CN108533277A - Major diameter slurry shield passes through shanty town settlement Control construction over long distances under the conditions of non-reinforced - Google Patents
Major diameter slurry shield passes through shanty town settlement Control construction over long distances under the conditions of non-reinforced Download PDFInfo
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- CN108533277A CN108533277A CN201810323276.1A CN201810323276A CN108533277A CN 108533277 A CN108533277 A CN 108533277A CN 201810323276 A CN201810323276 A CN 201810323276A CN 108533277 A CN108533277 A CN 108533277A
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- 238000010276 construction Methods 0.000 title claims abstract description 74
- 239000002002 slurry Substances 0.000 title claims abstract description 62
- 238000012544 monitoring process Methods 0.000 claims abstract description 57
- 238000002360 preparation method Methods 0.000 claims abstract description 4
- 239000002689 soil Substances 0.000 claims description 70
- 238000007569 slipcasting Methods 0.000 claims description 58
- 238000004062 sedimentation Methods 0.000 claims description 57
- 238000002347 injection Methods 0.000 claims description 43
- 239000007924 injection Substances 0.000 claims description 43
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 43
- 230000000694 effects Effects 0.000 claims description 38
- 239000000463 material Substances 0.000 claims description 36
- 238000012360 testing method Methods 0.000 claims description 33
- 238000000034 method Methods 0.000 claims description 31
- 235000019353 potassium silicate Nutrition 0.000 claims description 30
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 30
- 230000001360 synchronised effect Effects 0.000 claims description 29
- 239000010410 layer Substances 0.000 claims description 27
- 239000011440 grout Substances 0.000 claims description 24
- 230000008569 process Effects 0.000 claims description 23
- 238000005259 measurement Methods 0.000 claims description 22
- 238000007689 inspection Methods 0.000 claims description 21
- 239000004568 cement Substances 0.000 claims description 17
- 230000006641 stabilisation Effects 0.000 claims description 16
- 238000011105 stabilization Methods 0.000 claims description 16
- 238000013461 design Methods 0.000 claims description 15
- 239000011083 cement mortar Substances 0.000 claims description 14
- 238000004458 analytical method Methods 0.000 claims description 13
- 230000005641 tunneling Effects 0.000 claims description 12
- 230000006835 compression Effects 0.000 claims description 11
- 238000007906 compression Methods 0.000 claims description 11
- 239000003673 groundwater Substances 0.000 claims description 11
- 230000015572 biosynthetic process Effects 0.000 claims description 9
- 230000035515 penetration Effects 0.000 claims description 9
- 230000008859 change Effects 0.000 claims description 8
- 230000001276 controlling effect Effects 0.000 claims description 8
- 238000005266 casting Methods 0.000 claims description 6
- 230000009977 dual effect Effects 0.000 claims description 6
- 210000001624 hip Anatomy 0.000 claims description 6
- 230000000670 limiting effect Effects 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 230000001105 regulatory effect Effects 0.000 claims description 6
- 238000012502 risk assessment Methods 0.000 claims description 6
- 238000012937 correction Methods 0.000 claims description 4
- 230000003628 erosive effect Effects 0.000 claims description 4
- 238000011835 investigation Methods 0.000 claims description 4
- 230000001737 promoting effect Effects 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 238000005299 abrasion Methods 0.000 claims description 3
- 230000000903 blocking effect Effects 0.000 claims description 3
- 239000003638 chemical reducing agent Substances 0.000 claims description 3
- 238000007405 data analysis Methods 0.000 claims description 3
- 238000000151 deposition Methods 0.000 claims description 3
- 230000007613 environmental effect Effects 0.000 claims description 3
- 238000011156 evaluation Methods 0.000 claims description 3
- 238000007667 floating Methods 0.000 claims description 3
- 239000012530 fluid Substances 0.000 claims description 3
- 238000009472 formulation Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims description 3
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- 239000011241 protective layer Substances 0.000 claims description 3
- 238000012797 qualification Methods 0.000 claims description 3
- 239000002994 raw material Substances 0.000 claims description 3
- 238000011160 research Methods 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 238000004513 sizing Methods 0.000 claims description 3
- 125000006850 spacer group Chemical group 0.000 claims description 3
- 238000003892 spreading Methods 0.000 claims description 3
- 230000007480 spreading Effects 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 239000013589 supplement Substances 0.000 claims description 3
- 238000012549 training Methods 0.000 claims description 3
- 238000012795 verification Methods 0.000 claims description 3
- 238000004078 waterproofing Methods 0.000 claims description 3
- 230000003442 weekly effect Effects 0.000 claims description 3
- 241000208340 Araliaceae Species 0.000 claims 1
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 claims 1
- 235000003140 Panax quinquefolius Nutrition 0.000 claims 1
- 235000008434 ginseng Nutrition 0.000 claims 1
- 238000004080 punching Methods 0.000 claims 1
- 238000012407 engineering method Methods 0.000 abstract description 5
- 238000007596 consolidation process Methods 0.000 abstract description 2
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Classifications
-
- 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/0678—Adding additives, e.g. chemical compositions, to the slurry or the cuttings
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses it is a kind of it is non-reinforced under the conditions of major diameter slurry shield pass through shanty town settlement Control construction over long distances, include the following steps：（One）Preparation measures before shield crossing；（Two）Shield crossing shanty town Construction Control Measures；（Three）Settlement Control measure after shield crossing.The engineering method of the present invention does not carry out consolidation process to above ground structure.Constructing tunnel disturbance is slight, smaller by region ground settlement, is influenced on the intensive shanty town of relevant range earth's surface minimum.Day driving amount can reach 8 rings（16m）, construction efficiency height.Realize shield pass through before, the monitoring of all the period of time by period and after passing through, it is ensured that the construction safety that shield passes through intensive shanty town.
Description
Technical field
The present invention relates to it is a kind of it is non-reinforced under the conditions of major diameter slurry shield pass through shanty town settlement Control construction over long distances
Engineering method belongs to technical field of building construction.
Background technology
With the continuous propulsion of Chinese Urbanization construction process, traffic problems are increasingly notable caused by population increase, city
Traffic pressure increases year by year, and more and more cities start to build Subway Network in China.To facilitate citizens' activities to the full extent,
The big multipath dense population areas of city underground circuit or business aggregation ground, these regional architectures are intensive, flow of the people is big, for for
Subway work disturbance requires high.Slurry shield construction technology is because its mechanization degree is high, noise is small, disturbance is small, safe and efficient
The characteristics of, it is widely used in recent years in urban subway tunnel engineering construction, highly shortened the construction period of subway tunnel,
The safety for improving subway engineering construction, promotes the development of subway engineering to a certain extent.
Invention content
The technical problem to be solved by the present invention is to：Major diameter slurry shield is worn over long distances under the conditions of offer one kind is non-reinforced
More shanty town settlement Control construction
In order to solve the above technical problems, the technical solution adopted by the present invention is：
It is provided by the invention it is non-reinforced under the conditions of major diameter slurry shield pass through shanty town settlement Control construction work over long distances
Method includes the following steps：
(1) preparation measures before shield crossing
1 building As-Is Assessment and control standard formulation
Before shield launching, commission has the third party of experience, corresponding qualification to existing buildings or structures along shanty town
Security risk assessment is carried out, according to on-site investigation, inspection result, structural-load-carrying capacity and normal use requirement is taken into account, joins simultaneously
Similar engineering is examined, the remaining resistance index of engineering structure is analyzed and calculated, to obtain As-Is Assessment Outcome Document, until
Include architecture quality As-Is Assessment, structure residual resistance index assessment less (containing remaining non-deformability, Residual Loading Capacity etc.)
And suggest treatment measures, building basic condition is investigated, is verified before construction, in conjunction with As-Is Assessment as a result, formulating safety
Control standard.
2 shield driving test sections
Using the initial 75m of shield driving as test section, used by ground deformation monitoring data and shield-tunneling construction
Parameter grasps the correlativity of shield machine boring parameter and ground settlement, continues to optimize adjustment.Every technology number when to promoting
According to being acquired, counting, analyzing, strives for the operating characteristics for grasping Shield-type machinery equipment within a short period of time, determine shield driving
Construction parameter setting range.
(2) shield crossing shanty town Construction Control Measures
The stage and form Corresponding Countermeasures that 1 analysis sedimentation is formed
Shield Tunneling certainly will cause the loosening and depression of surrounding soil, it intuitively shows as settling or swell.By it
Influencing the construction of structures of tunnel neighbouring area will be deformed, settle or conjugate, so that make structures function by damaged or broken
It is bad.Surface subsidence caused by shield driving by ground settlement changing rule can be divided into initial stage sedimentation, excavation face sedimentation (or protuberance),
By when shield body at the top of sedimentation, the sedimentation of shield tail gap and long-term continue five stages such as sedimentation.
(1) initial stage sedimentation be in face of shield tunneling necromancer body pore water reduce, the soil body be squeezed it is compacted and formed sedimentation.
(2) excavation face sedimentation (or protuberance) refers to the part ground deformation immediately ahead of excavation face.Due to applying at working face
Mud hydraulic pressure, it is possible to create the excessive protuberance of face pressure or pressure it is too small and generate sedimentation, pore water pressure increase,
Total stress increase forms the protuberance on ground.
(3) by when shield body at the top of sedimentation be shield by when the surface subsidence that generates.This stage is divided into two parts：
The sedimentation that mechanical function of the part between driving stratum and body generates, a part is between driving size and body diameter
Sedimentation caused by taper gap.During entire shield driving, shield is by gross thrust, skin friction resistance and earth balance pressure
The effect of three power of power.Since frictional resistance acts on, just generate shear stress in the soil layer of body periphery sliding surface, stratum because by
The tensile stress sheared and generated causes soil to be moved at once to the gap after shield.Keep shield consistent with tunnel axis,
In progradation, shield institute must compress a part of soil, relaxation another part soil through place.It keeps out the part of compression
The deviation of shield, and the part of relaxation then brings surface subsidence.
Taper difference of the another part between cutterhead digging diameter and shield body shield tail, due to the digging diameter of shield machine
Slightly larger than shield body diameter, and shield body diameter is slightly larger than shield tail diameter, and the digging diameter of this shield machine is up to 12.55 meters, and preceding shield body
A diameter of 12.51 meters, a diameter of 12.49 meters of middle shield, a diameter of 12.47 meters of shield tail, therefore the sky between excavation face and shield tail
The purpose of gap is about 4cm, this space does not carry out being taper space before grouting be- hind segment in section of jurisdiction abjection shield tail, this space be in order to
It reduces the soil body extruding force and the frictional force of shield machine is arranged, but is likely to form top sedimentation in tunneling process
One space.
(4) sedimentation of shield tail gap is happened at after shield tail passes through.Cause sedimentation the reason of be shield poop erection gap and
Soil layer is disturbed around tunnel.The shield tail diameter 12.47m of the shield machine, 12.1 meters of section of jurisdiction outer diameter, gap is filled with 22.5cm.
Will the support of shield body be lost suddenly when the soil body is detached from shield machine body fuselage, and be converted to section of jurisdiction support, but dashed forward herein
Section of jurisdiction outside and the building gap of shield body will not fill closely knit at once during change, therefore produce periphery soil body relaxation, stress
Release, as grouting at the tail of the shield machine cannot in time high quality follow-up, it will form the surface subsidence of larger area.
(5) continue depression for a long time
It refer to the sedimentation still carried over for a comparatively long period of time after shield passes through.It is bright that clay foundation continues sedimentation for a long time
It is aobvious to be more than sandy subgrade.Therefore, this kind of plastic deformation for settling the Creep Characteristics for being attributed to foundation soil.The sedimentation cause in the stage
It is that the nature of soil layer and tunnel surrounding soil are disturbed.Its lag time and the type of shield, geological conditions, construction matter
The factors such as amount are related.
How to control the sedimentation of each stage in five stages and reach minimum, then the accumulative sedimentation of driving and follow-up phase
Amount must be minimum, therefore formulates the effective technology measure of corresponding control settlement and protuberance, just can guarantee smoothly wearing for shanty town
More.Injection that main technical measures are imitated from boring parameter, mud film quality, mud pressure control, gram mud, a synchronous grouting matter
Amount control and the control of necessary secondary grouting and auxiliary monitoring measurement means are completed.
2 mud film qualities control
In order to reinforce the support capacity to the front soil body, ground grout is prevented, is pushed away using high specific gravity, highly viscous mud
Into.Common Soft Soil Layer, sandy soil layer, mud balance are 1.1~1.2g/cm3, and viscosity is 17~20 seconds.It is built passing through shanty town
Mud balance control is controlled in 1.2~1.25g/cm3, viscosity at 18~22 seconds when building object.Plugging material is properly added in mud,
The percentage of water loss in the stratomere (layer of sand) is reduced, safeguards the stabilization of face.To ensure quality of mud fluid, in progradation, mud
Water process personnel increase the test frequency of muddy water, adjust muddy water parameter in time, ensure being smoothed out for driving.
When shield, which needs to shut down in conventional thin silt, carries out warehouse entry upkeep operation with pressure, need to increase mud ratio
Weight improves mud viscosity, and mud viscosity reaches the requirement that can meet warehouse entry with pressure in 35~40 seconds under normal conditions.Shield driving
To water pressure higher section when, need in heavy viscous mud add pressurize short-term training material, it is ensured that mud film all has in the stipulated time
Good performance of holding one's breath.
3 critical construction parameter finely regulatings
Tunneling process should require the parameters of reasonable set shield driving in conjunction with geological condition and surrounding enviroment protection.Pick
Shield working order, boring parameter variation should be monitored and recorded in, into spoil disposal situation, and analysis feedback in time, adjustment driving
Parameter controls shield attitude.The strict control in construction makes practical muddy water pressure be slightly larger than calculated value.By information-aided construction and
When adjustment and corrected parameter, so that mud hydraulic pressure value is within zone of reasonableness.
(1) notch pressure controls
Notch pressure point calculates formula according to following water and soil:
Notch hydraulic pressure upper limit value：
POn=P1+P2+P3
=γw×h+K0×[(γ-γw)×h+γ×(H-h)]+20
In formula：POn- notch hydraulic pressure upper limit value (kPa)；
P1- groundwater pressure (kPa)；
P2- earth pressure at rest (kPa)；
P3- become dynamic soil pressure, generally take 20kPa；
γwMolten heavy (the kN/m of-water3)；
H-level of ground water edpth of tunnel below (calculates to tunnel center) (m)；
Molten heavy (the kN/m of γ-soil3)；
H-edpth of tunnel (calculates to tunnel center) (m)；
K0- coefficient of static earth pressure.
Notch hydraulic pressure lower limiting value：
In formula：PUnder- notch hydraulic pressure lower limiting value (kPa)；
P′2'-active earth pressure (kPa)；
Ka- coefficient of active earth pressure；
cuThe cohesiveness (kPa) of-soil.
For this engineering when test section tunnels, notch pressure value adds the correction value of 0.2bar on the basis of calculated value,
And according to the feedback of tunneling process surface subsidence monitoring data, optimization notch pressure value is corrected in time, it is ensured that shield crossing canopy
The matching of notch pressure and stratum when family area building.
Notch water pressure fluctuations are too big simultaneously, can increase the disturbance of the front soil body, and the front soil body is caused to be lost in.Therefore it is constructing
In should by notch water pressure fluctuations value control between -10kPa~10kPa, ensure soil stabilization.
(2) cutterhead rotating speed
It is promoted in Soft Soil Layer, cutterhead rotating speed should not be too large, and the rate of wear of cutter otherwise can be caused to accelerate, and high rotating speed holds
Larger disturbance is easily caused to Soft Soil Layer, and the cutterhead rotating speed control of shanty town location is worn under shield in 0.8rpm~1.2rpm, is being pushed away
When increasing into speed, in the case that cone penetration is more than 50, can suitably it increase speed, but be usually no more than 1.2rpm.
(3) driving speed controls
To ensure that shield can normally cut soil stabilization area, prevent mud line suction inlet from blocking, control promotes axis, protection
Cutterhead, fltting speed is unsuitable too fast when originating, and so that shield is slowly steered a steady course, the driving speed before host fully enters stabilization zone
Control can step up driving speed to 30mm/min in 3~5mm/min after shield machine is detached from stabilization zone.
Under the conditions of normal driving, driving speed should be set as 15~30mm/min；In shield machine special formation, driving speed
Degree should control in 10~20mm/min, passing through slum-dweller Section Speed suitable control cannot be too fast, it is too fast influence synchronous grouting with
Into speed, it is be easy to cause the cavity after the wall of section of jurisdiction, causes posterior settlement, therefore the matching of driving speed is to passing through shanty town to pass
It is important.
(4) cutter head torque
Torque needed for cutterhead rotation, unit MN.m, cutter head torque should be controlled in 6~9MNm when passing through shanty town.
Same geology cone penetration more large torque is bigger, if in parameter constants such as cone penetration, speed, when torque gradually significantly increases,
To consider cutter whether serious wear, the abrasion of cutter can directly contribute torque and significantly increase, and need shutdown inspection cutter.
4 shield body taper space gram mud effect fillings
A gram mud effect is injected to outside shield body from the radial hole of shield machine, by the radial hole wheel streamer at 11 o'clock and 1 o'clock position
Enter, fills the gap between digging diameter and shield body in time, injection rate is 120~130%, while controlling injection pressure and injection
Amount, ground synchronous monitor the sedimentation on ground, adjust in time.
The effect filling of gram mud
(1) gram mud effect is with when dosage
Proportioning：Gram mud effect：Waterglass=20：1
Gram mud imitates every cubic metre of dosage：400 kilograms
Waterglass Baume ratio：Be40, proportion：1.38-1.39
Cutterhead digging diameter is 12550mm, and shield machine shield body outer diameter is 12470mm, is 2000mm per ring width, then per ring
Theoretical gap is：2 × 3.14 × (12.55 × 12.55-12.47 × 12.47)/4=3.14m3
It is per the ring amount of being actually implanted into (setting injection rate as 120%)：3.14 × 120% × 20=3.7m3
It is per ring gram mud effect actual amount：3.7 × 400=1480kg
It is per ring waterglass actual amount：3.7/20 × 1.38=255.3kg
5 back synchronous injections
(1) injecting paste material proportion design and Essential Performance Requirements
Using cement mortar as synchronous grouting material, slurry material should have high calculus rate, consolidating strength height, durability
Well, the features such as preventing groundwater erosion, good water resistant dispersibility and the property noted, gelling time is determined according to formation condition,
And match with driving speed, slip casting operation, it is determined by field test.It is usually no more than 6h (final set), it is strong to obtain early stage
Degree, ensures good slip casting effect.Concretion body strength is not less than 0.2MPa for one day, is not less than 1.0MPa, shield crossing canopy within 28 days
The locations Hu Qu synchronous grouting proportioning see the table below.
Table synchronous grouting material matches and performance indicator table (per side's materials)
(2) grouting pressure
To ensure to reach effective filling to circumferential gap, at the same can ensure that again tunnel segment structure not because slip casting is deformed and
Damage, rule of thumb, grouting pressure are calculated according to slightly larger than notch pressure 0.5bar, are set as 0.3~0.5MPa.
(3) grouting amount
It is 17.41m that shield machine, which excavates the gap formed with section of jurisdiction outer diameter,3/ ring, according to similar engineering construction experience, shield
It passes through shanty town location grouting amount volumetric efficiency and takes 130%~180%.Simultaneously, it is contemplated that earthing is shallower, and the floating shadow of shield
It rings, shield machine top and bottom grouting amount should be by 2:1 control.When curved section tunnels, grouting amount should be slightly larger than on the outside of curved section
Inside grouting amount.
Pay attention to：It passes through during risk assessment, continuous 2 ring synchronous grouting amount is higher than control range, and grouting pressure is less than
When control range, driving should be suspended, analyze reason and formulate treatment measures.
(4) injection speed
Synchronous grouting speed should match with driving speed, complete to complete to note when ring in the time of a ring 2m drivings by shield
Slurry amount determines its average injection speed.
(5) slip casting ending standard
Standard is controlled using grouting pressure and grouting amount Two indices, when grouting pressure reaches design pressure, grouting amount reaches
Design grouting amount 80% or more when should terminate slip casting.
(6) grind slurries quality is examined
Amount of inspection：One hundred percent inspection is detected every ring mortar.
The method of inspection：Check raw material product certificate, quality inspection report, metering measure, test report and slip casting inspection
Look into record.Slurry consistency is detected using consistometer, slurries presetting period and calculus rate are examined using graduated cylinder.
6 secondary groutings control
Shield crossing shanty town belongs to highly permeable thin silt, and shield driving speed is fast in the stratum, after slurries injection
It is hardly formed independent firming body, secondary, multiple ftercompction slip casting need to be carried out in time to the section of jurisdiction for deviating from shield tail.
(1) technological process, as shown in Figure 1.
(2) injecting paste material, match ratio
Injecting paste material uses waterglass+cement mortar dual slurry, and grout coordinate ratio and its relevant parameter index are as shown in the table.
Table secondary grouting material and proportioning table (per side)
| Injecting paste material | Proportioning | Remarks |
| Cement grout | The ratio of mud=0.8:1 | Cement uses P.O42.5 (bagged cement) |
| Waterglass | 30Be | It is adjusted according to setting time |
Grout coordinate ratio：The cement mortar ratio of mud (weight ratio)：0.8:1；Slurries are with waterglass volume ratio when injection：Cement
Slurry：Waterglass=1：1, grout spreading range 0.7m.The slurries presetting period 1 divides 30 seconds；3 days compression strength 7.8MPa, resistance to compression in 7 days
Intensity 11.2MPa, 28 days compression strength 13.3MPa.Slurries type and proportioning can be according to passing through actual formation and field test feelings
Condition adjusts accordingly.
(3) mortar depositing construction
1. grouting sequence
Secondary grouting is preferably carried out in shield by about 10 ring positions, and same endless tube piece strictly presses ' two waists, two waists after first vault
Method injection symmetrically '.
2. grouting pressure
Secondary grouting pressure is controlled in 0.8~1.0MPa.
3. trepanning point
Secondary grouting is carried out in such a way that spacer ring trepanning, every ring open three holes, trepanning depth is to punch synchronous grouting layer
It is advisable, about 50cm.
4. grouting amount
1~1.5m of each hole injection cement grout3, and grouting amount is controlled according to practical grouting pressure.
5. slip casting ending standard
It is controlled, i.e., reached with grouting amount when grouting pressure reaches setting value using grouting pressure and grouting amount Two indices
Design value 85% or more when, you can identification reach secondary grouting quality requirement.But if pressure is not up to setting value, and slip casting
When amount reaches setting value, it should judge rationally to be controlled according to Analysis on monitoring data.
6. secondary, multiple reinforcement grouting process
Before slip casting first after hole for hoist loads onto slip casting inlet non return check valve, Kong Weihou 5cm protective layers are filled with electric hammer drill tying up, are opened
Hole depth is advisable not less than 50cm, connects threeway and cement mortar pipe and waterglass pipe.When noting dual slurry, striaght cement slurries are first noted
After 1min, opens waterglass valve and carry out mixed injection, whole Kong Shiying increases the concentration of waterglass.It is answered after a hole slip casting finishes
Waiting 5~open to dredge the casting head after ten minutes and check injection effect, if water is very big, should re-inject, until having less
Water when flowing out can whole hole, remove casting head and be capped and silently cover.If monitoring data reflection sedimentation is still unstable, multiple benefit can be taken
Strong controlling measurement sedimentation.
Should there are gas vent, gas vent to be located in principle on pre-pouring grout hole during slip casting, and slip casting inlet non return check valve is installed,
Ball valve is opened simultaneously, until occurring closing ball valve when grout, checks slip casting effect after ten minutes, is overflowed if any water, copes with the hole
Carry out slip casting.
7 monitorings in real time, information system management
During shield crossing shanty town, reinforce the monitoring measurement in shanty town, to impacted surface buildings into
The real-time settlement monitoring of row, differential settlement monitoring, surface buildings tilt monitoring and crack developing observation etc., arrange special messenger round the clock
The situation observation of buildings or structures periphery is carried out within 24 hours, dynamic evaluation, while base are carried out to building safety according to monitoring data
In assessment result to shield tunnelling parameters carry out finely regulating, finally by monitoring determine effect, to iterative cycles, verification,
It is perfect, it is ensured that pass through safety.
It to ground settlement and passes through the weak fundamental construction in shanty town for research Big diameter slurry shield construction and builds object
It influences, is set in advance as shield driving test section, the ground settlement progress in-situ monitoring that shield-tunneling construction is induced in test section,
And record data are studied for further.Monitoring section spacing is 10m in test section, and 8- is laid according to periphery situation per section
10 measuring points, measuring point spacing 3-5m；Monitoring point arrangement principle is same as above in shanty town.
Project management department sets up special measurement and monitors 6 people groups, completes within daily 24 hours 6 continuous measurements, every 4 hours necessary
Go out to monitor analysis results data with timely feedback guidance shield-tunneling construction.Uninterrupted measurement in 1 month, later stage are maintained after the completion of driving
According to sedimentation change curve degree of stability, weekly monitoring measurement data analysis is determined, until settlement stability.
(3) settlement Control measure after shield crossing
Shield machine still needs to carry on monitoring measurement work after passing through within a certain period of time, it is contemplated that environmental protection and tunnel
Stable requirement, such as after wall radar slip casting detection or find surface subsidence still have a greater change trend or Local Layer compared with
It is soft, after-teeming slurry should be carried out again by injected hole more than section of jurisdiction middle part, supplement once grouting is not filled by part and slurries convergence
Volume reducer, to reduce shield machine after the soil body posterior settlement, mitigate the waterproofing pressure in tunnel.Shield is pushed away simultaneously
Exfoliated state caused by power is filled (between section of jurisdiction, injecting paste material, country rock), improves water-stagnating effect.Ftercompction sizing process is the same as two
Secondary grouting process.Beneficial effects of the present invention：
(1) consolidation process is not carried out to above ground structure.
(2) constructing tunnel disturbance is slight, smaller by region ground settlement, is influenced on the intensive shanty town of relevant range earth's surface
It is minimum.
(3) day driving amount can reach 8 rings (16m), and construction efficiency is high.
(4) realize shield pass through before, the monitoring of all the period of time by period and after passing through, it is ensured that shield passes through intensive canopy
The construction safety in family area.
This engineering method be suitable for it is non-reinforced under the conditions of major diameter slurry shield over long distances pass through disturbance Sensitive Buildings construction.
No. 8 three bid sections of line civil construction part BT projects of Wuhan subway are constructed using major diameter slurry balance shield, from beginning
Hair stands and passes through highly dense shanty town (overall length 754.618m) over long distances.By strictly controlling shield driving parameter, section of jurisdiction installation
Standard, grouting parameter and the monitoring of real-time earth's surface, during slurry balance shield construction passes through shanty town, earth's surface is built (structure)
It builds object and apparent displacement, sedimentation, cracking does not occur.Construction risk is reduced, the dispute with surrounding resident is reduced, is had good
Good economic benefit and social benefit.
Description of the drawings
Fig. 1 is secondary grouting process flow chart.
Specific implementation mode
Embodiment 1
It is provided in this embodiment it is non-reinforced under the conditions of major diameter slurry shield pass through the construction of shanty town settlement Control over long distances
Engineering method includes the following steps：
(1) preparation measures before shield crossing
1 building As-Is Assessment and control standard formulation
Before shield launching, commission has the third party of experience, corresponding qualification to existing buildings or structures along shanty town
Security risk assessment is carried out, according to on-site investigation, inspection result, structural-load-carrying capacity and normal use requirement is taken into account, joins simultaneously
Similar engineering is examined, the remaining resistance index of engineering structure is analyzed and calculated, to obtain As-Is Assessment Outcome Document, until
Include architecture quality As-Is Assessment, structure residual resistance index assessment less (containing remaining non-deformability, Residual Loading Capacity etc.)
And suggest treatment measures, building basic condition is investigated, is verified before construction, in conjunction with As-Is Assessment as a result, formulating safety
Control standard.
2 shield driving test sections
Using the initial 75m of shield driving as test section, used by ground deformation monitoring data and shield-tunneling construction
Parameter grasps the correlativity of shield machine boring parameter and ground settlement, continues to optimize adjustment.Every technology number when to promoting
According to being acquired, counting, analyzing, strives for the operating characteristics for grasping Shield-type machinery equipment within a short period of time, determine shield driving
Construction parameter setting range.
(2) shield crossing shanty town Construction Control Measures
The stage and form Corresponding Countermeasures that 1 analysis sedimentation is formed
Shield Tunneling certainly will cause the loosening and depression of surrounding soil, it intuitively shows as settling or swell.By it
Influencing the construction of structures of tunnel neighbouring area will be deformed, settle or conjugate, so that make structures function by damaged or broken
It is bad.Surface subsidence caused by shield driving by ground settlement changing rule can be divided into initial stage sedimentation, excavation face sedimentation (or protuberance),
By when shield body at the top of sedimentation, the sedimentation of shield tail gap and long-term continue five stages such as sedimentation.
(1) initial stage sedimentation be in face of shield tunneling necromancer body pore water reduce, the soil body be squeezed it is compacted and formed sedimentation.
(2) excavation face sedimentation (or protuberance) refers to the part ground deformation immediately ahead of excavation face.Due to applying at working face
Mud hydraulic pressure, it is possible to create the excessive protuberance of face pressure or pressure it is too small and generate sedimentation, pore water pressure increase,
Total stress increase forms the protuberance on ground.
(3) by when shield body at the top of sedimentation be shield by when the surface subsidence that generates.This stage is divided into two parts：
The sedimentation that mechanical function of the part between driving stratum and body generates, a part is between driving size and body diameter
Sedimentation caused by taper gap.During entire shield driving, shield is by gross thrust, skin friction resistance and earth balance pressure
The effect of three power of power.Since frictional resistance acts on, just generate shear stress in the soil layer of body periphery sliding surface, stratum because by
The tensile stress sheared and generated causes soil to be moved at once to the gap after shield.Keep shield consistent with tunnel axis,
In progradation, shield institute must compress a part of soil, relaxation another part soil through place.It keeps out the part of compression
The deviation of shield, and the part of relaxation then brings surface subsidence.
Taper difference of the another part between cutterhead digging diameter and shield body shield tail, due to the digging diameter of shield machine
Slightly larger than shield body diameter, and shield body diameter is slightly larger than shield tail diameter, and the digging diameter of this shield machine is up to 12.55 meters, and preceding shield body
A diameter of 12.51 meters, a diameter of 12.49 meters of middle shield, a diameter of 12.47 meters of shield tail, therefore the sky between excavation face and shield tail
The purpose of gap is about 4cm, this space does not carry out being taper space before grouting be- hind segment in section of jurisdiction abjection shield tail, this space be in order to
It reduces the soil body extruding force and the frictional force of shield machine is arranged, but is likely to form top sedimentation in tunneling process
One space.
(4) sedimentation of shield tail gap is happened at after shield tail passes through.Cause sedimentation the reason of be shield poop erection gap and
Soil layer is disturbed around tunnel.The shield tail diameter 12.47m of the shield machine, 12.1 meters of section of jurisdiction outer diameter, gap is filled with 22.5cm.
Will the support of shield body be lost suddenly when the soil body is detached from shield machine body fuselage, and be converted to section of jurisdiction support, but dashed forward herein
Section of jurisdiction outside and the building gap of shield body will not fill closely knit at once during change, therefore produce periphery soil body relaxation, stress
Release, as grouting at the tail of the shield machine cannot in time high quality follow-up, it will form the surface subsidence of larger area.
(5) continue depression for a long time
It refer to the sedimentation still carried over for a comparatively long period of time after shield passes through.It is bright that clay foundation continues sedimentation for a long time
It is aobvious to be more than sandy subgrade.Therefore, this kind of plastic deformation for settling the Creep Characteristics for being attributed to foundation soil.The sedimentation cause in the stage
It is that the nature of soil layer and tunnel surrounding soil are disturbed.Its lag time and the type of shield, geological conditions, construction matter
The factors such as amount are related.
How to control the sedimentation of each stage in five stages and reach minimum, then the accumulative sedimentation of driving and follow-up phase
Amount must be minimum, therefore formulates the effective technology measure of corresponding control settlement and protuberance, just can guarantee smoothly wearing for shanty town
More.Injection that main technical measures are imitated from boring parameter, mud film quality, mud pressure control, gram mud, a synchronous grouting matter
Amount control and the control of necessary secondary grouting and auxiliary monitoring measurement means are completed.
2 mud film qualities control
In order to reinforce the support capacity to the front soil body, ground grout is prevented, is pushed away using high specific gravity, highly viscous mud
Into.Common Soft Soil Layer, sandy soil layer, mud balance are 1.1~1.2g/cm3, and viscosity is 17~20 seconds.It is built passing through shanty town
Mud balance control is controlled in 1.2~1.25g/cm3, viscosity at 18~22 seconds when building object.Plugging material is properly added in mud,
The percentage of water loss in the stratomere (layer of sand) is reduced, safeguards the stabilization of face.To ensure quality of mud fluid, in progradation, mud
Water process personnel increase the test frequency of muddy water, adjust muddy water parameter in time, ensure being smoothed out for driving.
When shield, which needs to shut down in conventional thin silt, carries out warehouse entry upkeep operation with pressure, need to increase mud ratio
Weight improves mud viscosity, and mud viscosity reaches the requirement that can meet warehouse entry with pressure in 35~40 seconds under normal conditions.Shield driving
To water pressure higher section when, need in heavy viscous mud add pressurize short-term training material, it is ensured that mud film all has in the stipulated time
Good performance of holding one's breath.
3 critical construction parameter finely regulatings
Tunneling process should require the parameters of reasonable set shield driving in conjunction with geological condition and surrounding enviroment protection.Pick
Shield working order, boring parameter variation should be monitored and recorded in, into spoil disposal situation, and analysis feedback in time, adjustment driving
Parameter controls shield attitude.The strict control in construction makes practical muddy water pressure be slightly larger than calculated value.By information-aided construction and
When adjustment and corrected parameter, so that mud hydraulic pressure value is within zone of reasonableness.
(1) notch pressure controls
Notch pressure point calculates formula according to following water and soil:
Notch hydraulic pressure upper limit value：
POn=P1+P2+P3
=γw×h+K0×[(γ-γw)×h+γ×(H-h)]+20
In formula：POn- notch hydraulic pressure upper limit value (kPa)；
P1- groundwater pressure (kPa)；
P2- earth pressure at rest (kPa)；
P3- become dynamic soil pressure, generally take 20kPa；
γwMolten heavy (the kN/m of-water3)；
H-level of ground water edpth of tunnel below (calculates to tunnel center) (m)；
Molten heavy (the kN/m of γ-soil3)；
H-edpth of tunnel (calculates to tunnel center) (m)；
K0- coefficient of static earth pressure.
Notch hydraulic pressure lower limiting value：
In formula：PUnder- notch hydraulic pressure lower limiting value (kPa)；
P2'-active earth pressure (kPa)；
Ka- coefficient of active earth pressure；
cuThe cohesiveness (kPa) of-soil.
For this engineering when test section tunnels, notch pressure value adds the correction value of 0.2bar on the basis of calculated value,
And according to the feedback of tunneling process surface subsidence monitoring data, optimization notch pressure value is corrected in time, it is ensured that shield crossing canopy
The matching of notch pressure and stratum when family area building.
Notch water pressure fluctuations are too big simultaneously, can increase the disturbance of the front soil body, and the front soil body is caused to be lost in.Therefore it is constructing
In should by notch water pressure fluctuations value control between -10kPa~10kPa, ensure soil stabilization.
(2) cutterhead rotating speed
It is promoted in Soft Soil Layer, cutterhead rotating speed should not be too large, and the rate of wear of cutter otherwise can be caused to accelerate, and high rotating speed holds
Larger disturbance is easily caused to Soft Soil Layer, and the cutterhead rotating speed control of shanty town location is worn under shield in 0.8rpm~1.2rpm, is being pushed away
When increasing into speed, in the case that cone penetration is more than 50, can suitably it increase speed, but be usually no more than 1.2rpm.
(3) driving speed controls
To ensure that shield can normally cut soil stabilization area, prevent mud line suction inlet from blocking, control promotes axis, protection
Cutterhead, fltting speed is unsuitable too fast when originating, and so that shield is slowly steered a steady course, the driving speed before host fully enters stabilization zone
Control can step up driving speed to 30mm/min in 3~5mm/min after shield machine is detached from stabilization zone.
Under the conditions of normal driving, driving speed should be set as 15~30mm/min；In shield machine special formation, driving speed
Degree should control in 10~20mm/min, passing through slum-dweller Section Speed suitable control cannot be too fast, it is too fast influence synchronous grouting with
Into speed, it is be easy to cause the cavity after the wall of section of jurisdiction, causes posterior settlement, therefore the matching of driving speed is to passing through shanty town to pass
It is important.
(4) cutter head torque
Torque needed for cutterhead rotation, unit MN.m, cutter head torque should be controlled in 6~9MNm when passing through shanty town.
Same geology cone penetration more large torque is bigger, if in parameter constants such as cone penetration, speed, when torque gradually significantly increases,
To consider cutter whether serious wear, the abrasion of cutter can directly contribute torque and significantly increase, and need shutdown inspection cutter.
4 shield body taper space gram mud effect fillings
A gram mud effect is injected to outside shield body from the radial hole of shield machine, by the radial hole wheel streamer at 11 o'clock and 1 o'clock position
Enter, fills the gap between digging diameter and shield body in time, injection rate is 120~130%, while controlling injection pressure and injection
Amount, ground synchronous monitor the sedimentation on ground, adjust in time.
The effect filling of gram mud
(1) gram mud effect is with when dosage
Proportioning：Gram mud effect：Waterglass=20：1
Gram mud imitates every cubic metre of dosage：400 kilograms
Waterglass Baume ratio：Be40, proportion：1.38-1.39
Cutterhead digging diameter is 12550mm, and shield machine shield body outer diameter is 12470mm, is 2000mm per ring width, then per ring
Theoretical gap is：2 × 3.14 × (12.55 × 12.55-12.47 × 12.47)/4=3.14m3
It is per the ring amount of being actually implanted into (setting injection rate as 120%)：3.14 × 120% × 20=3.7m3
It is per ring gram mud effect actual amount：3.7 × 400=1480kg
It is per ring waterglass actual amount：3.7/20 × 1.38=255.3kg
5 back synchronous injections
(1) injecting paste material proportion design and Essential Performance Requirements
Using cement mortar as synchronous grouting material, slurry material should have high calculus rate, consolidating strength height, durability
Well, the features such as preventing groundwater erosion, good water resistant dispersibility and the property noted, gelling time is determined according to formation condition,
And match with driving speed, slip casting operation, it is determined by field test.It is usually no more than 6h (final set), it is strong to obtain early stage
Degree, ensures good slip casting effect.Concretion body strength is not less than 0.2MPa for one day, is not less than 1.0MPa, shield crossing canopy within 28 days
The locations Hu Qu synchronous grouting proportioning see the table below.
Table synchronous grouting material matches and performance indicator table (per side's materials)
(2) grouting pressure
To ensure to reach effective filling to circumferential gap, at the same can ensure that again tunnel segment structure not because slip casting is deformed and
Damage, rule of thumb, grouting pressure are calculated according to slightly larger than notch pressure 0.5bar, are set as 0.3~0.5MPa.
(3) grouting amount
It is 17.41m that shield machine, which excavates the gap formed with section of jurisdiction outer diameter,3/ ring, according to similar engineering construction experience, shield
It passes through shanty town location grouting amount volumetric efficiency and takes 130%~180%.Simultaneously, it is contemplated that earthing is shallower, and the floating shadow of shield
It rings, shield machine top and bottom grouting amount should be by 2:1 control.When curved section tunnels, grouting amount should be slightly larger than on the outside of curved section
Inside grouting amount.
Pay attention to：It passes through during risk assessment, continuous 2 ring synchronous grouting amount is higher than control range, and grouting pressure is less than
When control range, driving should be suspended, analyze reason and formulate treatment measures.
(4) injection speed
Synchronous grouting speed should match with driving speed, complete to complete to note when ring in the time of a ring 2m drivings by shield
Slurry amount determines its average injection speed.
(5) slip casting ending standard
Standard is controlled using grouting pressure and grouting amount Two indices, when grouting pressure reaches design pressure, grouting amount reaches
Design grouting amount 80% or more when should terminate slip casting.
(6) grind slurries quality is examined
Amount of inspection：One hundred percent inspection is detected every ring mortar.
The method of inspection：Check raw material product certificate, quality inspection report, metering measure, test report and slip casting inspection
Look into record.Slurry consistency is detected using consistometer, slurries presetting period and calculus rate are examined using graduated cylinder.
6 secondary groutings control
Shield crossing shanty town belongs to highly permeable thin silt, and shield driving speed is fast in the stratum, after slurries injection
It is hardly formed independent firming body, secondary, multiple ftercompction slip casting need to be carried out in time to the section of jurisdiction for deviating from shield tail.
(1) technological process, as shown in Figure 1.
(2) injecting paste material, match ratio
Injecting paste material uses waterglass+cement mortar dual slurry, and grout coordinate ratio and its relevant parameter index are as shown in the table.
Table secondary grouting material and proportioning table (per side)
| Injecting paste material | Proportioning | Remarks |
| Cement grout | The ratio of mud=0.8:1 | Cement uses P.O42.5 (bagged cement) |
| Waterglass | 30Be | It is adjusted according to setting time |
Grout coordinate ratio：The cement mortar ratio of mud (weight ratio)：0.8:1；Slurries are with waterglass volume ratio when injection：Cement
Slurry：Waterglass=1：1, grout spreading range 0.7m.The slurries presetting period 1 divides 30 seconds；3 days compression strength 7.8MPa, resistance to compression in 7 days
Intensity 11.2MPa, 28 days compression strength 13.3MPa.Slurries type and proportioning can be according to passing through actual formation and field test feelings
Condition adjusts accordingly.
(3) mortar depositing construction
1. grouting sequence
Secondary grouting is preferably carried out in shield by about 10 ring positions, and same endless tube piece strictly presses ' two waists, two waists after first vault
Method injection symmetrically '.
2. grouting pressure
Secondary grouting pressure is controlled in 0.8~1.0MPa.
3. trepanning point
Secondary grouting is carried out in such a way that spacer ring trepanning, every ring open three holes, trepanning depth is to punch synchronous grouting layer
It is advisable, about 50cm.
4. grouting amount
1~1.5m of each hole injection cement grout3, and grouting amount is controlled according to practical grouting pressure.
5. slip casting ending standard
It is controlled, i.e., reached with grouting amount when grouting pressure reaches setting value using grouting pressure and grouting amount Two indices
Design value 85% or more when, you can identification reach secondary grouting quality requirement.But if pressure is not up to setting value, and slip casting
When amount reaches setting value, it should judge rationally to be controlled according to Analysis on monitoring data.
6. secondary, multiple reinforcement grouting process
Before slip casting first after hole for hoist loads onto slip casting inlet non return check valve, Kong Weihou 5cm protective layers are filled with electric hammer drill tying up, are opened
Hole depth is advisable not less than 50cm, connects threeway and cement mortar pipe and waterglass pipe.When noting dual slurry, striaght cement slurries are first noted
After 1min, opens waterglass valve and carry out mixed injection, whole Kong Shiying increases the concentration of waterglass.It is answered after a hole slip casting finishes
Waiting 5~open to dredge the casting head after ten minutes and check injection effect, if water is very big, should re-inject, until having less
Water when flowing out can whole hole, remove casting head and be capped and silently cover.If monitoring data reflection sedimentation is still unstable, multiple benefit can be taken
Strong controlling measurement sedimentation.
Should there are gas vent, gas vent to be located in principle on pre-pouring grout hole during slip casting, and slip casting inlet non return check valve is installed,
Ball valve is opened simultaneously, until occurring closing ball valve when grout, checks slip casting effect after ten minutes, is overflowed if any water, copes with the hole
Carry out slip casting.
7 monitorings in real time, information system management
During shield crossing shanty town, reinforce the monitoring measurement in shanty town, to impacted surface buildings into
The real-time settlement monitoring of row, differential settlement monitoring, surface buildings tilt monitoring and crack developing observation etc., arrange special messenger round the clock
The situation observation of buildings or structures periphery is carried out within 24 hours, dynamic evaluation, while base are carried out to building safety according to monitoring data
In assessment result to shield tunnelling parameters carry out finely regulating, finally by monitoring determine effect, to iterative cycles, verification,
It is perfect, it is ensured that pass through safety.
It to ground settlement and passes through the weak fundamental construction in shanty town for research Big diameter slurry shield construction and builds object
It influences, is set in advance as shield driving test section, the ground settlement progress in-situ monitoring that shield-tunneling construction is induced in test section,
And record data are studied for further.Monitoring section spacing is 10m in test section, and 8- is laid according to periphery situation per section
10 measuring points, measuring point spacing 3-5m；Monitoring point arrangement principle is same as above in shanty town.
Project management department sets up special measurement and monitors 6 people groups, completes within daily 24 hours 6 continuous measurements, every 4 hours necessary
Go out to monitor analysis results data with timely feedback guidance shield-tunneling construction.Uninterrupted measurement in 1 month, later stage are maintained after the completion of driving
According to sedimentation change curve degree of stability, weekly monitoring measurement data analysis is determined, until settlement stability.
(3) settlement Control measure after shield crossing
Shield machine still needs to carry on monitoring measurement work after passing through within a certain period of time, it is contemplated that environmental protection and tunnel
Stable requirement, such as after wall radar slip casting detection or find surface subsidence still have a greater change trend or Local Layer compared with
It is soft, after-teeming slurry should be carried out again by injected hole more than section of jurisdiction middle part, supplement once grouting is not filled by part and slurries convergence
Volume reducer, to reduce shield machine after the soil body posterior settlement, mitigate the waterproofing pressure in tunnel.Shield is pushed away simultaneously
Exfoliated state caused by power is filled (between section of jurisdiction, injecting paste material, country rock), improves water-stagnating effect.Ftercompction sizing process is the same as two
Secondary grouting process.2 case history of embodiment
No. 8 three bid sections of line civil construction part BT projects of Wuhan subway, mainly include one section of a station, i.e., Xu family's canopy station and
Get over river shield section in Huangpu way station~Xu family's canopy station.Shield section using diameter 12.51m combined type slurry balance shield machine into
Row construction, originated from Xu family's canopy station, pass through highly dense shanty town (overall length 754.618m) over long distances, under wear the Changjiang river reach Hankow Huang
Pu way station receives, section overall length 3185.545m.
Highly dense shanty town is worn down at shield loom Xu family's canopy station after being originated with the curve of R=700m, profile grade by
Flat slope becomes 27 ‰ descending, and driving stratum is tunneling boring thin silt.The shanty town is originally removed before driving, but
It removes and has no resolution because of various reasons.The shanty town overwhelming majority is the pervious brick-and-concrete buildings nineties, this part architectural appearance is ancient
Old outmoded, majority is there are the scene that wall crazing, wall skin fall off, and there are severe compromises.Shield crossing shanty town construction with
" height viscous excellent slurry, steady propulsion, quick-assembling, is forbidden shutting down, once pass through precise controlling " is principle, with surface settlement control
For core, with buildings or structures safety along ensuring for target.
Before construction, investigation is carried out to all existing buildings or structures, has been verified, and Important building along the line has been clapped
According to, measure convenient for staying card.And it is provided with the observations such as numerous sedimentations, cracking, inclination, displacement and level of ground water in surface buildings
Point is monitored in real time in the later stage.The monitoring of complex environment earth's surface is that construction in later period safety has played significant role with settlement Control.
This engineering is supervised using the initial 75m of shield as driving test section according to test section boring parameter and ground settlement
It surveys situation and contacting between boring parameter and ground settlement is determined, so that it is determined that control ground settlement under the premise of reasonably
Boring parameter ensures that construction safety successfully carries out.
In shield-tunneling construction, the stringent shield driving parameter that controls installs standard with section of jurisdiction.The soil body is disturbed to reduce simultaneously
It is dynamic, correction is reduced, by plan-position control within design axis ± 30mm；In view of earthing is shallower, and the upper drift shadow of shield
It rings, when passing through structure building, actually high process control is designing axis -30mm or so to shield.Driving speed is controlled in 15mm/min
Left and right prevents from generating greater impact to the front soil body because driving speed is too fast.
Synchronous grouting material in shield-tunneling construction uses cement mortar, the advantage is that high with calculus rate, Seed harvest is strong
Degree is high, durability is good and resistance to groundwater erosion is good.It is determined by field test.It is usually no more than 6h (final set), to obtain
Early strength ensures good slip casting effect.Concretion body strength is not less than 0.2MPa for one day, is not less than 1.0MPa within 28 days.Slip casting
Pressure is set as 0.3~0.5MPa, and grouting amount volumetric efficiency takes 130%~180%, and injection speed is matched with driving speed, when
Terminate slip casting when grouting pressure reaches design pressure, grouting amount reaches 80% or more of design grouting amount, is examined in time after slip casting
Slip casting effect, this project secondary grouting are emergent and spare slip casting, since the Forming Quality of once grouting is high, do not carry out secondary injection
Slurry.
By strictly controlling the measures such as shield driving parameter, section of jurisdiction installation standard, synchronous grouting and the monitoring of real-time earth's surface,
The line of Wuhan subway 8 cross-river tunnels pass through over long distances slum-dweller section earth's surface buildings or structures do not occur apparent displacement, sedimentation,
Cracking, does not receive the complaint of resident's an example, and construction smoothly completes.
Claims (1)
1. major diameter slurry shield passes through shanty town settlement Control construction over long distances under the conditions of non-reinforced, which is characterized in that
Include the following steps：
（One）Preparation measures before shield crossing
1 building As-Is Assessment and control standard formulation
Before shield launching, commission has the third party of experience, corresponding qualification to be built to existing along shanty town（Structure）Build object progress
Security risk assessment according to on-site investigation, inspection result, takes into account structural-load-carrying capacity and normal use requirement, to engineering structure
Remaining resistance index analyzed and calculated, to obtain As-Is Assessment Outcome Document, commented including at least architecture quality present situation
Estimate, structure residual resistance index assessment and suggest treatment measures, construction before building basic condition is investigated, is verified, knot
As-Is Assessment is closed as a result, formulating safety control standed；
2 shield driving test sections
Using the initial 75m of shield driving as test section, according to parameter used by ground deformation monitoring data and shield-tunneling construction,
The correlativity for grasping shield machine boring parameter and ground settlement, is optimized and revised；Every technical data when to promoting is adopted
Collection, statistics, analysis, strive for the operating characteristics for grasping Shield-type machinery equipment within a short period of time, determine the construction ginseng of shield driving
Number setting range；
（Two）Shield crossing shanty town Construction Control Measures
The stage and form Corresponding Countermeasures that 1 analysis sedimentation is formed
2 mud film qualities control
In order to reinforce the support capacity to the front soil body, ground grout is prevented, is promoted using high specific gravity, highly viscous mud；It is general
Logical Soft Soil Layer, sandy soil layer, mud balance are 1.1~1.2g/cm3, and viscosity is 17~20 seconds；When passing through shanty town building
Mud balance control is controlled in 1.2~1.25g/cm3, viscosity at 18~22 seconds；It is properly added plugging material in mud, reduces
The stratomere（Layer of sand）Percentage of water loss, safeguard the stabilization of face；To ensure quality of mud fluid, in progradation, Slurry treatment
Personnel increase the test frequency of muddy water, adjust muddy water parameter in time, ensure being smoothed out for driving；
When shield, which needs to shut down in conventional thin silt, carries out warehouse entry upkeep operation with pressure, needs to increase mud balance, carry
High mud viscosity, under normal conditions mud viscosity reach the requirement that can meet warehouse entry with pressure in 35 ~ 40 seconds；Shield driving is to hydraulic pressure
Power higher section when, need in heavy viscous mud add pressurize short-term training material, it is ensured that mud film all has good in the stipulated time
It holds one's breath performance；
3 critical construction parameter finely regulatings
Tunneling process should require the parameters of reasonable set shield driving in conjunction with geological condition and surrounding enviroment protection；In driving
It should monitor and record shield working order, boring parameter variation, into spoil disposal situation, and analysis feedback in time, adjust boring parameter,
Control shield attitude；The strict control in construction makes practical muddy water pressure be slightly larger than calculated value；It is adjusted in time by information-aided construction
And corrected parameter, so that mud hydraulic pressure value is within zone of reasonableness；
（1）Notch pressure controls
Notch pressure point calculates formula according to following water and soil:
Notch hydraulic pressure upper limit value：
In formula：- notch hydraulic pressure upper limit value (kPa)；
- groundwater pressure (kPa)；
- earth pressure at rest (kPa)；
- become dynamic soil pressure, generally take 20 kPa；
Molten heavy (the kN/m of-water3)；
- level of ground water edpth of tunnel below（It calculates to tunnel center）(m)；
Molten heavy (the kN/m of-soil3)；
- edpth of tunnel（It calculates to tunnel center）(m)；
- coefficient of static earth pressure；
Notch hydraulic pressure lower limiting value：
In formula：- notch hydraulic pressure lower limiting value (kPa)；
- active earth pressure (kPa)；
- coefficient of active earth pressure；
The cohesiveness (kPa) of-soil；
When test section tunnels, notch pressure value adds the correction value of 0.2bar on the basis of calculated value, and according to driving
The feedback of process surface subsidence monitoring data corrects optimization notch pressure value, it is ensured that shield crossing shanty town building in time
When notch pressure and stratum matching；
Notch water pressure fluctuations are too big simultaneously, can increase the disturbance of the front soil body, and the front soil body is caused to be lost in；Therefore it is answered in construction
By the control of notch water pressure fluctuations value between -10kPa~10kPa, ensure soil stabilization；
（2）Cutterhead rotating speed
It is promoted in Soft Soil Layer, cutterhead rotating speed should not be too large, and the rate of wear of cutter otherwise can be caused to accelerate, easy pair of high rotating speed
Soft Soil Layer causes larger disturbance, and the cutterhead rotating speed control of shanty town location is worn under shield in 0.8rpm~1.2rpm, is promoting speed
When degree increases, in the case that cone penetration is more than 50, it is possible to increase rotating speed, but it is no more than 1.2rpm；
（3）Driving speed controls
To ensure that shield can normally cut soil stabilization area, prevent mud line suction inlet from blocking, control promotes axis, protection knife
Disk, fltting speed is unsuitable too fast when originating, and so that shield is slowly steered a steady course, the driving speed control before host fully enters stabilization zone
System can step up driving speed to 30mm/min in 3~5mm/min after shield machine is detached from stabilization zone；
Under the conditions of normal driving, driving speed should be set as 15~30mm/min；In shield machine special formation, driving speed is answered
In 10~20mm/min, passing through slum-dweller Section Speed suitable control cannot be too fast for control, the too fast follow-up speed for influencing synchronous grouting
Degree, be easy to cause the cavity after the wall of section of jurisdiction, causes posterior settlement, therefore the matching of driving speed is to passing through shanty town to closing weight
It wants；
（4）Cutter head torque
Torque needed for cutterhead rotation, unit MN.m, cutter head torque should be controlled in 6~9MNm when passing through shanty town；Same
Geology cone penetration more large torque is bigger, if in parameter constants such as cone penetration, speed, when torque gradually significantly increases, to examine
Consider cutter whether serious wear, the abrasion of cutter can directly contribute torque and significantly increase, and need shutdown inspection cutter；
4 shield body taper space gram mud effect fillings
A gram mud effect is injected to outside shield body from the radial hole of shield machine, is injected in turn by the radial hole of 11 o'clock and 1 o'clock position, and
When filling digging diameter and shield body between gap, injection rate is 120 ~ 130%, while controlling injection pressure and injection rate, ground
The sedimentation on Simultaneous Monitoring ground adjusts in time；
The effect filling of gram mud
（1）Gram mud effect is with when dosage
Proportioning：Gram mud effect：Waterglass=20：1
Gram mud imitates every cubic metre of dosage：400 kilograms
Waterglass Baume ratio：Be40, proportion：1.38-1.39
Cutterhead digging diameter is 12550mm, and shield machine shield body outer diameter is 12470mm, is 2000mm per ring width, then theoretical per ring
Gap is：2×3.14×(12.55×12.55-12.47×12.47)/4=3.14m³
Per the ring amount of being actually implanted into（Injection rate is set as 120%）For：3.14 ×120% × 20=3.7m³
It is per ring gram mud effect actual amount：3.7 ×400=1480kg
It is per ring waterglass actual amount：3.7/20 ×1.38=255.3kg
5 back synchronous injections
（1）Injecting paste material proportion design and Essential Performance Requirements
Using cement mortar as synchronous grouting material, slurry material should have high calculus rate, consolidating strength height, durability good, anti-
Only groundwater erosion, good water resistant dispersibility and the features such as the property noted, gelling time is determined according to formation condition, and with pick
Match into speed, slip casting operation, is determined by field test；No more than 6h（Final set）, to obtain early strength, ensure good
Slip casting effect；Concretion body strength one day is not less than 0.2MPa, is not less than within 28 days 1.0MPa, shield crossing shanty town ground segment sync
Slip casting proportioning see the table below；
Table synchronous grouting material matches and performance indicator table (per side's materials)
（2）Grouting pressure
To ensure to reach effective filling to circumferential gap, while it can ensure that tunnel segment structure not because slip casting is deformed and is damaged again
Bad, rule of thumb, grouting pressure is calculated according to slightly larger than notch pressure 0.5bar, is set as 0.3~0.5MPa；
（3）Grouting amount
It is 17.41m that shield machine, which excavates the gap formed with section of jurisdiction outer diameter,3/ ring, according to similar engineering construction experience, shield crossing canopy
The locations Hu Qu grouting amount volumetric efficiency takes 130%~180%；Simultaneously, it is contemplated that earthing is shallower, and the floating of shield influences, shield
Machine top and bottom grouting amount should be by 2:1 control；When curved section tunnels, grouting amount should be slightly larger than inside slip casting on the outside of curved section
Amount；
Pay attention to：It passes through during risk assessment, continuous 2 ring synchronous grouting amount is higher than control range, and grouting pressure is less than control
When range, driving should be suspended, analyze reason and formulate treatment measures；
（4）Injection speed
Synchronous grouting speed should match with driving speed, complete to complete to work as ring grouting amount in the time of a ring 2m drivings by shield
To determine its average injection speed；
（5）Slip casting ending standard
Standard is controlled using grouting pressure and grouting amount Two indices, when grouting pressure reaches design pressure, grouting amount reaches design
Grouting amount 80% or more when should terminate slip casting；
（6）Grind slurries quality is examined
Amount of inspection：One hundred percent inspection is detected every ring mortar；
The method of inspection：Check raw material product certificate, quality inspection report, metering measure, test report and slip casting inspection note
Record；Slurry consistency is detected using consistometer, slurries presetting period and calculus rate are examined using graduated cylinder；
6 secondary groutings control
Shield crossing shanty town belongs to highly permeable thin silt, and shield driving speed is fast in the stratum, is difficult after slurries injection
Independent firming body is formed, secondary, multiple ftercompction slip casting need to be carried out in time to the section of jurisdiction for deviating from shield tail；
（1）Technological process
（2）Injecting paste material, match ratio
Injecting paste material uses waterglass+cement mortar dual slurry, and grout coordinate ratio and its relevant parameter index are as shown in the table；
Table secondary grouting material and proportioning table (per side)
Grout coordinate ratio：The cement mortar ratio of mud (weight ratio)：0.8:1；Slurries are with waterglass volume ratio when injection：Cement mortar：Water
Glass=1：1, grout spreading range 0.7m；The slurries presetting period 1 divides 30 seconds；3 days compression strength 7.8MPa, 7 days compression strength
11.2MPa, 28 days compression strength 13.3MPa；Slurries type and proportioning can according to pass through actual formation and field test situation into
The corresponding adjustment of row；
（3）Mortar depositing construction
1. grouting sequence
Secondary grouting is preferably carried out in shield by about 10 ring positions, and same endless tube piece strictly presses ' two waists, two waists pair after first vault
Claim ' method injection；
2. grouting pressure
Secondary grouting pressure is controlled in 0.8~1.0MPa；
3. trepanning point
Secondary grouting is carried out in such a way that spacer ring trepanning, every ring open three holes, trepanning depth is advisable with punching synchronous grouting layer,
About 50cm；
4. grouting amount
1~1.5m of each hole injection cement grout3, and grouting amount is controlled according to practical grouting pressure；
5. slip casting ending standard
It is controlled using grouting pressure and grouting amount Two indices, i.e., when grouting pressure reaches setting value and grouting amount reaches design
Value 85% or more when, you can identification reach secondary grouting quality requirement；But if pressure is not up to setting value, and grouting amount reaches
When to setting value, it should judge rationally to be controlled according to Analysis on monitoring data；
6. secondary, multiple reinforcement grouting process
Before slip casting first after hole for hoist loads onto slip casting inlet non return check valve, Kong Weihou 5cm protective layers are filled with electric hammer drill tying up, trepanning is deep
Degree is advisable not less than 50cm, connects threeway and cement mortar pipe and waterglass pipe；When noting dual slurry, striaght cement slurries 1min is first noted
Afterwards, it opens waterglass valve and carries out mixed injection, whole Kong Shiying increases the concentration of waterglass；It should be waited for after a hole slip casting finishes
5~open to dredge the casting head after ten minutes and check injection effect, if water is very big, it should re-inject, until there is less flow
When going out can whole hole, remove casting head and be capped and silently cover；If monitoring data reflection sedimentation is still unstable, multiple reinforcement can be taken to arrange
Apply control settlement；
Should there are gas vent, gas vent to be located in principle on pre-pouring grout hole during slip casting, and slip casting inlet non return check valve is installed, simultaneously
Ball valve is opened, until occurring closing ball valve when grout, checks slip casting effect after ten minutes, overflows, which should be carried out if any water
Slip casting；
7 monitorings in real time, information system management
During shield crossing shanty town, reinforce the monitoring measurement in shanty town, impacted surface buildings is carried out real
When settlement monitoring, differential settlement monitoring, surface buildings tilt monitoring and crack developing observation etc., arrange special messenger 24 small round the clock
Shi Jinhang is built（Structure）The situation observation of object periphery is built, dynamic evaluation is carried out to building safety according to monitoring data, while being based on commenting
Estimate result and finely regulating is carried out to shield tunnelling parameters, effect is determined finally by monitoring, to iterative cycles, verification, perfect,
Ensure to pass through safety；
To ground settlement and the influence that the weak fundamental construction in shanty town builds object is passed through for the construction of research Big diameter slurry shield,
It is set in advance as shield driving test section, the ground settlement progress in-situ monitoring that shield-tunneling construction is induced in test section, and will
Data are recorded for further studying；Monitoring section spacing is 10m in test section, and 8-10 are laid according to periphery situation per section
Measuring point, measuring point spacing 3-5m；Monitoring point arrangement principle is same as above in shanty town；
It sets up special measurement and monitors 6 people groups, complete within daily 24 hours 6 continuous measurements, monitoring analysis must be gone out within every 4 hours
Performance data is with timely feedback guidance shield-tunneling construction；Uninterrupted measurement in 1 month, later stage is maintained to be become according to sedimentation after the completion of driving
Change curve degree of stability, weekly monitoring measurement data analysis is determined, until settlement stability；
（Three）Settlement Control measure after shield crossing
Shield machine still needs to carry on monitoring measurement work after passing through, it is contemplated that the requirement of environmental protection and tunnel stabilization, such as wall
Radar slip casting detects or finds that surface subsidence still has a greater change trend or Local Layer is softer afterwards, should pass through in the middle part of section of jurisdiction
Above injected hole carries out after-teeming slurry again, and supplement once grouting is not filled by part and slurries restrain volume reducer, to
The posterior settlement of the soil body, mitigates the waterproofing pressure in tunnel after reduction shield machine；Simultaneously to exfoliated state caused by shield thrust
It is filled, improves water-stagnating effect；Ftercompction sizing process is the same as secondary grouting technique.
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| CN108678758A (en) * | 2018-04-28 | 2018-10-19 | 青岛新华友建工集团股份有限公司 | Major diameter slurry shield passes through shanty town settlement Control construction over long distances under the conditions of non-reinforced |
| CN109736842A (en) * | 2019-01-10 | 2019-05-10 | 中铁隧道集团二处有限公司 | The construction method in foundation-free residential house area is passed through in a kind of slurry shield reduction disturbance |
| CN110359921A (en) * | 2019-08-13 | 2019-10-22 | 中铁十一局集团城市轨道工程有限公司 | Wear the construction method of building in a kind of shield short distance side |
| CN110939451A (en) * | 2019-12-24 | 2020-03-31 | 中铁隧道集团三处有限公司 | Construction method for preventing shield construction from penetrating through building to prevent settlement |
| CN111411971A (en) * | 2020-03-25 | 2020-07-14 | 中铁三局集团有限公司 | Settlement control construction method for water-rich silt stratum shield underpass building group |
| CN112576265A (en) * | 2020-11-30 | 2021-03-30 | 中建八局轨道交通建设有限公司 | Sedimentation control method for old villages penetrated by shield |
| CN113503177A (en) * | 2021-08-25 | 2021-10-15 | 中铁十七局集团有限公司 | In-hole treatment method for liquefiable stratum shield tunnel |
| CN114753851A (en) * | 2022-05-09 | 2022-07-15 | 西南交通大学 | Settlement control method and system for close-range penetration of shield through sensitive building group |
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| CN111411971A (en) * | 2020-03-25 | 2020-07-14 | 中铁三局集团有限公司 | Settlement control construction method for water-rich silt stratum shield underpass building group |
| CN111411971B (en) * | 2020-03-25 | 2021-12-14 | 中铁三局集团有限公司 | Settlement control construction method for water-rich silt stratum shield underpass building group |
| CN112576265A (en) * | 2020-11-30 | 2021-03-30 | 中建八局轨道交通建设有限公司 | Sedimentation control method for old villages penetrated by shield |
| CN113503177A (en) * | 2021-08-25 | 2021-10-15 | 中铁十七局集团有限公司 | In-hole treatment method for liquefiable stratum shield tunnel |
| CN114753851A (en) * | 2022-05-09 | 2022-07-15 | 西南交通大学 | Settlement control method and system for close-range penetration of shield through sensitive building group |
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