rock Mass, and μ is rock mass Poisson's ratio, and c is rock mass cohesive strength,For rock mass internal friction angle.
To country rock using different rheological models, different viscoelastroplasticity convergence lines can be obtained.Assuming that the stream of elastic region country rock
Become characteristic and meet Poyting-Thomson models, and consider in the forming process of plastic zone surrouding rock stress plasticity redistribution when
Between effect, then can obtain country rock viscoelastroplasticity convergence line equation be
Wherein
The plastic zone radius of t moment
In formula：η1For the country rock coefficient of viscosity, G0、G∞、GmRespectively the instantaneous modulus of shearing of country rock, long-tesm and
Sticky shearing modulus, M are elastic region and the stress difference on the interface of plastic zone.
Line is restrained accordingly about broken-rock pressure, and under above-mentioned elastoplasticity assumed condition, Caquot thinks, due to plastic circle
The loosening and weakening of interior rock, country rock are unfavorable for the condition of balance by generating, need balance of the computational plasticity circle under Gravitative Loads.
It is assumed that the sarifying section of surrounding rock be cavern concentric circles and body force it is radially distributed after, the calculating formula that can obtain broken-rock pressure is
Thus with uniformly distributed broken-rock pressure PsCorresponding country rock restrains line equation, is
In formula, γ be rock mass unit weight, c*、The respectively cohesive strength and internal friction angle of relaxation zone rock mass, according to scene and room
Interior result of the test, rock mass cohesive force c is often reduced much in plastic circle, is not only dropped with cavern excavation process rock crushing
It is low, and larger reduction occurs as weathering, humidifying etc. influence.
When calculating relaxation zone radius, the cohesion c in plastic circle takes the 20%~25% of test value to be used as calculated value；Cavern
Drying is anhydrous, when spraying anchor processing or lining cutting in time and closely knit backfill after excavation immediately, calculates cohesion c in pressure from surrounding rock and can use
The 10%~20% of test value is used as calculated value；When there are water or lining cutting backfill leakiness in cavern, the effect of cohesiveness should not be considered,
Even c=0.
The internal friction angle of rock mass in plastic circleDepending on the filling situation of rock cranny：During without charges, test value is taken
90% be used as calculated value；When there are argillaceous cave-sedimental fillings, the 70% of test value is taken to be used as calculated value.
By it is above-mentioned restrain line accordingly with deformation pressure and restrain line accordingly with broken-rock pressure combine to obtain country rock feature
Best secondary lining supporting can be obtained after curve to apply a little, and then the secondary lining rigidity needed for the tunnel after being digged.
2. software analytic approach is as follows：
By in the parameter input Tongji University dawn vcehicular tunnel design analysis software V5.0 of the tunnel after digging, set in tunnel
Secondary lining, which undertakes pressure from surrounding rock, which shares ratio, need to improve at least more than 0.6.Then it is exactly to increase in the case where material is constant
The rigidity of big secondary lining, that is, thicken the rheology load action that secondary lining bears soft rock later stage confining pressure.It uses and has set herein
Tongji University's dawn vcehicular tunnel design analysis software V5.0 analyses of above-mentioned parameter calculate, secondary needed for the tunnel after being digged
Lining cutting rigidity.
S2：The secondary lining rigidity value obtained in comparison 1. and 2., takes unfavorable value (to take larger secondary lining rigidity
Value) secondary lining is applied to the tunnel after digging.In the present embodiment, C25W6 reinforced concrete lining layers, secondary lining thickness are applied
For 35cm, you can meet the mechanical requirements for digging tunnel.
Former Diversion Tunnel diameter before digging is 3m, and water-conveyance tunnel hole diameter is 1.5m, and Diversion Tunnel diameter compares water-conveyance tunnel
Hole diameter is big.In above-mentioned work progress, in order to penetrate through correction, about 2m (such as Fig. 3) is laterally digged, longitudinally (namely tunnel advance side
To) about 3m (such as Fig. 4).Diversion tunnel water outlet hole diameter expands, and water-holding capacity is promoted, and accelerates in the conversion of lift pump room
Under, the diameter water-conveyance tunnel flow rate of water flow smaller than diversion tunnel in hole accelerates, to reach the function of water-conveyance tunnel.In analogy shield tunnel
It is to make up the increased spoil disposal pressure loss of driving distance after the effect of pump, in order to reduce the pressure loss, usually send the diameter of mud pipe
It is bigger 50mm than spoil disposal pipe diameter.Diversion water-conveyance tunnel promotion pumping action is similar with shield tunnel in the present invention, available for reducing water
The head pressure loss, it is seen that diameter expansion in diversion tunnel water outlet hole is practicable in the present invention, can not only realize correction,
It also is able to improve water-conveyance tunnel flow rate of water flow.
Embodiment described above is a kind of preferable scheme of the present invention, and so it is not intended to limiting the invention.Have
The those of ordinary skill of technical field is closed, without departing from the spirit and scope of the present invention, various changes can also be made
Change and modification.Therefore the technical solution that all modes for taking equivalent substitution or equivalent transformation are obtained all falls within the guarantor of the present invention
In the range of shield.
Claims (8)
1. diversion water-conveyance tunnel penetrates through method for correcting error under a kind of weak broken wall rock geological conditions, which is characterized in that step is as follows：
1) it is digged in tunnel and double-deck grouting small pilot pipe supporting is used above the hole of region, and the advanced tubule used in supporting
Diameter and wall thickness be all higher than advanced tubule in former diversion tunnel；
2) region is digged to diversion tunnel using drilling and blasting method to construct by preset cyclic advance, and in explosion, away from expansion
The section for digging region side retains former tunnel excavation face, only digs explosion to opposite side on the basis of former tunnel；Tunnel excavation is pressed
Photoface exploision requirement carries out hole blasting design, ensures that excavation face and design profile line are basically identical；
3) after tunnel digs region explosion, bar-mat reinforcement, gunite concrete, injection anchor pole are laid with；Steel arch-shelf branch is set up immediately after
Shield, when supporting need to ensure that steel arch-shelf and former diversion tunnel outer edge are tangent, extend supporting from cusp position to region side is digged,
Tunnel after supporting or so abutment wall pattern is consistent symmetrically；Longitudinally connected muscle and anchor pole are connected as a single entity with steel arch-shelf, then
Secondary injection concrete；
4) the completed preliminary bracing of former tunnel barrel is removed；
5) and then by the secondary lining rigidity for calculating the tunnel after digging secondary lining is applied.
2. diversion water-conveyance tunnel penetrates through method for correcting error, feature under weak broken wall rock geological conditions as described in claim 1
It is, in step 1), in the double-deck grouting small pilot pipe, advanced tubule uses 50 × 4.5mm of φ, length L=
4.5m, first layer and second layer advanced tubule circumferential direction spacing are 0.4m, and the dislocation of two interlayer advanced tubules is arranged, first layer
Outer limb is 35 °~45 °, and the outer limb of the second layer is 10 °~25 °, and the advanced tubule lap of splice >=2m, longitudinal direction recycles spacing
2m, construction area are 120 ° of tunnel arch range.
3. diversion water-conveyance tunnel penetrates through method for correcting error, feature under weak broken wall rock geological conditions as described in claim 1
It is, in step 2), Blasting Excavation is constructed by 0.5m per cyclic advance.
4. diversion water-conveyance tunnel penetrates through method for correcting error, feature under weak broken wall rock geological conditions as described in claim 1
It is, tunnel barrel sprays concrete, thickness 16cm using C25；The reinforced mesh parameter of injection is 8 200 × 200mm of@.
5. diversion water-conveyance tunnel penetrates through method for correcting error, feature under weak broken wall rock geological conditions as described in claim 1
It is, the steel arch-shelf uses I 14 steel arch-shelfs, longitudinal pitch 0.5m.
6. diversion water-conveyance tunnel penetrates through method for correcting error, feature under weak broken wall rock geological conditions as described in claim 1
It is, in the step 5, the computational methods of the secondary lining rigidity of the tunnel after digging are as follows：
S1：Analysis software is designed respectively to two needed for the tunnel after digging using economics analysis method and Tongji University's dawn vcehicular tunnel
Secondary lining cutting rigidity is calculated；
Economics analysis method is using convergence leash law, and specific steps are as shown in S101~S104：
S101：The analytic solutions for restraining line corresponding with deformation pressure are obtained by elasticity, elastoplasticity and viscoelastic-plastic constitutive model,
In：
Elasticity restrains displacement of the lines equation：
Elastoplasticity restrains line equation：
Wherein RpFor plastic zone radius, calculating formula is：
In formula, u be cavern's peripheral radial displacement, R0For cavern's radius, P0For initial field stress, PiFor pressure from surrounding rock, E is rock mass
Elasticity modulus, μ are rock mass Poisson's ratio, and c is rock mass cohesive strength,For rock mass internal friction angle；
Country rock viscoelastroplasticity restrains line equation：
Wherein：
In formula：Cavern peripheral radial displacements of the u (t) for t moment, Pi(t) it is the pressure from surrounding rock of t moment, η1For the viscous system of country rock
Number, G0、G∞、GmThe respectively instantaneous modulus of shearing of country rock, long-tesm and sticky shearing modulus, M are elastic region and plasticity
Distinguish the stress difference on interface；
S102：Broken-rock pressure is calculated as follows：
Line equation of restraining corresponding with broken-rock pressure is：
In formula, γ be rock mass unit weight, c*、The respectively cohesive strength and internal friction angle of relaxation zone rock mass；
S103：Line will be restrained accordingly with deformation pressure and restrain line accordingly with broken-rock pressure and combine to obtain country rock feature song
Line；
S104：Best secondary lining supporting is obtained from country rock indicatrix to apply a little, it is secondary needed for the tunnel after being digged
Lining cutting rigidity；
The specific steps that Tongji University's dawn vcehicular tunnel design analysis software calculates are as shown in S201~S202：
S201：The parameter input Tongji University dawn vcehicular tunnel of tunnel after digging is designed in analysis software, and set in tunnel
It is more than 0.6 that secondary lining, which undertakes pressure from surrounding rock to share ratio,；
S202：Then it is calculated using software analysis, the secondary lining rigidity needed for the tunnel after being digged；
S2：The secondary lining rigidity value obtained in comparison S104 and S202, after taking larger secondary lining rigidity value to digging
Tunnel applies secondary lining.
7. diversion water-conveyance tunnel penetrates through method for correcting error, feature under weak broken wall rock geological conditions as described in claim 1
It is, before per-fore pouring liquid with small pipe construction, hole is gone out to diversion tunnel and digs hole face progress bar-mat reinforcement and C25 spray concrete supportings, hole
Ejectment water is carried out above mouthful, while applies slope surface excretion water hole.
8. diversion water-conveyance tunnel penetrates through method for correcting error, feature under weak broken wall rock geological conditions as claimed in claim 7
It is, spray concrete thickness is 10cm when C25 sprays concrete supporting, and bar-mat reinforcement uses 8 200 × 200mm of@of φ.
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