CN101182772B - Two lines intersection small radius, shallow earth covering and large longitudinal slope complicated linetype shield construction method - Google Patents
Two lines intersection small radius, shallow earth covering and large longitudinal slope complicated linetype shield construction method Download PDFInfo
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- CN101182772B CN101182772B CN2007100505557A CN200710050555A CN101182772B CN 101182772 B CN101182772 B CN 101182772B CN 2007100505557 A CN2007100505557 A CN 2007100505557A CN 200710050555 A CN200710050555 A CN 200710050555A CN 101182772 B CN101182772 B CN 101182772B
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Abstract
The present invention discloses a shield construction of a two-wire overpass complex linear tunnel with small semi-diameter, shallow earth and large longitudinal slope, pertaining to the art of tunnel construction technology. The construction method provided by the present invention includes the following steps: the proceeding order of the two-wire overpass is confirmed; the shield construction model is selected; the auxiliary strengthening measures are taken for the surface, stratum and duct piece; the shield construction is advanced; the axial line is controlled and the construction is supervised; the shield construction enters into the tunnel. As the shield construction is provided with a hinged part and the sensitivity of the shield construction is increased, the present invention can control the axial line of the tunnel more conveniently; due to the appropriate proposals of pressure strengthening, duct piece layout and reinforced rib, the situation of arc disintegration and the leakage of the duct piece is improved; high-frequency supervision and information feedback strictly control the parameters for advancing the shield construction. Due to the above measures, the present invention effectively controls the deformation and the displacement of the earth surface and the tunnel and reduces the complicated influences of constructing the tunnel first and last, thus ensuring the smooth construction and effective control of the tunnel deformation.
Description
Technical field
The present invention relates to the tunnel construction technology field, relate in particular to the shield construction method in a kind of two lines intersection small radius, shallow earthing, large longitudinal slope complicated linetype tunnel.
Background technology
Can cause the variation of soil body internal stress in the shield-tunneling construction process, change earth structure strength, cause that the stratum in the tunnel perimeter certain limit is moved.When two threaded list roads closely connect construction, certainly exist complicated influencing each other, especially first built tunnel will be subjected to the influence of back built tunnel construction; And the tunnel successively constructs and exists the repeatedly disturbance on stratum and the stack of influence, and ground settlement is transfinited.If there is the composite line type situation of small radius, big longitudinal gradient, shallow earthing simultaneously, will there be more complicated influencing each other, surface displacement is easier to transfinite, and greatly increases the difficulty of construction.The axial line control difficulty was big when the small radius tunneling shield advanced, and the tunnel is in the zig zag state constantly, and section of jurisdiction overcharge amount is bigger, and the constructor is as can not finely controlling, situations such as will causing that overcharge lags behind, get stuck between shield structure and the section of jurisdiction, the section of jurisdiction is cracked; And the radius of curve is too small, and the cross component force that the shield structure acts on the section of jurisdiction back seat is easy to make into the endless tube sheet and moves outward, produces the discrepancy in elevation of section of jurisdiction ring, and simultaneously, the tunnel that has built up very easily produces skew under the thrust of shield structure.The tunnel upper overburden layer is shallow, and the shield structure advances very big to the influence on the face of land, wafts on head is easy, easily causes ground settlement, scurries slurry or landslide roof fall.Take place easily in the big longitudinal gradient section shield-tunneling construction process power car take off car from walk, the shield structure skids off danger such as stand.From existing case history, the single linear such as two lines intersection driving, sharp radius curve driving, big longitudinal gradient driving, shallow earthing driving and the simple job practices of the shield driving of grade separation are arranged, yet there are no the bibliographical information of shield construction method under two lines intersection small radius, shallow earthing, large longitudinal slope complicated linetype situation.
Summary of the invention
The object of the present invention is to provide the shield construction method in a kind of two lines intersection, small radius, shallow earthing, large longitudinal slope complicated linetype tunnel, make surface displacement under the complicated linetype situation and tunnel structure Deformation control in limited range, to ensure the safety of constructing tunnel and surrounding environment.
To achieve these goals, the present invention is by two-dimensional finite unit's numerical experiments and centrifugal test Predicting Technique, analyzed the relevant operating mode of small radius and grade separation, determined following technical scheme, two lines intersection small radius, shallow earthing, large longitudinal slope complicated linetype shield construction method include following steps:
1), numerical simulation analysis is determined the propelling order of two lines intersection
Adopt Two-dimensional numerical simulation, two operating modes of difference simulation according to tunnel propelling order, i.e. " first tunnel, construction top; tunnel, construction below, back " (operating mode 1) and " tunnel, construction below earlier; tunnel, construction top, back " (operating mode 2) two orders, the construction of back row tunneling shield causes under computational analysis two operating modes first built tunnel displacement and structural internal force variation.The shield-tunneling construction of selecting according to analog reslt is " tunnel, below of constructing earlier, tunnel, construction top, back " in proper order, and back row shield-tunneling construction causes under this working condition first built tunnel displacement and structural internal force increment are all less.
2), select the shield machine type
In conjunction with the complicated linetype concrete condition, than choosing, determined to be equipped with imitation-shaped knife by detailed shield machine scheme optimization, can control the earth pressure balance radial type shield machine of the scope of backbreaking and construct.Shield machine preferably selects to install 2 imitation-shaped knifes, and the scope of backbreaking reaches 100mm, and horizontally hinged angle can reach+1.5 ° earth pressure balance radial type shield machine.Because the shield structure has increased hinge portion, make shield structure otch to support ring, support ring to shield tail all forms live body, increased the sensitivity of shield structure, make it in work progress, convenient to the axial line control in tunnel, situations such as the cracked and section of jurisdiction infiltration of section of jurisdiction outer arc can be improved, and can be according to the control that advances the axis situation amount of backbreaking, what be convenient to construct carries out effective control with tunnel deformation smoothly.
3), auxiliary strengthening measure is taked on the face of land, stratum
(1) the tunnel duct piece grouting behind shaft or drift lining is reinforced
1. grouting and reinforcing in the first built tunnel
Before the construction of back built tunnel, by the pre-buried injected hole in the first built tunnel soil body is carried out grouting and reinforcing, reinforcing scope is 2m behind the wall of section of jurisdiction, to strengthen the soil strength of both sides, tunnel, treat that the soil body reaches certain intensity after, just carry out the construction of built tunnel afterwards.
2. grouting and reinforcing in the built tunnel after
The every driving of back built tunnel is finished 5 rings, in time by the pre-buried injected hole in the tunnel soil body is carried out grouting and reinforcing, and reinforcing scope is 2m behind the wall of section of jurisdiction, and every ring has 5 injected holes; Set up the injected hole section of jurisdiction in the grade separation section, every ring has 16 injected holes.
(2) ballast in the established tunnel
In the two lines intersection section, behind the back built tunnel excavation, first built tunnel top loses original equilibrium state owing to stress release makes it, causes " resilience " to a certain extent of tunnel and surrounding soil.Therefore before back built tunnel shield structure advances, formerly adopt packed slag to carry out ballast in the built tunnel:
Ballast scope: each 15m before and after the grade separation crosspoint, 30m altogether;
Ballast weight: 5t/m;
The ballast time: 3 rings in face of the shield tunneling, one section of the every propelling of back built tunnel, in time one section of the interior ballast of built tunnel formerly;
Unloading by stages: the shield structure is by after the grade separation section, treat that the grouting and reinforcing soil body reaches design strength in the hole in after, unloading by stages, according to monitored data, carrying capacity and discharge time are unloaded in good time adjustment by stages.
(3) face of land ballast
When shallow earthing section shield driving, packed slag ballast is adopted on the face of land, the ballast scope, laterally: with the tunnel center line is the center, each side 6m, wide 12m altogether; Vertically: whole section of shallow earthing section.This section soil layer mean specific gravity is 1850kg/m
3, shield structure diameter is 6.34m, face of land ballast weight (kg/m
2) be calculated as follows: W=1850 (6.34-H), W is a face of land unit area ballast in the formula, and H is the tunnel thickness of earth covering, and the conversion thickness of earth covering is answered 〉=1D (D is a shield structure diameter).Can pass through the shield structure after waiting to satisfy the earthing requirement.After constructing tunnel is finished, treat that grouting serous fluid reaches design strength in the hole after, unload the top ballast by stages, simultaneously tunnel deformation, protuberance are monitored, and adjust discharge time and unloading value according to monitoring result.
(4) ground stabilization
Top, tunnel thickness of earth covering must carry out the earthing measure less than the shallow earthing location of 0.6D (3.8m) to be handled, and adopts deep layer to stir and reinforces, and reinforcing scope is by 3m under ground to the tunnel.Index after the ground stabilization is: unconfined compression strength qu 〉=0.8MPa, coefficient of permeability K≤1 * 10
-8Cm/s.
(5) the anti-floating plate is set
Establish concrete anti-floating plate on the shallow earthing section face of land, thickness of slab 70cm, φ 600 boring uplift piles are established in anti-floating plate both sides, and stake is long to be 27m under the plate, single pile uplift resistance 350KN, tunnel anti-floating requirement when runing to satisfy.
4), select the section of jurisdiction ancillary method
(1) the section of jurisdiction width is selected and is set type
The section of jurisdiction cambridge ring adopts wide 1.0m section of jurisdiction, and the wedge shape amount is 32.34mm, sets type and adopt the wide wedge shape of 6 ring 1.0m+wide straight line ring of 1 ring 1.2m in sharp radius curve section design section of jurisdiction.
By calculating the section of jurisdiction wedge shape amount in sharp radius curve location is examined calculation:
Radius R=230m
L1/R1=L2/R2 is that L1/233.1=L2/226.9 gets L1=1.027325L2
Inside and outside arc length difference is: Δ L=L1-L2=0.027325L2
When the section of jurisdiction width is 1.0m, during L2 ≈ 1.0m, Δ L=27.32mm
Design wedge shape amount Δ L '=32.34mm＞Δ L=27.32mm
Set type and adopt the wide wedge shape of 6 ring 1.0m+wide straight line ring of 1 ring 1.2m in R=230m small radius circular curve segment design section of jurisdiction:
7.2ΔL＝196.70mm，6ΔL’＝194.04mm，7.2ΔL-6ΔL’＝2.66mm
More than calculate as can be known, the good match of type-setting mode of the wide wedge shape of 6 ring 1.0m+wide straight line ring of 1 ring 1.2m R=230m small radius circular curve.The small radius reinforcement of segment is from 120kg/m
3Increase to 180kg/m
3, increase 1.5 times.
(2) establish longitudinal stiffener in the tunnel
The longitudinal stress and the distortion of tunnel structure are studied when utilizing the elastic foundation beam model to sharp radius curve location shield-tunneling construction, determine section of jurisdiction ribs scheme, to strengthen the tunnel longitudinal rigidity.
1. establish stiffening rib in the first built tunnel
At after build the top constructing tunnel to building the influence in tunnel, below, below the tunnel near excavation in face of 20m, back 20m is total to 40m scope section of jurisdiction ribs is set.Ribs adopts Two bors d's oeuveres, and [18a channel-section steel steel plate welding fabrication is connected it with bolt then, thereby the tunnel is vertically coupled together with the reservation injected hole of section of jurisdiction, to strengthen the tunnel longitudinal rigidity.
2. establish stiffening rib in the built tunnel of back
All be positioned on the sharp radius curve in the grade separation section at the back built tunnel, the tunnel length travel is bigger, ribs is set to strengthen the tunnel longitudinal rigidity at the back built tunnel near 60m scope section of jurisdiction behind the excavation face, controls its length travel.Ribs adopts Two bors d's oeuveres, and [18a channel-section steel steel plate welding fabrication is connected it with bolt then, thereby the tunnel is vertically coupled together with the reservation injected hole of section of jurisdiction, to strengthen the tunnel longitudinal rigidity.
5), shield structure progradation
Set suitable initial shield structure parameter and construct, in work progress, adjust, optimize shield structure parameter according to monitoring result.By tunnel in pre-buried injected hole carry out grouting and reinforcing after the tunneling shield construction is finished in advance, establish stiffening rib, cross binding system in the tunnel, strengthening stud tightens up, for back row tunneling shield construction provides advantage; During the construction of back row tunneling shield, by take grouting and reinforcing in the hole, stiffening rib be set, measures such as anti-floating plate, face of land ballast, to reduce to first built tunnel influence.
(1) soil pressure
Setting value is to hold soil body slightly raised 0.5～1.0mm to be advisable in face of the excavation.
(2) amount of being unearthed is controlled
The control shield structure amount of being unearthed is 98% of theoretical amount of calculation, looks the monitoring situation simultaneously and rationally adjusts the amount of being unearthed.
(3) fltting speed
Fltting speed is controlled at 2cm/min, both can avoid the increase of the lateral pressure that causes because of thrust is excessive, can reduce in the shield structure progradation disturbance to surrounding soil again.
(4) grouting amount
The synchronous grouting amount is 2.6～2.8m
3/ ring, slurry consistency 9～11cm.
Every assembly unit two rings promptly carry out coagulating slurries secondary pressure injection compound morning to back two endless tube sheets, and secondary grouting pressure is controlled at below the 0.3Mpa; Flow rate of grouting is controlled at 10～15L/min, grouting amount 0.5m
3/ ring.Grout coordinate ratio adopts: cement: calcium chloride: water glass=30: 1: 1, water/binder ratio are 0.6.
(5) pipe sheet assembling
Through seam assembling is adopted in the section of jurisdiction.For control shield structure advances axis, " assembly unit placed in the middle " taked in the pipe sheet assembling strictness.If section of jurisdiction assembly unit between two parties, and the curve section of jurisdiction can't satisfy when rectifying a deviation, and should adopt the cork chock to adjust, and makes the section of jurisdiction be in more satisfactory state.The work of twisting is again in time carried out in the fastening inspection of strengthening stud in the pipe sheet assembling simultaneously, adopts channel-section steel to fix to convex surface longitudinal bolt in the tunnel in case of necessity.
(6) the shield structure advances
After every ring propelling finishes, must tighten the connecting bolt of current endless tube sheet, and when ring advances down, tighten up, overcome the vertical stress component that acts on section of jurisdiction thrust generation, be reduced to the ring tunnel and float.
The shield structure goes up a slope when advancing, and the shield structure is easy to take place " upthrow " phenomenon.So the shield structure gradient is upwards rectified a deviation less than 0.2% at every turn, adjust the soil pressure setting value, do not swell or few protuberance based on the otch soil body.
(7) level transportation in the tunnel
Adopt the traction power of electric locomotive as the level transportation in the work progress, this locomotive only carries 3 sections of jurisdiction and goes up a slope when moving on 32.5 ‰ gradients, full car descending.This section electric locomotive speed of service is controlled in the 3km/h, is provided with to have safe and reliable check mechanism.
6), axial line control and construction monitoring
(1) axial line control
In the shield driving process, strengthen advancing the control of axis.In fact the shield structure should be on the tangent line of curve when curve advanced, and therefore the key that advances is the control of guaranteeing attitude of shield machine.
In order to make the final Deviation Control of tunnel axis in the scope of code requirement, during shield driving, consider to reserve certain side-play amount to the tunnel.According to the analysis-by-synthesis of theory calculating with relevant construction practical experience with Shanghai, need consider to tunnel regional residing strata condition simultaneously, in two were come in and gone out section threaded list road tunneling processes, the pre-deviator that is provided with to the curve inboard was about 30mm.
Curve accomplishes when advancing that the diligent duty of surveying entangles, and each correction amount should be as far as possible little, the anchor ring of guaranteeing wedge is in the radially vertical plane of radius of curvature all the time, low pressure asbestos rubber jointing sheet is adopted in the section of jurisdiction correction, reducing the generation of displacement and the cracked phenomenon in section of jurisdiction, thereby reach the purpose of effective control axis and stratum deformation.
Because the zig zag of circuit, it is less to measure hanging basket spacing (25 ring), and the section of jurisdiction of close excavation face may be subjected to displacement under the effect of lateral pressure, for guaranteeing the accuracy of traverse station, traverse station of every propelling 5 ring repetition measurements.Shield tunnel advances and adopts automatic measurement system, and every 3min measures a shield attitude automatically during propelling.
(2) measure control
1. the constructing tunnel axial line control is measured
Set up high accuracy lead control net, take forced centering, a position is based upon near the building more stable running tunnel.Vertical control point is levelling networks such as II, away from the works area.
By the control net, with direction collimation method or cultellation method, geographical coordinates is transmitted to the down-hole, and in well, form little control net and in the tunnel, transmit.
Certain intervals 25～30m distance is provided with one and measures hanging basket in the tunnel, and survey mark position forced centering transmits point as the tunnel lead.
2. Land-Subsidence Control is measured
The method that adopts the observation of the face of land and deep layer to combine.Advance axis along the shield structure, lay settlement observation point on the face of land.Every ring is established an observation point in the district 30m scope of appearing, the normal section that advances, and per 5 rings are established an observation point.Every interval 50 rings are established a settlement observation section, and 30m appears to distinguish increases by two sections, and every section is laid seven observation points.On the important building of circuit both sides, every side is established several sedimentation observation signs.Except that settlement observation point is set, displacement and inclination angle observation point are set also on the listed building, adopt inclinometer, inclination angle visualizer etc. to monitor.
The settling amount of 30m ground monitoring point behind 20m, the shield tail before twice measurement every day cutter head of shield machine is after analyzing as calculated, as the foundation of setting shield structure propulsive parameter.To construction line monitoring point translocation a time in every month.
3. the shield structure advances and measures
After the shield machine assembly unit, should carry out shield structure longitudinal axis and longitudinal axis and measure, it is mainly measured content and comprises that the edge of a knife, head are connected the linear measure longimetry between center, the shield tail with tail; Shield structure outer cover length is measured; The diameter measurement of the shield structure edge of a knife, shield tail and Supporting ring.Shield machine when driving attitude measurement should comprise that depart from its plane with line midline, elevation departs from, longitudinal grade, laterally rotate and the measurement of otch mileage, every measure error satisfies following the requirement: plane, elevation deviation value ± 5mm, mileage deviation value ± 5mm, the horizontal anglec of rotation ± 3 "; longitudinal grade ± 1 ‰, otch mileage ± 10mm.
Is that Y-axis, Z axle are the elevation direction with shield structure central axis as X-axis, perpendicular to axis direction, and the cutterhead center is as the coordinate round dot.Point before the measurement of cutterhead back standing screw shield attitude.Utilize laser station to prop up to mount mirror on shield structure host rack, to establish an open traverse point, put the geodetic coordinates that mirror open traverse point backsight laser station traverse station is measured 3 of A, B, C then.Because 3 of A, B, C have fixed relationship with respect to the O1O coordinate axes, actual measurement coordinate according to 3 of A, B, C utilizes the three-dimensional coordinate transformational relation just can make the coordinate of physical location and the cutterhead center O of O1O, the actual measurement coordinate that utilizes O to order just can calculate the actual mileage of shield structure and the pitching situation of front and back reference point, just can calculate the concrete rotation situation of shield structure according to the theoretical discrepancy in elevation of 2 of A, C and the actual measurement discrepancy in elevation, come the shield structure rectified a deviation by adjustment jack and grouting pressure according to the actual measurement of attitude and can tunnel by the precalculated position to reach the shield structure.
4. tunnel subsidence is measured
Set up the tunnel subsidence observation monument of some in the shield-tunneling construction overall process, curved section is established a bit for per 10 meters, straightway per 20 meters a bit, be located on two shoulders of arch bottom.Test frequency is: in the time of within 20 meters scopes of pressure surface, and 1 time/day; When 20 meters to 50 meters scopes of pressure surface, 1 time/2 days; From advance distance during greater than 50 meters scopes, 1 time/week.Behind the tunnel holing through one month once, change two months behind the settlement stability into once, until examination.
Compared with prior art, the invention has the beneficial effects as follows: the present invention is in conjunction with the complicated linetype concrete condition, by detailed shield machine scheme optimization ratio choosing, determined that the earth pressure balance radial type shield machine that can control the amount of backbreaking constructs, because the shield structure has increased hinge portion, make shield structure otch to support ring, support ring to shield tail all forms live body, increased the sensitivity of shield structure, make it in work progress, situation such as the cracked and section of jurisdiction infiltration of convenient and section of jurisdiction outer arc is improved to the axial line control in tunnel.And the present invention is by numerical analysis, established the construction propelling order in tunnel, back upper place, tunnel, first below, suitable ground stabilization, ballast scheme have been selected, adopted the scheme of suitable section of jurisdiction width, type-setting mode and stiffening rib, and by high-frequency monitoring and feedback information, strict control shield structure propulsive parameter, the distortion and the displacement in the face of land and tunnel have effectively been controlled, effectively reduce the complex effects of first built tunnel and back built tunnel, that has guaranteed construction carries out effective control with tunnel deformation smoothly.
Description of drawings:
Fig. 1 is a process chart of the present invention.
The specific embodiment
The present invention is described in further detail below in conjunction with the specific embodiment.
Embodiment 1
Adopt Two-dimensional numerical simulation, two operating modes of difference simulation according to tunnel propelling order, i.e. " first tunnel, construction top; tunnel, construction below, back " (operating mode 1) and " tunnel, construction below earlier; tunnel, construction top, back " (operating mode 2) two orders, the construction of back row tunneling shield causes under computational analysis two operating modes first built tunnel displacement and structural internal force variation.
Computer capacity gets two sides and the bottom surface is 40m apart from nearest edge, tunnel, and upside is taken to ground.Fringe conditions all adopts displacement boundary conditions, and ground is taken from the coboundary, is the scope of freedom, and two sides, bottom surface are retrained by normal direction all.Calculate and adopt elastic-plastic model, yield criterion adopts the Drucker-Prager yield criterion.In shield-tunneling construction, the generation of ground settlement is that the closure in space causes that displacement is calculated by stratum loss when cutting the earth too much and shield structure release section of jurisdiction owing to cutterhead.In calculating, consider to adopt osculating element to come the construction simulation gap, 5cm is got in the construction gap.
The result shows that the formation displacement of operating mode 1 and operating mode 2 is respectively 16mm, 6mm; Build the structure moment of flexure increment of building earlier that shield-tunneling construction causes after operating mode 1 and the operating mode 2 and be respectively 56KN.m and 37KN.m.
From the first built tunnel displacement that back row shield structure causes, operating mode 1 is greater than operating mode 2, and from the structural internal force increment that causes, operating mode 1 is also greater than operating mode 2.Therefore, for the grade separation section, " tunnel, below of constructing earlier, tunnel, construction top, back " is better than the propelling order in " tunnel, elder generation construction top, tunnel below the construction of back ".
Embodiment 2
The longitudinal stress and the distortion of tunnel structure are studied when utilizing the elastic foundation beam model to sharp radius curve location shield-tunneling construction, determine section of jurisdiction ribs scheme, to strengthen the tunnel longitudinal rigidity.
According to the line parameter circuit value in sharp radius curve location, select least radius wherein to calculate.Because the section of jurisdiction link adopts bolt to connect, therefore vertically connection can be modeled as the elasticity hinge, considers reduction aspect lining cutting rigidity, considers that different bolt strengths and fastening degree can consider that compensation is respectively 0.3,0.5.Ribs is positioned at each 30m about curved section, adopts two channel-section steel steel plate welding fabrications, with bolt it is connected with the reservation injected hole of section of jurisdiction then, thereby the tunnel is vertically coupled together, to strengthen the tunnel longitudinal rigidity.
The combination of table 1 operating mode
| Operating mode | The section of jurisdiction advances mileage | The ribs position | Ribs rigidity | Elastic foundation |
| 1 | 350 | Do not have | Do not have | 10 up-to-date endless tube sheet elastic foundation coefficient reductions are 1/5 |
| 2 | 420 | Do not have | Do not have | |
| 3 | 420 | Curved section 30m | Channel-section steel 22a | |
| 4 | 420 | Curved section 30m | Channel-section steel 22a | Do not consider 10 up-to-date rings |
Load: for computation model, the active force on the section of jurisdiction is the propelling counter-force of shield structure, and the thrust of shield machine is calculated according to following formula:
F＝F
1+F
2+F
3+F
4+F
5+F
6
Wherein, F
1, soil layer is to the frictional resistance of shield machine during earth pressure balance pattern driving;
F
2, shield structure front propelling resistance;
F
3, the frictional resistance between shield ventral brush and the section of jurisdiction (calculating) with 2 endless tube sheets;
F
4, the tractive resistance of rear portion trailer;
F
5, cut native required thrust;
F
6, the break-in resistance
The calculating of each mileage section part thrust and model calculating parameter see Table 2, table 3:
Each mileage place thrust computational chart of table 2
| Mileage 120dk0+ | Natural ground level | The height above rail surface | ?F 1(Kn) | ?F 2(kN) | ?F 3(kN) | ?F 4(kN) | F 5(kN) | ?F 6(kN) | ?F(kN) |
| 316.5 | ?4.55 | -6.76 | ?5338 | ?3293 | ?158 | ?617 | 215 | ?75 | ?9694 |
| 350 | ?4.5 | -6.53 | ?5391 | ?3294 | ?158 | ?617 | 215 | ?75 | ?9749 |
| 420 | ?4.3 | -3.40 | ?5979 | ?3308 | ?158 | ?617 | 215 | ?75 | ?10351 |
Computing power geometric element in table 3 model
| Mileage 120dk0+ | The thrust bias angle theta (°) | Hinged angle Φ (°) | Model calculates thrust F m(kN.m) | Passive earth pressure Pp (kPa) | Moment M (Kn.m) |
| 316.5 | 0.3 | 1 | ?8920 | ?397.1985 | ?432 |
| 350 | ?8975 | ?401.732 | ?433 | ||
| 420 | ?9577 | ?684.3577 | ?434 |
Result of calculation is analyzed: because operating mode 1 section of jurisdiction advances mileage at the 120dk0+350 place, this moment, the curved section structure was shorter, and process calculates internal force and displacement is all less, and displacement is 4mm, compares with operating mode 2, and is all less, so curved section is long more unfavorable more.All the other each operating mode comparative analysis the results are shown in Table 4:
Table 4. maximum displacement, internal force and stratum drag table
| Operating mode | Displacement (mm) | Moment of flexure (kN.m) | Axle power (kN) | Strata pressure (kPa) |
| 2 | 11 | 4410 | 9590 | ?127 |
| 3 | 4 | 1810 | 9590 | ?117 |
| 4 | 9 | 6220 | 9590 | ?140 |
From 3 pairs of operating mode 2 and operating modes recently, the 60m longitudinal rigidity is set strengthens back (strengthening stud or fastening back), except that axle power, section of jurisdiction displacement, moment of flexure and stratum drag all obviously reduce, and have comparatively desirable effect.From three operating modes, the moment of flexure of operating mode 4 and stratum counter-force maximum, the most unfavorable, but the pressure on stratum is not all surpassed passive soil pressure, therefore can think to need not to be provided with the counter-force wall.The rigidity of section of jurisdiction or counter-force wall in order to ensure reasonably advancing counter-force, is necessary to increase the longitudinal rigidity of section of jurisdiction but shield structure propelling counter-force waits in expectation, and the most economical carries out fastening to bolt exactly.Can adopt pre-deviator is the pre-elimination of the measure partially journal offset of 3cm.
Embodiment 3
Shield-tunneling construction with certain underground tunnel two lines intersection small radius, shallow earthing, large longitudinal slope complicated linetype is an example: there be the complicated linetype and the compound situation that closely connects of sharp radius curve, two lines intersection, shallow earthing, big longitudinal gradient simultaneously in this project grade separation section part, the minimum 2.05m of the clear distance up and down at grade separation place wherein, 19 ° in the angle of cut, least radius is R=230m, it is the sweep of present domestic metro shield tunnel minimum, the most shallow earthing of this section only is 1.91m, well below the code requirement of 1D (shield structure diameter) thickness of earth covering.The method of the shield-tunneling construction of this project is as follows:
1), select 2 imitation-shaped knifes are installed, the scope of backbreaking is 100mm, Φ is 6340mm, the jack stroke is 170mm, and horizontally hinged angle is+1.5 ° an earth pressure balance radial type shield machine, according to tunnel below the construction earlier, the scheme in tunnel, construction top, back advances successively.
2), auxiliary strengthening measure is taked on the face of land, stratum
(1) the tunnel duct piece grouting behind shaft or drift lining is reinforced
1. grouting and reinforcing in the first built tunnel
Before the construction of back built tunnel, by the pre-buried injected hole in the first built tunnel soil body is carried out grouting and reinforcing, reinforcing scope is 2m behind the wall of section of jurisdiction, treat that the soil body reaches certain intensity after, just carry out the construction of built tunnel afterwards.
2. grouting and reinforcing in the built tunnel after
The every driving of back built tunnel is finished 5 rings, in time by the pre-buried injected hole in the tunnel soil body is carried out grouting and reinforcing, and reinforcing scope is 2m behind the wall of section of jurisdiction; Every ring has 5 injected holes outside the grade separation section, at the every ring of grade separation section 16 injected holes is arranged.
(2) ballast in the established tunnel
Before back built tunnel shield structure advances, formerly adopt packed slag to carry out ballast in the built tunnel:
Ballast scope: each 15m before and after the grade separation crosspoint, 30m altogether;
Ballast weight: 5t/m;
The ballast time: 3 rings in face of the shield tunneling, one section of the every propelling of back built tunnel, in time one section of the interior ballast of built tunnel formerly;
Unloading by stages: the shield structure is by after the grade separation section, treat that the grouting and reinforcing soil body reaches design strength in the hole in after, unloading by stages, according to monitored data, carrying capacity and discharge time are unloaded in good time adjustment by stages.
(3) face of land ballast
When shallow earthing section shield driving, packed slag ballast is adopted on the face of land:
The ballast scope: be the center with the tunnel center line laterally, each side 6m is total to wide 12m; Be whole section of shallow earthing section vertically;
Ballast weight is calculated by W=1850 (6.34-H), and W is a face of land unit area in the formula, and H is the tunnel thickness of earth covering, and 1850 (kg/m3) are this section soil layer mean specific gravity, and 6.34 (m) are shield structure diameter.The conversion thickness of earth covering should 〉=1D, can pass through the shield structure after waiting to satisfy the earthing requirement.
After constructing tunnel is finished, treat that grouting serous fluid reaches design strength in the hole after, unload the top ballast by stages, simultaneously tunnel deformation, protuberance are monitored, and adjust discharge time and unloading value according to monitoring result.
(4) ground stabilization
Top, tunnel thickness of earth covering carries out the earthing measure less than the shallow earthing location of 0.6D (3.8m) to be handled, and adopts deep layer to stir and reinforces, and reinforcing scope is by 3m under ground to the tunnel.Index after the ground stabilization is: unconfined compression strength qu 〉=0.8MPa, coefficient of permeability K≤1 * 10
-8Cm/s.
(5) the anti-floating plate is set
Establish concrete anti-floating plate on the shallow earthing section face of land, thickness of slab 70cm, φ 600 boring uplift piles are established in anti-floating plate both sides, and stake is long to be 27m under the plate, single pile uplift resistance 350KN, tunnel anti-floating requirement when runing to satisfy.
3), section of jurisdiction ancillary method
(1) the section of jurisdiction width is selected and is set type
The section of jurisdiction cambridge ring adopts wide 1.0m section of jurisdiction, and the wedge shape amount is 32.34mm, sets type and adopt the wide wedge shape of 6 ring 1.0m+wide straight line ring of 1 ring 1.2m in sharp radius curve section design section of jurisdiction.Small radius reinforcement of segment rate is strengthened, from 120kg/m
3Increase to 180kg/m
3, increase by 1.5 times.
(2) establish longitudinal stiffener in the tunnel
1. establish stiffening rib in the first built tunnel
Below the tunnel near excavation in face of 20m, back 20m, common 40m scope section of jurisdiction is provided with ribs, ribs adopts Two bors d's oeuveres [18a channel-section steel steel plate welding fabrication, with bolt it is connected with the reservation injected hole of section of jurisdiction then, thereby the tunnel is vertically coupled together, to strengthen the tunnel longitudinal rigidity.
2. establish stiffening rib in the built tunnel of back
Ribs is set to strengthen the tunnel longitudinal rigidity at the back built tunnel near 60m scope section of jurisdiction behind the excavation face, controls its length travel.Ribs adopts Two bors d's oeuveres, and [18a channel-section steel steel plate welding fabrication is connected it with bolt then, thereby the tunnel is vertically coupled together with the reservation injected hole of section of jurisdiction, to strengthen the tunnel longitudinal rigidity.
4), shield structure progradation parameter is set
(1) soil pressure
Setting value is for holding soil body slightly raised 0.5～1.0mm in face of the excavation.
(2) amount of being unearthed is controlled
The control shield structure amount of being unearthed is 98% of theoretical amount of calculation, looks the monitoring situation simultaneously and rationally adjusts the amount of being unearthed.
(3) fltting speed
Fltting speed is controlled at 2cm/min.
(4) grouting amount
The synchronous grouting amount is 2.6～2.8m
3/ ring, slurry consistency 9～11cm.
Every assembly unit two rings promptly carry out coagulating compound morning slurries secondary pressure injection to back two endless tube sheets, and grout coordinate ratio adopts: cement: calcium chloride: water glass=30: 1: 1, water/binder ratio are 0.6.Secondary grouting pressure is controlled at below the 0.3Mpa; Flow rate of grouting is controlled at 10～15L/min, the about 0.5m of grouting amount
3/ ring.
(5) pipe sheet assembling
Through seam assembling is adopted in the section of jurisdiction.For control shield structure advances axis, " assembly unit placed in the middle " taked in the pipe sheet assembling strictness.If section of jurisdiction assembly unit between two parties, and the curve section of jurisdiction can't satisfy when rectifying a deviation, and then adopts the cork chock to adjust, and makes the section of jurisdiction be in more satisfactory state.The work of twisting is again in time carried out in the fastening inspection of strengthening stud in the pipe sheet assembling simultaneously, adopts channel-section steel to fix to convex surface longitudinal bolt in the tunnel in case of necessity.
(6) the shield structure advances
After every ring advances and finishes, tighten the connecting bolt of current endless tube sheet, and when ring advances down, tighten up.The shield structure goes up a slope when advancing, and the shield structure is easy to take place " upthrow " phenomenon.So the shield structure gradient is upwards rectified a deviation less than 0.2% at every turn, adjust the soil pressure setting value, do not swell or few protuberance based on the otch soil body.
(7) level transportation in the tunnel
Adopt the traction power of electric locomotive as the level transportation in the work progress, this locomotive only carries 3 sections of jurisdiction and goes up a slope when moving on 32.5 ‰ gradients, full car descending.This section electric locomotive speed of service is controlled in the 3km/h, is provided with to have safe and reliable check mechanism.
5), axial line control and construction monitoring
(1) axial line control
In two threaded list road tunneling processes, the pre-deviator that is provided with to the curve inboard is about 30mm, and low pressure asbestos rubber jointing sheet is adopted in the section of jurisdiction correction, traverse station of every propelling 5 ring repetition measurements.Adopt automatic measurement system, every 3min measures a shield attitude automatically during propelling, guarantees the control to attitude of shield machine.
(2) measure control
1. the constructing tunnel axial line control is measured
Set up high accuracy lead control net, take forced centering, a position is based upon near the building more stable running tunnel.Vertical control point is levelling networks such as II, away from the works area.
By the control net, with direction collimation method or cultellation method, geographical coordinates is transmitted to the down-hole, and in well, form little control net and in the tunnel, transmit.
Certain distance is provided with one at interval and measures hanging basket in the tunnel, and survey mark position forced centering transmits point as the tunnel lead.
2. Land-Subsidence Control is measured
The method that adopts the observation of the face of land and deep layer to combine.Advance axis along the shield structure, lay settlement observation point on the face of land.Every ring is established an observation point in the district 30m scope of appearing, the normal section that advances, and per 5 rings are established an observation point.Every interval 50 rings are established a settlement observation section, and 30m appears to distinguish increases by two sections, and every section is laid seven observation points.On the important building of circuit both sides, every side is established several sedimentation observation signs.Except that settlement observation point is set, displacement and inclination angle observation point are set also on the listed building, adopt inclinometer, inclination angle visualizer etc. to monitor.
The settling amount of 30m ground monitoring point behind 20m, the shield tail before the secondary measurement every day cutter head of shield machine is after analyzing as calculated, as the foundation of setting shield structure propulsive parameter.To construction line monitoring point translocation a time in every month.
3. the shield structure advances and measures
After the shield machine assembly unit, carry out shield structure longitudinal axis and longitudinal axis and measure, mainly measure content and comprise that the edge of a knife, head are connected the linear measure longimetry between center, the shield tail with tail; Shield structure outer cover length is measured; The diameter measurement of the shield structure edge of a knife, shield tail and Supporting ring.Shield machine when driving attitude measurement comprises that depart from its plane with line midline, elevation departs from, longitudinal grade, laterally rotate and the measurement of otch mileage, every measure error satisfies following the requirement: plane, elevation deviation value ± 5mm, mileage deviation value ± 5mm, the horizontal anglec of rotation ± 3 "; longitudinal grade ± 1 ‰, otch mileage ± 10mm.
Is that Y-axis, Z axle are the elevation direction with shield structure central axis as X-axis, perpendicular to axis direction, and the cutterhead center is as the coordinate round dot.Point before the measurement of cutterhead back standing screw shield attitude.Utilize laser station to prop up to mount mirror on shield structure host rack, to establish an open traverse point, put the geodetic coordinates that mirror open traverse point backsight laser station traverse station is measured 3 of A, B, C then.Because 3 of A, B, C have fixed relationship with respect to the O1O coordinate axes, actual measurement coordinate according to 3 of A, B, C utilizes the three-dimensional coordinate transformational relation just can make the coordinate of physical location and the cutterhead center O of O1O, the actual measurement coordinate that utilizes O to order just can calculate the actual mileage of shield structure and the pitching situation of front and back reference point, just can calculate the concrete rotation situation of shield structure according to the theoretical discrepancy in elevation of 2 of A, C and the actual measurement discrepancy in elevation, come the shield structure rectified a deviation by adjustment jack and grouting pressure according to the actual measurement of attitude and can tunnel by the precalculated position to reach the shield structure.
4. tunnel subsidence is measured
Set up the tunnel subsidence observation monument of some in the shield-tunneling construction overall process, curved section is established a bit for per 10 meters, straightway per 20 meters a bit, be located on two shoulders of arch bottom.Test frequency is: in the time of within 20 meters scopes of pressure surface, survey 1 time/day; When 20 meters to 50 meters scopes of pressure surface, surveyed 1 time/2 days; From advance distance during greater than 50 meters scopes, 1 time/week.Behind the tunnel holing through one month once, change two months behind the settlement stability into once, until examination.
Claims (2)
1. a two lines intersection small radius, shallow earthing, large longitudinal slope complicated linetype shield construction method is characterized in that having the following steps:
(1) numerical simulation analysis is determined the propelling order of two lines intersection
The construction of row tunneling shield causes after the computational analysis of employing Two-dimensional numerical simulation first built tunnel displacement and structural internal force change, and the shield-tunneling construction of selecting according to analog reslt is " tunnel, elder generation construction below, tunnel above the construction of back " in proper order;
(2) select the shield machine type
In conjunction with the complicated linetype concrete condition, than choosing, determine to control the earth pressure balance radial type shield machine of the scope of backbreaking to construct so that imitation-shaped knife to be installed by detailed shield machine scheme optimization;
(3) auxiliary strengthening measure is taked on the face of land, stratum
1. grouting and reinforcing in the first built tunnel
Before the back built tunnel construction, by the pre-buried injected hole in the first built tunnel soil body is carried out grouting and reinforcing, reinforcing scope is 2m behind the wall of section of jurisdiction, and the every ring of described injected hole has 5;
2. grouting and reinforcing in the built tunnel after
The every driving of back built tunnel is finished 5 rings, in time by the pre-buried injected hole in the tunnel soil body is carried out grouting and reinforcing, and reinforcing scope is 2m behind the wall of section of jurisdiction, sets up to 16 on every ring at the injected hole of grade separation section;
3. ballast in the established tunnel
Before back built tunnel shield structure advances, formerly adopt packed slag to carry out ballast in the built tunnel:
Ballast scope: each 15m before and after the grade separation crosspoint, 30m altogether
Ballast weight: 5t/m
The ballast time: 3 rings in face of the shield tunneling, one section of the every propelling of back built tunnel, in time one section of the interior ballast of built tunnel formerly
Unloading by stages: the shield structure is by after the grade separation section, treat that the grouting and reinforcing soil body reaches design strength in the hole in after, unloading by stages, according to monitored data, carrying capacity and discharge time are unloaded in good time adjustment by stages;
4. face of land ballast
When shallow earthing section shield driving, packed slag ballast is adopted on the face of land:
The ballast scope: be the center with the tunnel center line laterally, each side 6m vertically is whole section of a shallow earthing section
Ballast weight: press W=1850 (6.34-H) and calculate, W is a face of land unit area ballast in the formula, and H is the tunnel thickness of earth covering, and 1850 is this section soil layer mean specific gravity, and 6.34 is shield structure diameter, and conversion thickness of earth covering 〉=1D waits to satisfy earthing requirement rear by the shield structure
Unloading by stages: after constructing tunnel is finished, treat that grouting serous fluid reaches design strength in the hole in after, unload the top ballast by stages, simultaneously tunnel deformation, protuberance are monitored, and according to monitoring result adjustment discharge time and unloading value;
5. ground stabilization
Top, tunnel thickness of earth covering carries out the earthing measure less than the shallow earthing location of 0.6D to be handled, adopting deep layer to stir reinforces, reinforcing scope is that the index after the ground stabilization is by 3m under ground to the tunnel: unconfined compression strength qu 〉=0.8MPa, coefficient of permeability K≤1 * 10-8cm/s;
6. the anti-floating plate is set
Establish concrete anti-floating plate on the shallow earthing section face of land, thickness of slab 70cm, φ 600 boring uplift piles are established in anti-floating plate both sides, and stake is long to be 27m under the plate, tunnel anti-floating requirement when the single pile uplift resistance satisfies operation;
(4) select the section of jurisdiction ancillary method
1. the section of jurisdiction width is selected and is set type
The section of jurisdiction cambridge ring adopts wide 1.0m section of jurisdiction, and the wedge shape amount is 32.34mm, sets type and adopt the wide wedge shape of 6 ring 1.0m+wide straight line ring of 1 ring 1.2m in sharp radius curve section design section of jurisdiction;
Small radius reinforcement of segment rate is strengthened, from 120kg/m
3Increase to 180kg/m
3, increase by 1.5 times
2. establish longitudinal stiffener in the tunnel
The longitudinal stress and the distortion of tunnel structure are studied when utilizing the elastic foundation beam model to sharp radius curve location shield-tunneling construction, determine section of jurisdiction ribs scheme, to strengthen the tunnel longitudinal rigidity:
Establish stiffening rib in a elder generation built tunnel
At after the top constructing tunnel built to the influence in the tunnel, below built, below the tunnel near the excavation in face of 20m, back 20m, 40m scope section of jurisdiction is provided with ribs altogether, ribs adopts Two bors d's oeuveres, and [18a channel-section steel steel plate welding fabrication is connected it with bolt then with the reservation injected hole of section of jurisdiction;
Establish stiffening rib behind the b in the built tunnel
All be positioned on the sharp radius curve at the back built tunnel in the grade separation section, the tunnel length travel is bigger, ribs is set to strengthen the tunnel longitudinal rigidity at the back built tunnel near 60m scope section of jurisdiction behind the excavation face, control its length travel, ribs adopts Two bors d's oeuveres, and [18a channel-section steel steel plate welding fabrication is connected it with bolt then with the reservation injected hole of section of jurisdiction;
(5) shield structure progradation
Setting suitable initial shield structure parameter constructs, carry out grouting and reinforcing by pre-buried injected hole in the tunnel after the tunneling shield construction is finished in advance, establish stiffening rib, cross binding system in the tunnel, strengthening stud tightens up, for back row tunneling shield construction provides advantage; During the construction of back row tunneling shield, by take grouting and reinforcing in the hole, stiffening rib be set, measures such as anti-floating plate, face of land ballast, to reduce to first built tunnel influence:
1. soil pressure
To hold soil body protuberance 0.5～1.0mm to control in face of the excavation;
2. the amount of being unearthed control
The control shield structure amount of being unearthed is 98% of theoretical amount of calculation, looks the monitoring situation simultaneously and rationally adjusts the amount of being unearthed;
3. fltting speed
Fltting speed is controlled at 2cm/min;
4. grouting amount
The synchronous grouting amount is 2.6～2.8 m
3/ ring, slurry consistency 9～11cm;
Every assembly unit two rings promptly carry out coagulating slurries secondary pressure injection compound morning to back two endless tube sheets, and secondary grouting pressure is controlled at below the 0.3Mpa, and flow rate of grouting is controlled at 10～15L/min, grouting amount 0.5m
3/ ring, grout coordinate ratio: cement: calcium chloride: water glass=30: 1: 1, water/binder ratio are 0.6;
5. pipe sheet assembling
Through seam assembling is adopted in the section of jurisdiction, " assembly unit placed in the middle ", if section of jurisdiction assembly unit between two parties, and when correction can't be satisfied in the curve section of jurisdiction, should adopt the cork chock to adjust, the work of twisting is again in time carried out in the fastening inspection of strengthening stud in the pipe sheet assembling simultaneously, adopts channel-section steel to fix to convex surface longitudinal bolt in the tunnel in case of necessity;
6. the shield structure advances
After every ring advances and finishes, tighten the connecting bolt of current endless tube sheet, and when ring advances down, tighten up, act on the vertical stress component that section of jurisdiction thrust produces, be reduced to the ring tunnel and float to overcome;
The shield structure goes up a slope when advancing, and the shield structure gradient is upwards rectified a deviation less than 0.2% at every turn, adjusts the soil pressure setting value, does not swell or few protuberance based on the otch soil body;
7. level transportation in the tunnel
Adopt the traction power of electric locomotive as the level transportation, the electric locomotive speed of service is controlled in the 3km/h, only carries 3 sections of jurisdiction when moving and go up a slope on 32.5 ‰ gradients, full car descending;
(6) axial line control and construction monitoring
1. axial line control
During shield driving, the pre-deviator that is offset 30mm to the curve inboard is set to the tunnel, in the shield driving process, adopt automatic measurement system, every 3min measures a shield attitude automatically, and traverse station of every propelling 5 ring repetition measurements adopts the low pressure asbestos rubber jointing sheet correction, each correction amount should be as far as possible little, guarantees that the anchor ring of wedge is in the radially vertical plane of radius of curvature all the time;
2. measure control
A constructing tunnel axial line control is measured
Set up high accuracy lead control net, take forced centering, a position is based upon near the building more stable running tunnel, vertical control point is levelling networks such as II, away from the works area;
By the control net, with direction collimation method or cultellation method, geographical coordinates is transmitted to the down-hole, and in well, form little control net and in the tunnel, transmit;
Certain intervals 25～30m is provided with one and measures hanging basket in the tunnel, and survey mark position forced centering transmits point as the tunnel lead;
The b Land-Subsidence Control is measured
The method that the surface settlement monitoring adopts the face of land and deep layer observation to combine: advance axis along the shield structure, lay settlement observation point on the face of land, every ring is established an observation point in the district 30m scope of appearing, normal per 5 rings of section that advance are established an observation point, every interval 50 rings are established a settlement observation section, increase by two sections in the district 30m scope of appearing, every section is laid seven observation points; On the important building of circuit both sides, every side is established several sedimentation observation signs, and displacement and inclination angle observation point are set, and adopts inclinometer, inclination angle visualizer to monitor;
Measure twice of every day the settling amount of 30m ground monitoring point behind 20m before the cutter head of shield machine, the shield tail, after analyzing as calculated, as the foundation of setting shield structure propulsive parameter, every month with construction line monitoring point translocation a time;
C shield structure advances to be measured
Carry out shield structure longitudinal axis and longitudinal axis after the shield machine assembly unit and measure, comprise that the edge of a knife, head are connected the linear measure longimetry between center, the shield tail with tail, shield structure outer cover length is measured, the diameter measurement of the shield structure edge of a knife, shield tail and Supporting ring; Shield machine when driving attitude measurement comprises that depart from its plane with line midline, elevation departs from, longitudinal grade, laterally rotate and the measurement of otch mileage, every measure error satisfies following the requirement: plane, elevation deviation value ± 5mm, mileage deviation value ± 5mm, the horizontal anglec of rotation ± 3 "; longitudinal grade ± 1 ‰, otch mileage ± 10mm;
The d tunnel subsidence is measured
Set up the tunnel subsidence observation point in the shield-tunneling construction overall process, curved section is established a bit for per 10 meters, straightway per 20 meters a bit, be located on two shoulders of arch bottom, test frequency is: in the time of within 20 meters scopes of pressure surface, 1 time/day; When 20 meters to 50 meters scopes of pressure surface, 1 time/2 days; From advance distance during greater than 50 meters scopes, 1 time/week; , change 1 time/2 months behind the settlement stability into, until examination behind the tunnel holing through 1 time/month.
2. two lines intersection small radius according to claim 1, shallow earthing, large longitudinal slope complicated linetype shield construction method, it is characterized in that selected earth pressure balance radial type shield machine is equipped with 2 imitation-shaped knifes, the scope of backbreaking is 100mm, horizontally hinged angle can reach+and 1.5 °.
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