CN105134248A - Vibration-resistant and damping method for connection part of shield tunnel and vertical shaft - Google Patents
Vibration-resistant and damping method for connection part of shield tunnel and vertical shaft Download PDFInfo
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Abstract
The invention discloses a vibration-resistant and damping method for a connection part of a shield tunnel and a vertical shaft. The method comprises the steps that A, a vibration-resistant reinforcing body is constructed, wherein the vibration-resistant reinforcing body is composed of a main reinforcing body (1) and a gradual change reinforcing body (2), and the width and depth of the gradual change reinforcing body are consistent with those of the main reinforcing body; B, a vibration-resistant reinforcing ring is constructed, wherein a shield excavation profile surface is reinforced while the vibration-resistant reinforcing body is constructed, secondary grouting reinforcement is performed on the area through a pipe piece reserved grouting hole, and the vibration-resistant reinforcing ring is formed on the shield excavation face; C, a flexible damping layer is constructed, wherein after the shield tunneling machine breaks a wall, the outer diameter of a cutter disc is larger than the diameter of the pipe piece, a building gap is generated between the pipe piece and a soil body when the pipe piece is disengaged from a shield tail, the flexible damping layer is constructed in the building gap through a shield tunneling machine synchronous grouting system, and finally the flexible damping layer is formed. The scheme is easy to implement, operation is easy and convenient, flexible damping materials are sufficiently utilized, and the good effects on vibration resistance and damping of the shield tunnel are achieved.
Description
Technical field
The present invention relates to ground anti-seismic technology field, be specifically related to antidetonation and the shock-dampening method of a kind of shield tunnel and vertical shaft connecting portion.Mainly be applicable to seismic design and the construction of shield tunnel and vertical shaft connecting portion in highly seismic region texture stratum.
Background technology
In recent years, along with the fast development of China's infrastructure construction, large quantities of railway, highway, subway, water power tunnel (hole) in succession build up and come into operation, and still increasing with the speed of annual several hundred kilometers at built tunnel.Shield construction adopts modernization means, and have speed of application fast, efficiency is high, good work environment, safety guarantee degree advantages of higher, thus makes shield tunnel in the tunnel that built and planning are built, and occupies sizable ratio.Shield tunnel has become the important component part of China's Modern Traffic at present.
In recent years, in several earthquake in the world, many shield tunnels are subjected to destroy, and earthquake mainly occurs in tunnel and vertical shaft connecting portion.Main manifestations is that tunnel cross section section of jurisdiction rotates, dislocation, causes section of jurisdiction faulting of slab ends, joint to destroy; Longitudinal section of jurisdiction, tunnel is outstanding to vertical shaft, and cause connecting portion waterproof failure, secondary is leaked; Have a strong impact on the safety in tunnel and normally used.China is positioned at the intersection of Pacific Ocean earthquake zone and Eurasian earthquake zone, and Earthquake Fault Zone is grown, and seismic activity takes place frequently, and intensity is large, focus is shallow, distribution is wide, harm is large.And China highly seismic region is at built shield tunnel, mostly adopt the method that conventional rigid connects, its poor seismic behavior, is difficult to meet the requirement of structural seismic resistance safety energy.Therefore, the seismic design of shield tunnel and vertical shaft connecting portion become China's highly seismic region shield tunnel build in a difficult problem urgently to be resolved hurrily, be badly in need of invention a kind of safe, reliable, be easy to the shield tunnel of constructing and vertical shaft connecting portion anti-shock methods.
Summary of the invention
The object of the invention is to for overcoming above-mentioned deficiency, and antidetonation and the shock-dampening method of a kind of shield tunnel and vertical shaft connecting portion are provided.The method scheme is easy, easy and simple to handle, and gradual change type seismic hardening body and seismic hardening circle consider by it, in addition the making full use of of Flexible decoupling material, and can play good result to the antidetonation of shield tunnel and damping.
In order to achieve the above object, the present invention takes following technical scheme:
The antidetonation of shield tunnel and vertical shaft connecting portion and a shock-dampening method, the steps include:
1, seismic hardening body construction, seismic hardening body is made up of main reinforcing body and gradual change reinforcing body:
(1) main reinforcing body: it is section of jurisdiction external diameter that the length of main reinforcing body is not less than 1.5D(D), both sides width is not less than 0.5D, the degree of depth is not less than foundation depth H(foundation depth in principle can deeply can be shallow, and it is specifically determined according to engineering site), and be not less than shield structure and break wall requirement size.Before shaft excavation, adopt high-pressure rotary jet grouting pile to reinforce the soil body within the scope of main reinforcing body, pile body blossom type is arranged, can adopt double pipe or triple pipe according to on-the-spot soil condition; The 28d unconfined compression strength being reinforced the soil body is not less than 1.2MPa, the strict consolidation effect controlling the soil body within the scope of hoistway wall 5m, can repeat if desired to spray and reinforce, guarantee to reach reinforcement criteria, form the main reinforcing body of antidetonation; Reduce the difference of rigidity between vertical shaft and shield tunnel, and then the section of jurisdiction earthquake that control brings thus.
(2) gradual change reinforcing body: it is close to the main reinforcing body of antidetonation, it is section of jurisdiction external diameter that its length is not less than 0.5D(D), hierarchy structure should be consistent with main reinforcing body.After the main reinforcing body of antidetonation has been constructed, continue construction gradual change reinforcing body along shield driving direction, its pile body density has reduced gradually, and the soil body is seamlessly transitted to un-improved area by main stabilization zone.
2, seismic hardening circle construction:
While the construction of antidetonation reinforcing body, emphasis carries out emphasis reinforcing to 2 ~ 3m scope soil body beyond shield tunneling contoured surface.According to on-the-spot soil condition, strengthen slurries grouting pressure (increase by 0.5 ~ 1.0MPa, slurry pressure is not less than 3MPa), reduce rotary jet grouting pipe hoisting velocity (reduce by 3 ~ 5cm/min, be not more than 8cm/min), improve Bearing Capacity of Composite Foundation; In situation with good conditionsi, after pipe sheet assembling, reserve injected hole by section of jurisdiction again and secondary grouting reinforcing is carried out to this region, thus ensure that the bearing capacity of the soil body in fixing collar and intensity are not less than other position, stabilization zone, outside shield tunneling face, form seismic hardening circle within the scope of 2 ~ 3m.
3, flexible damping layer construction:
Break after wall completes until shield machine, because cutterhead external diameter is greater than section of jurisdiction diameter, along with shield tail is deviate from section of jurisdiction, between section of jurisdiction and the soil body, will structure void be produced.Now, in this structure void, the construction of flexible damping layer is carried out by shield machine synchronous grouting system.The quality mixture ratio of Flexible decoupling material is cement: sand: mulseal: water: aluminium powder=1.0:2.0:1.8:0.5:0.15.First, cement, sand, Admixture are mixed and mix thoroughly; Then water is added, uniform stirring 2 ~ 5min; Then mulseal is added, uniform stirring 2 ~ 5min; Add aluminium powder and stir 1 ~ 3min again.After slurries to be configured reach construction requirement, by shield machine synchronous grouting system, by the space between above-mentioned slurry injection tube sheet and excavation face, grouting pressure gets the stationary water soil pressure of 1.1 ~ 1.2 times, slip casting position, grouting pressure is generally set in 0.3 ~ 0.5MPa, final formation flexible damping layer.
Described cement is Portland cement; Described sand is common river sand.
Described mulseal be pitch and emulsifier under certain process acts, generate oil-in-water type liquid bitumen.Mulseal is the road asphalt used by usual high temperature (120 to 130 degrees Celsius), through mechanical agitation and chemically stable method (emulsification), is diffused in water and is liquefied as that viscosity under normal temperature is very low, the good a kind of pavement construction material of mobility.Can use by normal temperature, also can use together with cold, moist building stones.
Described aluminium powder, the i.e. metallic pigments of silver color, add a small amount of sliding agent with pure aluminum foil, crushes as squamous powder, then form through polishing through pounding.Aluminium powder light weight, floating force is high, strong covering power, all good to the reflecting properties of light and heat.Expansion agent before mainly not yet solidifying as cement emulsified asphalt mortar, suitable aluminium powder can produce volume expansion to offset the volume contraction at cement emulsified asphalt mortar solidification initial stage.
Described Admixture, is mainly polycarboxylate water-reducer, and trying one's best, use water-reducing rate is high, little, the stay-in-grade water reducing agent of divergence loss.Be mainly used in the mix of on-the-spot Testing of Grouting Material Behind Segments, by adding water reducing agent in injecting paste material, increase the easy property of work of slurries, improving its workability.
The existing early stage and final strength necessarily of flexible damping layer material, has again relatively low modulus of shearing.Certain early stage and final strength can ensure the stable of section of jurisdiction; Meanwhile, as can be seen from Fig. 1 and Fig. 2 Finite element analysis results, flexible damping layer effectively can reduce again the internal force of section of jurisdiction under geological process.
4, longitudinal damping device construction:
Its size is determined according to vertical shaft body of wall and tunnel external diameter, and should not be less than 0.8m, wherein cushion rubber layer should not be less than 0.2m.After negative pipe ring and No. zero transition rings are removed, in conjunction with the pre-buried steel loop in broken wall phase vertical shaft body of wall, weldering knot reinforcing bar in pre-buried steel loop, form steel mesh reinforcement, then subregion carries out pouring concrete, forms steel concrete locking layer.
After steel concrete locking layer has been constructed, choose shore hardness and (be called for short HS, represent a kind of standard of material hardness; First being proposed by British Shao Er 1907) about 35(adopts the pressing of 35 degree of cone angles, under test force effect, when pressing foot surface to fit completely with specimen surface, ﹐ pressing tip surface is relative presses sufficient plane to have certain extension elongation L for vertical pressing in sample table face ﹐, shore hardness HA=100-L/0.025) rubber packing material, measure its Compression and cutting modulus, the deformation performance of checking rubber.Then block rubber is pressed into the space in the middle of steel concrete locking floor and No. 1 pipe ring, adopt fluid sealant to be bonded together between block rubber and between rubber and section of jurisdiction, inside and outside rubber, anti-aging measure is done in both sides.Outstanding to vertical shaft of lining cutting under cushion rubber layer available buffer geological process, and mould note concrete will be given prominence to and limits within the specific limits, guarantee the normal use in tunnel.
As can be seen from Fig. 3 Finite element analysis results, longitudinal damping device effectively can reduce the dynamic stress of tunnel longitudinal direction under geological process, reduces the relative displacement between section of jurisdiction and diaphragm wall, ensures water resistance and the normal usage energy of broken wall displacement.
Compared with prior art, the present invention has the following advantages and effect:
1 gradual change type seismic hardening body effectively can improve the self-bearing ability of end soil body, realize stiffness variation steadily excessively, then can reduce the tunnel earthquake that vertical shaft and end soil body cause due to stiffness difference;
2 seismic hardening circles can further improve rigidity and the bearing capacity of the soil body near outline excavation face, reduce the distortion that it transmits to section of jurisdiction under geological process; Meanwhile, the modulus difference of reinforcing body and flexible damping interlayer can also be improved, promote the damping effect of flexible damping layer;
3 Flexible decoupling material have certain early stage and permanent strength, relatively low modulus of shearing, preferably water proofing property, suitable workability.Therefore, compared with conventional synchronization injecting paste material, it effectively can absorb the distortion of reinforcing body around under geological process, and damping performance is more superior;
4 longitudinal damping devices allow section of jurisdiction longitudinally having certain displacement by rubber layer, and by the restriction of locking layer, longitudinally displacement is excessive again.Antidetonation and damping are organically combined, solves the stresses in segments caused that is in the past rigidly connected merely and concentrate, cause the problem that local pressure destroys;
The present invention has taken into full account the stress characteristic of shield tunnel and vertical shaft connecting portion under geological process, antidetonation and damping is organically combined, effectively can reduce structure partial stress and concentrate the destruction caused, can ensure again the normal use of structure.
Accompanying drawing explanation
Fig. 1 is a kind of with/without tunnel duct piece major principal stress time-history curves (Finite element analysis results) during flexible damping layer
Above-mentioned is a certain shield tunnel (excavation external diameter 14.9m, the thick 0.6m in section of jurisdiction, fabric width 2.0m) result of calculation under geological process (peak accelerator is 0.2g), as can be seen from the results, with compared with flexible damping layer (thick 15cm), after applying flexible damping layer, under geological process, section of jurisdiction major principal stress (tensile stress) reduces about 56%, effectively control that pulling open of section of jurisdiction under geological process is bad, joint opens equivalent risk, reduce the earthquake in tunnel.
Fig. 2 is a kind of with/without tunnel duct piece shear stress time-history curves (Finite element analysis results) during flexible damping layer
As can be seen from the figure, with compared with flexible damping layer, after applying flexible damping layer, under geological process, section of jurisdiction shear stress reduces about 46%, effectively controls the shear failure of section of jurisdiction under geological process, and then reduces the risk of faulting of slab ends between section of jurisdiction.
Fig. 3 is a kind of with/without section of jurisdiction during longitudinal damping device and diaphragm wall relative displacement time-history curves (Finite element analysis results)
Above-mentioned is the result of calculation of this tunnel under longitudinal geological process (peak accelerator is 0.2g), as can be seen from analysis result, because tunnel longitudinal rigidity is greater than stratum, undergo mutation in the rigidity of diaphragm wall place structure simultaneously, No. one there occurs larger relative displacement between section of jurisdiction and diaphragm wall, badly influence the water resistance of termination and the normal use in tunnel.After having applied longitudinal damping device, cushioned the tension and compression of section of jurisdiction longitudinal direction, a relative displacement between section of jurisdiction and diaphragm wall obtains effective control, ensure that the water resistance of tunnel end and normally uses.
Fig. 4 is a kind of gradual change type seismic hardening body section figure;
Fig. 5 is a kind of seismic hardening circle profile;
Fig. 6 is a kind of flexible damping layer and longitudinal damping device sectional view;
Wherein, 1. emphasis stabilization zone, 2. core stabilization zone, 3. gradual change stabilization zone, 4. vertical shaft, 5. inwall, 6. ground-connecting-wall, 7. shield tunnel, No. 8.1 pipe rings, 9. joint, 10. flexible damping layer, 11. seismic hardening circles, 12. pre-buried steel loops, 13. pre-buried steel loop dowels, 14. longitudinal reinforcement concrete locking layers, 15. longitudinally-locked layers of reinforcement, 16. longitudinal cushion rubber layers, 17. water-swellable watertight rubbers.
Detailed description of the invention
embodiment 1:
Further illustrate below in conjunction with concrete example.
The antidetonation of a kind of shield tunnel and vertical shaft connecting portion and shock-dampening method:
1, seismic hardening body
(1) main reinforcing body:
Reinforce emphasis stabilization zone 1, core stabilization zone 2:
It is 14.5m that main reinforcing body is not less than 1.5D(section of jurisdiction outer diameter D from ground-connecting-wall 6 to the length in shield driving direction), ground-connecting-wall 6 both sides extension width is not less than 0.5D, and the degree of depth is not less than foundation depth H, and is not less than shield tunnel 7 and breaks wall claimed range.According to engineering vertical shaft size, the length of main stabilization zone gets 22m(wherein, and 5m is got in emphasis stabilization zone 1, and 17m is got in core stabilization zone 2); Double track tunnel center distance is about 22.4m, and both sides reinforce width and are not less than 0.5D, and getting section of jurisdiction outer diameter D is 14.5m, therefore reinforcing width gets 22.4+14.5+0.5 × 14.5 × 2=51.4m, is greater than foundation ditch length 47.3m; The reinforcing body degree of depth gets foundation depth 26.2m.
Before vertical shaft 4 excavates, adopt high-pressure rotary jet grouting pile to carry out subsidence pressure circle spray reinforcement to the soil body within the scope of main reinforcing body, pile body blossom type is arranged, adopts triple pipe according to on-the-spot soil condition; Through inspection after reinforcing completes, the 28d unconfined compression strength being reinforced the soil body is not less than 1.2MPa, meets reinforcement criteria.
(2) gradual change reinforcing body 3:
It is section of jurisdiction external diameter that gradual change reinforcing body 3 length is not less than 0.5D(D), get 7.5m, hierarchy structure should be consistent with main reinforcing body, gets 51.5m and 26.2m respectively.
After the main reinforcing body of antidetonation has been constructed, same employing triple-pipe high pressure jet grouting stake is reinforced, and continue construction gradual change reinforcing body along shield driving direction, its pile body density linear reduces, and linearly increase hoisting velocity, make soil mass consolidation gradually from main stabilization zone to un-improved area transition; Longitudinally equidistantly coring test result shows, intensity, the modulus of transition region sample all can realize by the gradual transition of reinforcing body to the non-reinforced soil body.
2, seismic hardening circle 11:
While the construction of antidetonation reinforcing body, emphasis carries out emphasis reinforcing to the soil body within the scope of 2 ~ 3m beyond shield tunneling contoured surface.Strengthen slurries grouting pressure (increase by 0.5 ~ 1.0MPa, slurry pressure is not less than 3MPa), reduce rotary jet grouting pipe hoisting velocity (reduce by 3 ~ 5cm/min, be not more than 8cm/min).After having constructed, coring test is carried out to fixing collar, in inspection cutting turns, be reinforced the consolidation effect of the soil body, guarantee that the bearing capacity of the soil body within the scope of fixing collar and intensity are better than other position.
3, flexible damping layer 10:
Shield machine breaks after wall completes, and after joint 9 bolt pretightening reaches designing requirement, section of jurisdiction ring is deviate from shield tail, to be constructed flexible damping layer by synchronous grouting between section of jurisdiction and the soil body.According to site operation situation, for improving the mobility of slurries, add certain water reducing agent (water reducing agent model is such as CR-P200 standard type etc.).The quality mixture ratio of Flexible decoupling material is 42.5# early-strength Portland cement: river sand: mulseal: water: aluminium powder: water reducing agent=1.0:2.0:1.8:0.5:0.15:0.005.Obtained the mechanical performance index of material under this proportioning by test, guarantee that it meets site operation requirement and joint 9 waterproof requirement, and meet the requirement of underground construction damping.
Cement, sand, Admixture when at the scene prepared by mixing station, first mix and mix thoroughly by slurries; Then water is added, uniform stirring 2 or 3 or 4 or 5min; Then mulseal is added, uniform stirring 2 or 3 or 4 or 5min; Add aluminium powder and stir 1 or 2 or 3min again.Use Gilled tube transporting carriage serum pot to be transported to shield machine chassis place to construct.
4, longitudinal damping device:
Longitudinal damping device is by longitudinal reinforcement concrete locking layer 14, and longitudinal cushion rubber layer 16, water-swellable watertight rubber 17 forms, and the position relationship between them as shown in Figure 6.
Damping device thickness gets 0.8m, and wherein longitudinal reinforcement concrete locking layer 14 thickness gets 0.6m, and longitudinal cushion rubber layer 16 thickness gets 0.2m.
After broken wall completes, treat brokenly that wall displacement flexibility shake layer meets waterproof requirement, and after negative ring and No. zero transition rings remove, choose the elastomeric material meeting water-swellable watertight rubber technical indicator, block construction water-swellable watertight rubber 17, watertight rubber thickness gets 2cm, is fixed on No. 1 section of jurisdiction 8 by watertight rubber by bonding adhesive (bonding adhesive model is such as happy Thailand 498 etc.).After watertight rubber has been constructed, choose the elastomeric material meeting yielding rubber technical indicator, the longitudinal cushion rubber layer 16 of block construction, and be fixed on No. 1 section of jurisdiction 8 by yielding rubber by bonding adhesive, inside and outside rubber, anti-aging measure is done in both sides.
In conjunction with the pre-buried steel loop 12 in vertical shaft 4 body of wall, in vertical shaft inwall 5, insert reinforcing bar by drill hole of drilling machine, make pre-buried steel loop dowel 13, form longitudinally-locked layer reinforcing bar 15 net; And piecemeal frame shuttering, carry out pouring concrete, reach after form removal requirement until concrete, stripping.For ensureing that rubber buffer ring is in pressured state under normal operating condition, a small amount of Admixture can be added in fluid concrete, make concrete in hardening process, produce a small amount of expansion, ensure that longitudinal cushion rubber layer 16 is combined closely with longitudinal reinforcement concrete locking layer 14.
Claims (1)
1. the antidetonation of shield tunnel and vertical shaft connecting portion and a shock-dampening method, the steps include:
A, seismic hardening body construction, seismic hardening body is made up of main reinforcing body and gradual change reinforcing body:
(1) main reinforcing body: the length of main reinforcing body is not less than 1.5D, both sides width is not less than 0.5D, the degree of depth is not less than foundation depth H, be not less than shield structure and break wall requirement size, before shaft excavation, adopt high-pressure rotary jet grouting pile to reinforce the soil body within the scope of main reinforcing body, pile body blossom type is arranged, adopts double pipe or triple pipe according to on-the-spot soil condition; The 28d unconfined compression strength being reinforced the soil body is not less than 1.2MPa, controls the reinforcing of the soil body within the scope of hoistway wall 5m, repeats to spray and reinforces, reach reinforcing, form the main reinforcing body of antidetonation; Reduce the difference of rigidity between vertical shaft and shield tunnel, control the section of jurisdiction earthquake brought;
(2) gradual change reinforcing body: it is close to the main reinforcing body of antidetonation, its length is not less than 0.5D, hierarchy structure is consistent with main reinforcing body, after the main reinforcing body of antidetonation has been constructed, construction gradual change reinforcing body is continued along shield driving direction, its pile body density reduces gradually, and the soil body is seamlessly transitted to un-improved area by main stabilization zone;
B, seismic hardening circle are constructed:
While the construction of antidetonation reinforcing body, 2 ~ 3m scope soil body beyond shield tunneling contoured surface is reinforced, according to on-the-spot soil condition, strengthen slurries grouting pressure: increase by 0.5 ~ 1.0MPa, slurry pressure is not less than 3MPa; Reduce rotary jet grouting pipe hoisting velocity: reduce by 3 ~ 5cm/min, be not more than 8cm/min; Improve Bearing Capacity of Composite Foundation; After pipe sheet assembling, then reserve injected hole by section of jurisdiction and carry out secondary grouting reinforcing to this region, in fixing collar, the bearing capacity of the soil body and intensity are not less than other position, stabilization zone, outside shield tunneling face, form seismic hardening circle within the scope of 2 ~ 3m;
C, flexible damping layer are constructed:
Break after wall completes until shield machine, cutterhead external diameter is greater than section of jurisdiction diameter, along with shield tail is deviate from section of jurisdiction, structure void is produced between section of jurisdiction and the soil body, in structure void, the construction of flexible damping layer is carried out by shield machine synchronous grouting system, the quality mixture ratio of Flexible decoupling material is cement: sand: mulseal: water: aluminium powder=1.0:2.0:1.8:0.5:0.15, first cement, sand, Admixture are mixed and mix thoroughly, then water is added, uniform stirring 2 ~ 5min, then mulseal is added, uniform stirring 2 ~ 5min; Add aluminium powder and stir 1 ~ 3min again, by shield machine synchronous grouting system, by the space between above-mentioned slurry injection tube sheet and excavation face, grouting pressure gets the stationary water soil pressure of 1.1 ~ 1.2 times, slip casting position, grouting pressure is set in 0.3 ~ 0.5MPa, final formation flexible damping layer;
Described aluminium powder is the metallic pigments of silver color, adds sliding agent with pure aluminum foil, crushes as squamous powder through pounding, then through polishing;
Described Admixture is polycarboxylate water-reducer.
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| CN110228980A (en) * | 2019-07-15 | 2019-09-13 | 西南交通大学 | A kind of tunnel subtracts shock insulation grouting filling material and its application |
| CN111792887A (en) * | 2020-07-27 | 2020-10-20 | 中铁十四局集团有限公司 | Anti-seismic synchronous grouting material |
| CN112727466A (en) * | 2021-01-29 | 2021-04-30 | 绍兴市柯桥区轨道交通集团有限公司 | Construction method for support-free prefabricated assembled type shield tunnel air shaft structure |
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| CN114439489B (en) * | 2021-12-18 | 2024-04-09 | 中国铁建股份有限公司 | Subway tunnel shield machine receiving device suitable for limited space and construction method thereof |
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| CN105134248B (en) | 2017-08-25 |
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