CN109209396A - A kind of shield tunnel end joint reinforcement structure and construction method - Google Patents
A kind of shield tunnel end joint reinforcement structure and construction method Download PDFInfo
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- CN109209396A CN109209396A CN201811364029.2A CN201811364029A CN109209396A CN 109209396 A CN109209396 A CN 109209396A CN 201811364029 A CN201811364029 A CN 201811364029A CN 109209396 A CN109209396 A CN 109209396A
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 19
- 238000007710 freezing Methods 0.000 claims abstract description 128
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- 239000002689 soil Substances 0.000 claims abstract description 118
- 238000000034 method Methods 0.000 claims abstract description 77
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- 229910001209 Low-carbon steel Inorganic materials 0.000 claims description 12
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- UXVMQQNJUSDDNG-UHFFFAOYSA-L Calcium chloride Chemical compound [Cl-].[Cl-].[Ca+2] UXVMQQNJUSDDNG-UHFFFAOYSA-L 0.000 claims description 6
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
-
- 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
- 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
-
- 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
- E21D9/0609—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 with means for applying a continuous liner, e.g. sheets of plastics, between the main concrete lining and the rock
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Soil Sciences (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of shield tunnel end joint reinforcement structure and construction methods, the generally rectangular box structure of joint reinforcement structure, rectangular box structure is to be enclosed to set by four sides ruggedized construction, it is wherein frozen soil wall close to the ruggedized construction of foundation pit, the ruggedized construction in excess-three face is cement soil continuous wall.Its method are as follows: Step 1: the construction of cement soil continuous wall: using TRD engineering method using the method construction equal thickness cement soil continuous wall of three circulations；Step 2: the construction of vertical frozen soil wall: carrying out the drilling construction of freezing hole first, the installation of Freezing Station is carried out simultaneously, after determining that freezing to meet portal cuts condition, start to abolish hole cell wall, forced thaw before shield host export & import, vertical frozen pipe, thaw settlement grouting are extracted after to shield host export & import；The utility model has the advantages that construction is practical, quality control on construction is convenient, consolidation effect is prominent, expires hall than traditional cement mixing method and reinforce saving construction cost, there is biggish application value.
Description
Technical field
The present invention relates to a kind of joint reinforcement structure and construction method, in particular to a kind of shield tunnel end joint reinforcement
Structure and construction method.
Background technique
The reinforcing of shield tunnel end is the key link in shield construction, has very big engineering construction risk.In shield
When structure export & import, the diaphram wall that first carry out portal region is abolished, and cuts off all reinforcing bars.Portal abolishes the time of requirement
Very tight, difficulty of construction is big.Portal is very high to reinforcing body intensity and sealing requirements after abolishing, when consolidation effect is bad, in hole
Easily there is shield in door when abolishing and portal gap gushes mud and gushes sand and ground settlement phenomenon, and then jeopardizes underground utilities nearby and build
Build the safety of object.To prevent such phenomenon from occurring, it is necessary to reasonable shield tunnel end stratum consolidation processing scheme is selected, with full
Sufficient intensity and impervious requirement.
The common reinforcing mode in shield tunnel end have deep mixing method, high-pressure rotary spraying method, SMW engineering method, engineering with artificial freezing method,
Slip casting method, plain concrete bored cast-in-situ pile and precipitation method etc..What soil stabilization can be combined using a kind of engineering method or a variety of engineering methods
Reinforcing means.Reinforcing mode should be according to engineering geological condition, level of ground water, structure buried depth, shield mainframe type and diameter, operation ring
The conditions such as border are selected, while considering the factors such as safety, property easy for construction, economy, duration.
When coastal soft clay area, especially shield tunnel end stratum are rich aquifer sand layer, added using conventional chemistry
Gu means are extremely difficult to engine request, serious leak sand leakage phenomenon can have usually been found when inspecting hole after chemical consolidation.At this point, being
Shield tunnel end soil body intensity and abundant sealing are improved, guarantees shield export & import safety, how to be selected in rich aquifer sand layer end
Selecting stratum consolidation mode is the technical issues that need to address.
Summary of the invention
The purpose of the present invention is to solve how stratum to be selected to add when shield tunnel end stratum is rich aquifer sand layer
Gu the problem of mode and a kind of shield tunnel end joint reinforcement structure and construction method provided.
The generally rectangular box structure of shield tunnel end joint reinforcement structure provided by the invention, rectangular box structure
It is to be enclosed to set by four sides ruggedized construction, wherein the ruggedized construction close to foundation pit is frozen soil wall, the ruggedized construction in excess-three face is
Cement soil continuous wall.
The insertion depth of vertical frozen pipe is 1-2m in the impermeable stratum of lower section in frozen soil wall, and vertical frozen pipe lays length and is
Each 3m in shield tunnel two sides, vertical frozen pipe diameter are 127mm or 108mm or 169mm；Vertical frozen pipe arranges 1-3 row, flower arrangement
Arrangement, the spacing of vertical frozen pipe are 800mm, and the vertical frozen pipe close to active well building enclosure is apart from cell wall side 300-
400mm, vertical frozen pipe are implemented overall length and are freezed, and the material of vertical frozen pipe is seamless low carbon steel pipe or PVC plastic pipe or PPR modeling
Expects pipe or ABS plastic pipe or PE plastic tube, the section of vertical frozen pipe are round or " I-shaped " or " X-shaped " or " T shape " or " Y
Shape ".
The wall thickness of cement soil continuous wall is 600-850mm, and insertion depth is 1-2m in the impermeable stratum of lower section, and soil cement is continuous
Wall paper sets length as shield host length+(2-3) B sealing thickness, and wherein B is section of jurisdiction width.
The construction method of shield tunnel end joint reinforcement structure provided by the invention, method are as described below:
Step 1: the construction of cement soil continuous wall: using TRD engineering method using the method construction equal thickness soil cement of three circulations
Diaphragm wall, Specific construction technique are as follows:
(1), surveying setting-out: before construction, the coordinate basis point first provided according to design drawing accurately calculates soil cement company
Continuous center line of wall angular coordinate carries out setting-out using measuring instrument, and carries out coordinate data review, while carrying out fender pile, and lead to
Know that relevant unit carries out unwrapping wire review；
(2), it excavates groove: after cement soil continuous wall center line setting-out, laying steel plate being carried out to construction site and is reinforced
Processing, it is ensured that construction site meets requirement of the mechanical equipment to foundation bearing capacity, it is ensured that the stability of stake machine, with excavator along water
Excavate working channel, groove width 1.2m, trench depth 1.0m in soil diaphragm wall centerline parallel direction；
(3), it hangs provided box: with the pre-buried cave of excavator cutting depth 3m, length 2m, width 1m, using crane and inciting somebody to action
Provided box is hung in pre-buried cave；
(4), stake machine is in place: assuming unified command of that stake machine is in place by squad leader on duty, sees upper and lower, left and right various aspects clearly before mobile
Situation, discovery have barrier to remove in time, check positioning scenarios and timely correction after mobile, stake is confidential steady, straight and even；
(5), cutting box and host connect: being hung cutting box into pre-buried cave paragraph by paragraph with specified tracklaying crane, utilized
Supporting table is fixed；Connection cutting box is set at TRD host mobility to pre-buried acupuncture point, and TRD host returns again to predetermined construction location and cut
It cuts case and voluntarily squeezes into excavation process；
(6), inclinometer is installed: after cutting box is voluntarily driven into projected depth, inclinometer being installed, by being mounted on cutting box
Internal multisection type inclinometer, is able to carry out the vertical precision management of wall, it is ensured that the precision within 1/250；
(7), TRD engineering method is at wall: after the installation is completed, TRD host is connect inclinometer with cutting box, carries out three process equal thickness
Cement soil continuous wall construction, specific process are as follows:
Process 1-is excavated in advance: being injected by mudjack and is excavated liquid, cutting box is pushed ahead, and is excavated and is loosened native soil layer, cuts
It is cut into slot a trip；
Process 2-withdraws excavation: according to operation work efficiency, after the completion of the grooving of a trip, cutting box is withdrawn again to cutting
Starting point；
Process 3-stir at wall: cutting box exchanges slurries after withdrawing to cutting starting point, is injected and is solidified by mudjack
Liquid, cutting box are pushed ahead and are mixed with liquid mixing mud is excavated, and uniform thickness cement soil continuous wall is formed；
(8), mud is tested: being carried out mud test to slurries and mixing mud in water-stop curtain work progress, including is excavated
Liquor ratio weight excavates liquid mixing mud fluidity, solidify liquid specific gravity and solidify liquid mixing mud specific gravity；
(9), displacement soil processing: by the unified stacking of the discarded slurry generated in TRD engineering method work progress, centralized processing；
(10), it extracts cutting box: after stirring at wall, acting the solidification pulled out region and inject same proportion drafting cutting box
Liquid, side rise and draw out slip casting, it is ensured that occupy cavity to cutting box and carry out dense packing effect and effectively reinforce, terminate straightway wall and apply
Work；
Step 2: the construction of vertical frozen soil wall:
Frozen construction is before shield host driving, and the method manually freezed will be aqueous in active well end regions
Freezing stratum as rapid completely cuts off underground water, guarantees the disengaging of shield host at a fluid-tight curtain of closing for resisting ground pressure, hydraulic pressure
The safety in hole；
The drilling construction of freezing hole is carried out first, while carrying out the installation of Freezing Station, after freezing hole construction, into
Row freezing hole series pipe and heat insulation work, are then actively freezed, and are observed and being calculated by thermometer hole, and determination is freezed to meet hole
After door cuts condition, start to abolish hole cell wall, forced thaw before shield host export & import, while by vertical frozen pipe extract to
Shield host top maintain freeze, to shield host export & import after extract vertical frozen pipe, thaw settlement grouting, concrete technology is such as
Under:
(1), freeze design:
(1), Frozen wall thickness designs: incorporation engineering feature, soil layer condition and construction site situation are to freezing curtain thickness
It is designed, the vertical frozen soil wall thickness close to active well building enclosure is greater than 1.6m；
1), freezing curtain physical parameter:
Frozen soil mean temperature takes -10 DEG C, and frozen soil strength index carries out laboratory test and determines；
2), reinforcing body size:
Longitudinal length: shield host length+(2-3) B sealing thickness, wherein B is section of jurisdiction width；
Transverse width: each 3m in shield tunnel two sides；
Depth: implement overall length and freeze.
(2), the arrangement of freezing hole: freezing hole arranges 1-3 row, and flower arrangement arrangement, pitch of holes 800mm, arranging spacing is
800mm, the vertical frozen hole close to active well building enclosure is apart from cell wall side 300-400mm；
(3), thermometer hole is arranged: being adjusted according to the deflection situation of drilling to the position of thermometer hole, is measured freezing curtain
The temperature development situation of range different parts, to take corresponding control measure, it is ensured that the safety of construction；
(2), refrigerant system design:
(1), parameter is chosen:
1), vertical frozen pipe selects the seamless low carbon steel pipe of 127 × 4.5mm of φ；
2) when, using salt water coolant media, freezing period outlet brine temp be -28~-30 DEG C, circuit brine temp be -
25~-28 DEG C；
3), salt water specific gravity 1.26；
4), brine flow 5m in freezing pipe3/h；
5), freezing pipe heat-sinking capability: 260Kcal/m2.h；
6), loss of refrigeration capacity coefficient: 1.2；
(2), chilling requirement calculates:
Freeze chilling requirement calculating: Q=1.2 π dHK
In formula: H-freezes total length；
D-freezes pipe diameter；
K-freezing pipe coefficient of heat transfer；
(3), Freezing Station setting, Unit Selection and quantity:
Freezing Station selects II type screw rod refrigerator two of W-YSLGF600, every unit 28 × 104Kcal/h of refrigerating capacity, electricity
Machine power 220kw；
(4), brine system:
1), salt water conduit tube, collection brine distributing ring type selecting: φ 159 × 5mm welded tube processing and fabricating；
2) it, 80% crystal calcium chloride dosage: supplies according to the actual situation；
3) three IS150-125-315 type centrifugal water pumps, flow 200m, brine pump type selecting: are selected3/ h, motor 30kw；
(5), clean water system:
1), water pipe type selecting: φ 133 × 4.5mm welded tube processing and fabricating；
2) 8m, is selected3Filtered water tank three；
3), fresh water magnitude of recruitment: 30m3/h；
4) three IS150-125-315 type centrifugal water pumps, flow 200m, are selected3/ h, motor 30kw；
5) KST-80 type cooling tower four, is selected；
(6), freezing pipe designs: vertical frozen pipe selects the seamless low carbon steel pipe of 127 × 4.5mm of φ, and horizontal frozen pipe is selected
108 × 8mm of φ is seamless low carbon steel pipe；Liquid supply pipe selects 45 × 4mm of φ seamless steel pipe；
(7), frost wall forms prediction: according to freezing curtain development speed 25mm/ days, vertical frozen pipe maximum pitch of holes was taken
800mm, then handing over the circle time is t1=800/2/25=16 days, and the closure of freezing wall time takes 20 days, and entire actively freeze-off time takes
30 days；
(3), drilling construction:
(1), drilling device type selecting:
XP-30B engineering driller two are selected, matches one, Te Lasi air compressor machine GR200-20 type, using percussion drilling work
Skill；
It is being drilled in hole using setting of casing deviational survey, using Inclination Measurement by Light or JDT-5 type gyrolevel deviational survey is being used, to protect
Card drilling vertical precision；
(2), drilling technique requirement:
When drilling, by the needs of depth and strata condition, increase and decrease drill collar in time, accomplish and uniformly, at the uniform velocity creep into, forbids suddenly fast
Suddenly slow, pressure is suddenly big or suddenly small；
Revolving speed, pressure and flushing dose are rationally grasped, when adding ruler or more bit change, is swept under drilling tool at away from bottom hole 0.3-0.5m
Hole, brigadier's drilling tool is not parked in a depth and rinses for a long time, and when power failure, drilling tool is mentioned to safety depth, is had a power failure more than 2 hours, general
Drilling tool all proposes, to the frequent detailed inspection of all drilling tools, bent drill pipe and wears excessive drilling rod and is forbidden to use, and when whole hole checks
Drilling tool overall length, and punching empties rock powder, then down tube；
Freezing pipe first carries out ground combo, measures overall length, makes a record, and when down tube removes foreign object in pipe, keeps cleaning, examination
After pressure seal mouth, the gap around freezing pipe is tamped in time with soil, prevents mud string hole；
Deflection: the freezing hole deviation proportion that is averaged is not greater than 5 ‰, and freezing hole end pitch of holes is not more than design value, otherwise gives
Perforations adding, the depth of freezing meet design requirement, and lower length of tube freezes hole depth not less than design；
Deviational survey: it uses light theodolite to carry out whole hole and pore-forming deviational survey during freezing hole construction and draws freezing hole in time
Deflection plane figure；
Drill site basis: in order to guarantee drilling quality, scene is laid with simple mud groove；
(4), frozen construction:
(1), frozen construction capital equipment: equipment is as shown in the table:
In the case where being lost according to power load total during freezing and line voltage distribution, entire refrigeration station selects YC3 × 120
+ 2 × 25 low pressure Plastic-sheathed Cables three freeze unit and corresponding corollary equipment for two respectively；
(2), Freezing Station is installed: Freezing Station is arranged in side, and two units are installed in parallel, can be mutually spare, and Freezing Station accounts for
200 square metres of ground；
(3), the installation of unit is freezed:
1), in place with fixation:
According to Freezing Station layout drawing, will freeze unit it is in place after, be reliably fixed with bolt and basis, water when fixed
Leveling ruler is levelling to unit progress, is leveled unit by constantly adjusting parallels；
It is arranged according to the pipeline at scene, two epicranial plate of condenser is adjusted flexibly, the arrangement of optimization pipeline is had reached, by unit
Starting cabinet is securely arranged in beside unit, and certain space is left between unit, to be brought to Operation and Maintenance usually
It is convenient；
2), piping connection: flanged joint is used between saline line and clear water pipeline and unit, and arranges installation valve；
3), unit sealing detection: freezing unit be sealed, first carry out refrigeration system leak detection, ensure system without
After rushing down leakage, then fill fluorine oiling；
4), unit refuels: checking that the amount of refrigerator oil in unit will refuel if very few to unit, freezing unit is selected
46#Refrigerator oil；
(4), clear, brine pump installation: water pump and motor are checked, it is ensured that do not damage in transportation and handling procedure；Inspection
Tool and hoisting machinery, and the basis of inspection machine are looked into, the basic plane for installing pump will carry out level leveling, examine again after placing
The levelness of whole unit is consulted, respective bracket is arranged in the suction line and discharge pipeline of pump, and pipe weight cannot be direct
It is born by pump, pump shaft and motor direction of rotation are consistent, and the suction inlet of pump is higher than clear, brine tank bottom 20cm, in fresh water pump
Suction inlet installs one of strainer, and one of strainer is arranged among brine tank, checks that the junction of pump, pipeline and pump and pipeline has
Non-loosening phenomenon rotates pump shaft with hand, checks whether pump shaft rotation is flexible, bearing lubrication machine oil, observation are added into bearing body
Oil level will will be replaced or be supplemented in time in the centerline of oil ga(u)ge, lubricating oil；
(5), the installation of cooling tower: Fire Hazard Area in cooling tower installation process is forbidden to be welded in tower body and its neighbouring use
Or gas cutting work with torches, in field mustn't personnel's smoking, cooling tower foundation keeps horizontal, and pillar is vertical with basal plane, each basal plane height difference
No more than ± 1mm, center is ± 2mm away from tolerance, and when tower body assembly, bolt is symmetrically fastened, and does not allow to distort installation by force, spelling
After dress must not leak, cooling tower column foot and basic fixation, cooling tower components do not permit thereon during transport, storage
Perhaps ballast must not be exposed to the sun, and pay attention to open fire, cooling tower inlet tube and outlet tube and supplement water pipe support of pipelines is separately provided, avoid by
Pipeline weight transmitting tower body；Fan blade is kept properly, and prevents from deforming, and motor and driving member will oil, and is stored indoors, cooling
Tower after the installation is completed, remains in cleaning pipeline, filler surface and dirt and tower in water-collecting tray, and carry out system flush；
(6), it freezes unit regulation: before refrigeration system debugging, having to the cleaning for carrying out internal system and dry work,
Specific works are as follows:
1), the filling of refrigerant:
After in-site installation, visual examination does not have accidental injury, if it find that refrigerant has leaked or insufficient, finds out and lets out
Leak source simultaneously excludes leakage phenomenon, and refrigerant is then added, and is filled with from dedicated filling liquid valve；
2) it, debugs:
Simulated action inspection side is done to main electric-control system before formal booting, i.e. unit host no power, control system is powered,
Then by unit inner setting, the electric-control system of unit is detected, component whether normal operation, if electric-control system goes out
Existing problem, solves in time, finally leads to upper host power supply again, is debugged；
In debugging process, the following is paid attention to:
Check that whether valve is in normal open state, especially discharge line valve everywhere in refrigeration system, is sure not
It closes；
The flow of the cooling water valve of opening condenser and the Cold water tap of evaporator, cold water and cooling water will meet unit
Technical requirements；
Notice whether the supply voltage of observation unit is normal before starting；
3) it, runs:
According to the requirement of refrigerator operating instruction, start unit；
After unit starting, is required according to unit specification, check whether the parameters of unit are normal；
The all data of unit is recorded, major parameter will record clear；
In unit running process, notice whether the increasing of compressor, off-load mechanism work normally；
The safety guard installed in proper use of refrigeration system, as high-low pressure protective device, cold water and cooling water are disconnected
Water flow switch and safety valve, if any damage replacement in time；
4), exception monitoring
Such as there is abnormal conditions, hard stop inspection in screw-type water chiller；
The mark that screw type refrigerating compressor operates normally are as follows:
The gauge pressure of Compressor Discharge Pressure is 0.8-1.5MPa；
Compressor exhaust temperature is 45-90 DEG C；
The oil temperature of compressor is 40-55 DEG C；
The gauge pressure of compressor oil pressure table is 0.2-0.3MPa；
Sound is uniform, steady in compressor operational process, sound without exception；
The condensation temperature of unit is 3-5 DEG C higher than cooling water temperature；Condensation temperature control is at 40 DEG C, condenser inflow temperature
Control is at 32 DEG C or less；
The evaporating temperature of unit is 3-4 DEG C lower than the leaving water temperature of chilled water, and condensed water leaving water temperature is 5-7 DEG C；
(7), clear, brine pump debugging:
Whether there is or not loose phenomenons for the junction of inspection pump, pipeline and pump and pipeline, rotate pump with hand, try that pump shaft rotation is
It is no flexible；
Bearing lubrication machine oil is added into bearing body, observation oil level should be replaced in time in the centerline of oil ga(u)ge, lubricating oil
Or supplement；
Crawl motor tries whether motor steering is correct；
Motor is started, after pumping normal operation, outlet pressure is opened, after showing pressure depending on it, is gradually opened gate valve, together
When check motor load situation；
It is excessive whether the observation pump housing and pipeline vibrate, and parking checking reason is wanted when excessive and is handled；
In the range that the flow and lift for controlling pump indicate on label, to guarantee that pump is operated in best efficiency point；
In the process of running, for bearing temperature no more than 35 DEG C of environment temperature, maximum temperature must not exceed 80 DEG C to pump, such as send out
Now pump has abnormal sound parking checking reason immediately；
(8), other: to freeze machine oil and select N46 refrigerator oil；Refrigerant selects freon R-22；Refrigerant agent selects calcium chloride
Solution；
(5), cell wall is abolished:
Abolish the condition that cell wall has: frozen soil wall thickness >=1.6m；Mean temperature≤- 10 DEG C of frozen soil；Brine temp -28
DEG C~-30 DEG C；Salt water go loop temperature it is poor≤2 DEG C；Inspecting hole temperature≤- 2 DEG C；
It is observed by inspecting hole, judges the freezing efficiency of frozen soil wall, after freezing 30 days, cell wall first has point before abolishing on portal
Cloth drills through several inspecting holes, to judge that the cementing situation of frozen soil and cell wall, inspecting hole depth enter 10-15cm in frozen soil wall, then,
It is measured using temperature measurer, it is desirable that each inspecting hole observed temperature has to be lower than -2 DEG C, surveys when by inspecting hole observed temperature and level
Warm hole observed temperature judge frozen soil wall and cell wall completely it is reliable it is cementing can whole broken walls；
(6), vertical frozen pipe is pulled out:
(1), it forced thaw: using the scheme manually locally thawed, is recycled in frigo using hot salt brine, makes vertically to freeze
The frozen soil tied around pipe melts；
(2), salt water heats: with a 3m3Brine tank store salt water, carry out heating salt with the heating wire of six groups of 20kw
Water, temperature are controlled at 75 ± 10 DEG C；
(3), brine recycling: utilize brine pump circulating brine, Model of pump IS150-125-315, each freezing hole
Brine recycling flow control is in 5-7m3/h；
(4), it thaws and measures: using the thermometer hole in freezing curtain, the variation of daily Timing measurement curtain temperature, until freezing
Until knot curtain rises to positive temperature, then stop defrosting operation；
(5), rising for vertical frozen pipe is pulled out: after vertical frozen pipe thaws, with compressed air will manage in salt water discharge, using hanging
Vehicle carries out examination and pulls out, when pulling up 0.5m or so, it is ensured that after without exception, quickly extracts vertical frozen pipe, tube drawing pays attention to vertical frozen pipe
Want being aligned with hook, vertical frozen pipe cannot sprain strength, when tube drawing will normal micro- rotation vertical frozen pipe, vertical frozen pipe cannot be hard
It pulls out, when such as pulling out motionless, hot salt brine defrosting is continued cycling through, until it can pull up vertical frozen pipe；
(7), frost heave and thaw collapse control:
Frost heave is the soil expansion because of caused by water freezing when freezing soil, and following controlling measurement is taken to freeze in work progress
Swollen and thaw collapse:
(1), after the extraction of vertical frozen pipe, it is closely knit that the filling of hole yellow ground will be freezed in time；
(2), in the thawing stage of frozen soil body, slip casting densification is carried out to consolidation by freezing area using the injected hole of tunnel duct piece and is added
Gu the freeze thawing soil body takes small pressure, the mode of more notes time to carry out slip casting, grouting pressure 0.2-0.5MPa, slurries select single liquid
Cement slurry；
(3), for pre- anti-freeze expansion and thaw collapse, the big freezing unit of selection standard refrigerating capacity is designed, in a short time salt
Coolant-temperature gage drops to design value, to accelerate frozen soil development, improves frozen soil strength, reduces frost heave and thaw collapse amount；
(4), grasp and adjust brine temp and brine flow, take it is intermittent freeze, frozen soil development amount is controlled, to reduce
Frost heave and thaw collapse.
The construction parameter of TRD engineering method is as follows in step 1:
(1), it excavates liquid mixing and uses sodium bentonite, every cube is stirred soil body incorporation 100kg/m3Bentonite, water ash
It is 5-20 than W/B, work progress adds 50-200kg bentonite mixing slurries by 1000kg water；
(2), the control of liquid mixing mud fluidity is excavated in 190mm-240mm；
(3), it excavates liquid voluntarily to squeeze into process for cutting box, excavate process in advance, withdraws and excavate process view mixing mud
Fluidity injection excavate liquid；
(4), solidify liquid mixing uses P42.5 grades of ordinary portland cements, and every cube is stirred soil body incorporation and is no less than
25% cement, the ratio of mud 1.5, the every 937kg water of work progress add 625kg cement mixing slurries；
(5), the control of solidify liquid mixing mud fluidity is in 180mm-220mm；
(6), solidify liquid is used in into wall agitating procedure.
TRD engineering method is called equal thickness Soil-cement continuous wall constructing method including, by Japanese kobe steel 1993 exploitation one
It kind is continuously constructed equal thickness Soil-cement continuous wall construction technique using saw chain formula cutting box.The engineering method is in general sandy soils
The depth capacity of middle construction has reached 56.7m, wall thickness 550mm-850mm, is also applied for all kinds of stratum such as boulder and cobble, block stone.
Beneficial effects of the present invention:
Shield tunnel end joint reinforcement structure provided by the invention and construction method construction depth are big, and depth capacity is reachable
60m；It is wide to adapt to stratum, there is good excavation performance to hardpan (pan soil, sand boulder and cobble, soft rock etc.)；At wall quality
It is good, on wall depth direction, it is ensured that uniform soil cement quality, intensity improve, and discreteness is small, and the performance that intercepts water is good；Gao An
Quan Xing, center of gravity is low, and stability is good, the place suitable for limited height；Continuously at wall, seam is less, wall uniform thickness, H profile steel
It can best spacing setting；Noise, vibration are smaller.
Practical, quality control on construction is convenient, consolidation effect especially water-stagnating effect is good and pacifies with constructing by the present invention
Outstanding advantages of complete reliable, expires hall than traditional cement mixing method and reinforces saving construction cost, has biggish application value.
Detailed description of the invention
Fig. 1 is joint reinforcement structural front view of the present invention.
Fig. 2 is joint reinforcement structure top view of the present invention.
Fig. 3 is TRD engineering method construction technology process schematic diagram of the present invention.
Fig. 4 is vertical frozen construction technology process schematic diagram of the present invention.
Fig. 5 is drilling construction flow diagram of the present invention.
It is as shown in the figure:
1, frozen soil wall 2, cement soil continuous wall 3, vertical frozen pipe 4, building enclosure
5, shield host.
Specific embodiment
It please refers to shown in Fig. 1 to Fig. 5:
The generally rectangular box structure of shield tunnel end joint reinforcement structure provided by the invention, rectangular box structure
It is to be enclosed to set by four sides ruggedized construction, wherein the ruggedized construction close to foundation pit is frozen soil wall 1, the ruggedized construction in excess-three face is
Cement soil continuous wall 2.
The insertion depth of vertical frozen pipe 3 is 1-2m in the impermeable stratum of lower section in frozen soil wall 1, and vertical frozen pipe 3 lays length
Degree is each 3m in shield tunnel two sides, and 3 diameter of vertical frozen pipe is 127mm or 108mm or 169mm；Vertical frozen pipe 3 arranges 1-3
Row, flower arrangement arrangement, the spacing of vertical frozen pipe 3 are 800mm, and the vertical frozen pipe 3 close to active well building enclosure 4 is apart from cell wall
Side 300-400mm, vertical frozen pipe 3 are implemented overall length and are freezed, and the material of vertical frozen pipe 3 is seamless low carbon steel pipe or PVC plastic
Pipe or PPR plastic tube or ABS plastic pipe or PE plastic tube, the section of vertical frozen pipe 3 be round or " I-shaped " or " X-shaped " or
" T shape " or " Y shape ".
The wall thickness of cement soil continuous wall 2 is 600-850mm, and insertion depth is 1-2m in the impermeable stratum of lower section, and soil cement connects
It is 5 length of shield host+(2-3) B sealing thickness that continuous wall 2, which lays length, and wherein B is section of jurisdiction width.
The construction method of shield tunnel end joint reinforcement structure provided by the invention, method are as described below:
Step 1: the construction of cement soil continuous wall 2: using TRD engineering method using the method construction equal thickness cement of three circulations
Native diaphragm wall 2, Specific construction technique are as follows:
(1), surveying setting-out: before construction, the coordinate basis point first provided according to design drawing accurately calculates soil cement company
Continuous 2 center line angular coordinate of wall carries out setting-out using measuring instrument, and carries out coordinate data review, while carrying out fender pile, and lead to
Know that relevant unit carries out unwrapping wire review；
(2), it excavates groove: after 2 center line setting-out of cement soil continuous wall, laying steel plate being carried out to construction site and is reinforced
Processing, it is ensured that construction site meets requirement of the mechanical equipment to foundation bearing capacity, it is ensured that the stability of stake machine, with excavator along water
Excavate working channel, groove width 1.2m, trench depth 1.0m in 2 centerline parallel direction of soil diaphragm wall；
(3), it hangs provided box: with the pre-buried cave of excavator cutting depth 3m, length 2m, width 1m, using crane and inciting somebody to action
Provided box is hung in pre-buried cave；
(4), stake machine is in place: assuming unified command of that stake machine is in place by squad leader on duty, sees upper and lower, left and right various aspects clearly before mobile
Situation, discovery have barrier to remove in time, check positioning scenarios and timely correction after mobile, stake is confidential steady, straight and even；
(5), cutting box and host connect: being hung cutting box into pre-buried cave paragraph by paragraph with specified tracklaying crane, utilized
Supporting table is fixed；Connection cutting box is set at TRD host mobility to pre-buried acupuncture point, and TRD host returns again to predetermined construction location and cut
It cuts case and voluntarily squeezes into excavation process；
(6), inclinometer is installed: after cutting box is voluntarily driven into projected depth, inclinometer being installed, by being mounted on cutting box
Internal multisection type inclinometer, is able to carry out the vertical precision management of wall, it is ensured that the precision within 1/250；
(7), TRD engineering method is at wall: after the installation is completed, TRD host is connect inclinometer with cutting box, carries out three process equal thickness
Cement soil continuous wall construction, specific process are as follows:
Process 1-is excavated in advance: being injected by mudjack and is excavated liquid, cutting box is pushed ahead, and is excavated and is loosened native soil layer, cuts
It is cut into slot a trip；
Process 2-withdraws excavation: according to operation work efficiency, after the completion of the grooving of a trip, cutting box is withdrawn again to cutting
Starting point；
Process 3-stir at wall: cutting box exchanges slurries after withdrawing to cutting starting point, is injected and is solidified by mudjack
Liquid, cutting box are pushed ahead and are mixed with liquid mixing mud is excavated, and uniform thickness cement soil continuous wall 2 is formed；
(8), mud is tested: being carried out mud test to slurries and mixing mud in water-stop curtain work progress, including is excavated
Liquor ratio weight excavates liquid mixing mud fluidity, solidify liquid specific gravity and solidify liquid mixing mud specific gravity；
(9), displacement soil processing: by the unified stacking of the discarded slurry generated in TRD engineering method work progress, centralized processing；
(10), it extracts cutting box: after stirring at wall, acting the solidification pulled out region and inject same proportion drafting cutting box
Liquid, side rise and draw out slip casting, it is ensured that occupy cavity to cutting box and carry out dense packing effect and effectively reinforce, terminate straightway wall and apply
Work；
Step 2: the construction of vertical frozen soil wall:
Frozen construction is before the driving of shield host 5, and the method manually freezed will be aqueous in active well end regions
Freezing stratum as rapid completely cuts off underground water, guarantees that shield host 5 passes in and out at a fluid-tight curtain of closing for resisting ground pressure, hydraulic pressure
The safety in hole；
The drilling construction of freezing hole is carried out first, while carrying out the installation of Freezing Station, after freezing hole construction, into
Row freezing hole series pipe and heat insulation work, are then actively freezed, and are observed and being calculated by thermometer hole, and determination is freezed to meet hole
After door cuts condition, start to abolish hole cell wall, forced thaw before 5 export & import of shield host, while vertical frozen pipe 3 being extracted
To 5 top of shield host maintain freeze, to 5 export & import of shield host after extract vertical frozen pipe, thaw settlement grouting, specific work
Skill is as follows:
(1), freeze design:
(1), Frozen wall thickness designs: incorporation engineering feature, soil layer condition and construction site situation are to freezing curtain thickness
It is designed, 1 thickness of vertical frozen soil wall close to active well building enclosure 4 is greater than 1.6m；
1), freezing curtain physical parameter:
Frozen soil mean temperature takes -10 DEG C, and frozen soil strength index carries out laboratory test and determines；
2), reinforcing body size:
Longitudinal length: 5 length of shield host+(2-3) B sealing thickness, wherein B is section of jurisdiction width；
Transverse width: each 3m in shield tunnel two sides；
Depth: implement overall length and freeze.
(2), the arrangement of freezing hole: freezing hole arranges 1-3 row, and flower arrangement arrangement, pitch of holes 800mm, arranging spacing is
800mm, the vertical frozen hole close to active well building enclosure 4 is apart from cell wall side 300-400mm；
(3), thermometer hole is arranged: being adjusted according to the deflection situation of drilling to the position of thermometer hole, is measured freezing curtain
The temperature development situation of range different parts, to take corresponding control measure, it is ensured that the safety of construction；
(2), refrigerant system design:
(1), parameter is chosen:
1), vertical frozen pipe 3 selects the seamless low carbon steel pipe of 127 × 4.5mm of φ；
2) when, using salt water coolant media, freezing period outlet brine temp be -28~-30 DEG C, circuit brine temp be -
25~-28 DEG C；
3), salt water specific gravity 1.26；
4), brine flow 5m in freezing pipe3/h；
5), freezing pipe heat-sinking capability: 260Kcal/m2.h；
6), loss of refrigeration capacity coefficient: 1.2；
(2), chilling requirement calculates:
Freeze chilling requirement calculating: Q=1.2 π dHK
In formula: H-freezes total length；
D-freezes pipe diameter；
K-freezing pipe coefficient of heat transfer；
(3), Freezing Station setting, Unit Selection and quantity:
Freezing Station selects II type screw rod refrigerator two of W-YSLGF600, every unit 28 × 104Kcal/h of refrigerating capacity, electricity
Machine power 220kw；
(4), brine system:
1), salt water conduit tube, collection brine distributing ring type selecting: φ 159 × 5mm welded tube processing and fabricating；
2) it, 80% crystal calcium chloride dosage: supplies according to the actual situation；
3) three IS150-125-315 type centrifugal water pumps, flow 200m, brine pump type selecting: are selected3/ h, motor 30kw；
(5), clean water system:
1), water pipe type selecting: φ 133 × 4.5mm welded tube processing and fabricating；
2) 8m, is selected3Filtered water tank three；
3), fresh water magnitude of recruitment: 30m3/h；
4) three IS150-125-315 type centrifugal water pumps, flow 200m, are selected3/ h, motor 30kw；
5) KST-80 type cooling tower four, is selected；
(6), freezing pipe designs: vertical frozen pipe 3 selects the seamless low carbon steel pipe of 127 × 4.5mm of φ, and horizontal frozen pipe is selected
108 × 8mm of φ is seamless low carbon steel pipe；Liquid supply pipe selects 45 × 4mm of φ seamless steel pipe；
(7), frost wall forms prediction: according to freezing curtain development speed 25mm/ days, 3 maximum pitch of holes of vertical frozen pipe
800mm is taken, then handing over the circle time is t1=800/2/25=16 days, and the closure of freezing wall time takes 20 days, entire positive freeze-off time
It takes 30 days；
(3), drilling construction:
(1), drilling device type selecting:
XP-30B engineering driller two are selected, matches one, Te Lasi air compressor machine GR200-20 type, using percussion drilling work
Skill；
It is being drilled in hole using setting of casing deviational survey, using Inclination Measurement by Light or JDT-5 type gyrolevel deviational survey is being used, to protect
Card drilling vertical precision；
(2), drilling technique requirement:
When drilling, by the needs of depth and strata condition, increase and decrease drill collar in time, accomplish and uniformly, at the uniform velocity creep into, forbids suddenly fast
Suddenly slow, pressure is suddenly big or suddenly small；
Revolving speed, pressure and flushing dose are rationally grasped, when adding ruler or more bit change, is swept under drilling tool at away from bottom hole 0.3-0.5m
Hole, brigadier's drilling tool is not parked in a depth and rinses for a long time, and when power failure, drilling tool is mentioned to safety depth, is had a power failure more than 2 hours, general
Drilling tool all proposes, to the frequent detailed inspection of all drilling tools, bent drill pipe and wears excessive drilling rod and is forbidden to use, and when whole hole checks
Drilling tool overall length, and punching empties rock powder, then down tube；Freezing pipe first carries out ground combo, measures overall length, makes a record, down tube
When remove foreign object in pipe, keep cleaning in time to tamp the gap around freezing pipe with soil after pressure testing sealing, prevent mud string
Hole；
Deflection: the freezing hole deviation proportion that is averaged is not greater than 5 ‰, and freezing hole end pitch of holes is not more than design value, otherwise gives
Perforations adding, the depth of freezing meet design requirement, and lower length of tube freezes hole depth not less than design；
Deviational survey: it uses light theodolite to carry out whole hole and pore-forming deviational survey during freezing hole construction and draws freezing hole in time
Deflection plane figure；
Drill site basis: in order to guarantee drilling quality, scene is laid with simple mud groove；
(4), frozen construction:
(1), frozen construction capital equipment: equipment is as shown in the table:
In the case where being lost according to power load total during freezing and line voltage distribution, entire refrigeration station selects YC3 × 120
+ 2 × 25 low pressure Plastic-sheathed Cables three freeze unit and corresponding corollary equipment for two respectively；
(2), Freezing Station is installed: Freezing Station is arranged in side, and two units are installed in parallel, can be mutually spare, and Freezing Station accounts for
200 square metres of ground；
(3), the installation of unit is freezed:
1), in place with fixation:
According to Freezing Station layout drawing, will freeze unit it is in place after, be reliably fixed with bolt and basis, water when fixed
Leveling ruler is levelling to unit progress, is leveled unit by constantly adjusting parallels；
It is arranged according to the pipeline at scene, two epicranial plate of condenser is adjusted flexibly, the arrangement of optimization pipeline is had reached, by unit
Starting cabinet is securely arranged in beside unit, and certain space is left between unit, to be brought to Operation and Maintenance usually
It is convenient；
2), piping connection: flanged joint is used between saline line and clear water pipeline and unit, and arranges installation valve；
3), unit sealing detection: freezing unit be sealed, first carry out refrigeration system leak detection, ensure system without
After rushing down leakage, then fill fluorine oiling；
4), unit refuels: checking that the amount of refrigerator oil in unit will refuel if very few to unit, freezing unit is selected
46#Refrigerator oil；
(4), clear, brine pump installation: water pump and motor are checked, it is ensured that do not damage in transportation and handling procedure；Inspection
Tool and hoisting machinery, and the basis of inspection machine are looked into, the basic plane for installing pump will carry out level leveling, examine again after placing
The levelness of whole unit is consulted, respective bracket is arranged in the suction line and discharge pipeline of pump, and pipe weight cannot be direct
It is born by pump, pump shaft and motor direction of rotation are consistent, and the suction inlet of pump is higher than clear, brine tank bottom 20cm, in fresh water pump
Suction inlet installs one of strainer, and one of strainer is arranged among brine tank, checks that the junction of pump, pipeline and pump and pipeline has
Non-loosening phenomenon rotates pump shaft with hand, checks whether pump shaft rotation is flexible, bearing lubrication machine oil, observation are added into bearing body
Oil level will will be replaced or be supplemented in time in the centerline of oil ga(u)ge, lubricating oil；
(5), the installation of cooling tower: Fire Hazard Area in cooling tower installation process is forbidden to be welded in tower body and its neighbouring use
Or gas cutting work with torches, in field mustn't personnel's smoking, cooling tower foundation keeps horizontal, and pillar is vertical with basal plane, each basal plane height difference
No more than ± 1mm, center is ± 2mm away from tolerance, and when tower body assembly, bolt is symmetrically fastened, and does not allow to distort installation by force, spelling
After dress must not leak, cooling tower column foot and basic fixation, cooling tower components do not permit thereon during transport, storage
Perhaps ballast must not be exposed to the sun, and pay attention to open fire, cooling tower inlet tube and outlet tube and supplement water pipe support of pipelines is separately provided, avoid by
Pipeline weight transmitting tower body；Fan blade is kept properly, and prevents from deforming, and motor and driving member will oil, and is stored indoors, cooling
Tower after the installation is completed, remains in cleaning pipeline, filler surface and dirt and tower in water-collecting tray, and carry out system flush；
(6), it freezes unit regulation: before refrigeration system debugging, having to the cleaning for carrying out internal system and dry work,
Specific works are as follows:
1), the filling of refrigerant:
After in-site installation, visual examination does not have accidental injury, if it find that refrigerant has leaked or insufficient, finds out and lets out
Leak source simultaneously excludes leakage phenomenon, and refrigerant is then added, and is filled with from dedicated filling liquid valve；
2) it, debugs:
Simulated action inspection side is done to main electric-control system before formal booting, i.e. unit host no power, control system is powered,
Then by unit inner setting, the electric-control system of unit is detected, component whether normal operation, if electric-control system goes out
Existing problem, solves in time, finally leads to upper host power supply again, is debugged；
In debugging process, the following is paid attention to:
Check that whether valve is in normal open state, especially discharge line valve everywhere in refrigeration system, is sure not
It closes；
The flow of the cooling water valve of opening condenser and the Cold water tap of evaporator, cold water and cooling water will meet unit
Technical requirements；
Notice whether the supply voltage of observation unit is normal before starting；
3) it, runs:
According to the requirement of refrigerator operating instruction, start unit；
After unit starting, is required according to unit specification, check whether the parameters of unit are normal；
The all data of unit is recorded, major parameter will record clear；
In unit running process, notice whether the increasing of compressor, off-load mechanism work normally；
The safety guard installed in proper use of refrigeration system, as high-low pressure protective device, cold water and cooling water are disconnected
Water flow switch and safety valve, if any damage replacement in time；
4), exception monitoring
Such as there is abnormal conditions, hard stop inspection in screw-type water chiller；
The mark that screw type refrigerating compressor operates normally are as follows:
The gauge pressure of Compressor Discharge Pressure is 0.8-1.5MPa；
Compressor exhaust temperature is 45-90 DEG C；
The oil temperature of compressor is 40-55 DEG C；
The gauge pressure of compressor oil pressure table is 0.2-0.3MPa；
Sound is uniform, steady in compressor operational process, sound without exception；
The condensation temperature of unit is 3-5 DEG C higher than cooling water temperature；Condensation temperature control is at 40 DEG C, condenser inflow temperature
Control is at 32 DEG C or less；
The evaporating temperature of unit is 3-4 DEG C lower than the leaving water temperature of chilled water, and condensed water leaving water temperature is 5-7 DEG C；
(7), clear, brine pump debugging:
Whether there is or not loose phenomenons for the junction of inspection pump, pipeline and pump and pipeline, rotate pump with hand, try that pump shaft rotation is
It is no flexible；
Bearing lubrication machine oil is added into bearing body, observation oil level should be replaced in time in the centerline of oil ga(u)ge, lubricating oil
Or supplement；
Crawl motor tries whether motor steering is correct；
Motor is started, after pumping normal operation, outlet pressure is opened, after showing pressure depending on it, is gradually opened gate valve, together
When check motor load situation；
It is excessive whether the observation pump housing and pipeline vibrate, and parking checking reason is wanted when excessive and is handled；
In the range that the flow and lift for controlling pump indicate on label, to guarantee that pump is operated in best efficiency point；
In the process of running, for bearing temperature no more than 35 DEG C of environment temperature, maximum temperature must not exceed 80 DEG C to pump, such as send out
Now pump has abnormal sound parking checking reason immediately；
(8), other: to freeze machine oil and select N46 refrigerator oil；Refrigerant selects freon R-22；Refrigerant agent selects calcium chloride
Solution；
(5), cell wall is abolished:
Abolish the condition that cell wall has: 1 thickness of frozen soil wall >=1.6m；Mean temperature≤- 10 DEG C of frozen soil；Brine temp-
28 DEG C~-30 DEG C；Salt water go loop temperature it is poor≤2 DEG C；Inspecting hole temperature≤- 2 DEG C；
It is observed by inspecting hole, judges the freezing efficiency of frozen soil wall 1, after freezing 30 days, cell wall first has on portal before abolishing
Distribution drills through several inspecting holes, to judge that the cementing situation of frozen soil and cell wall, inspecting hole depth enter 10-15cm in frozen soil wall 1, so
Afterwards, it is measured using temperature measurer, it is desirable that each inspecting hole observed temperature has to be lower than -2 DEG C, when passing through inspecting hole observed temperature and horizontal
Thermometer hole observed temperature judge frozen soil wall 1 and cell wall completely it is reliable it is cementing can whole broken walls；
(6), vertical frozen pipe 3 is pulled out:
(1), it forced thaw: using the scheme manually locally thawed, is recycled in frigo using hot salt brine, makes vertically to freeze
The frozen soil tied around pipe 3 melts；
(2), salt water heats: with a 3m3Brine tank store salt water, carry out heating salt with the heating wire of six groups of 20kw
Water, temperature are controlled at 75 ± 10 DEG C；
(3), brine recycling: utilize brine pump circulating brine, Model of pump IS150-125-315, each freezing hole
Brine recycling flow control is in 5-7m3/h；
(4), it thaws and measures: using the thermometer hole in freezing curtain, the variation of daily Timing measurement curtain temperature, until freezing
Until knot curtain rises to positive temperature, then stop defrosting operation；
(5), rising for vertical frozen pipe 3 is pulled out: after vertical frozen pipe 3 thaws, will be managed interior salt water discharge with compressed air, and be used
Crane carries out examination and pulls out, when pulling up 0.5m or so, it is ensured that after without exception, quickly extracts vertical frozen pipe 3, tube drawing pays attention to vertical frozen
Pipe 3 and hook want being aligned, and vertical frozen pipe 3 cannot sprain strength, when tube drawing will normal micro- rotation vertical frozen pipe 3, vertical frozen pipe 3
It cannot pull out firmly, when such as pulling out motionless, hot salt brine defrosting is continued cycling through, until it can pull up vertical frozen pipe 3；
(7), frost heave and thaw collapse control:
Frost heave is the soil expansion because of caused by water freezing when freezing soil, and following controlling measurement is taken to freeze in work progress
Swollen and thaw collapse:
(1), after the extraction of vertical frozen pipe 3, it is closely knit that the filling of hole yellow ground will be freezed in time；
(2), in the thawing stage of frozen soil body, slip casting densification is carried out to consolidation by freezing area using the injected hole of tunnel duct piece and is added
Gu the freeze thawing soil body takes small pressure, the mode of more notes time to carry out slip casting, grouting pressure 0.2-0.5MPa, slurries select single liquid
Cement slurry；
(3), for pre- anti-freeze expansion and thaw collapse, the big freezing unit of selection standard refrigerating capacity is designed, in a short time salt
Coolant-temperature gage drops to design value, to accelerate frozen soil development, improves frozen soil strength, reduces frost heave and thaw collapse amount；
(4), grasp and adjust brine temp and brine flow, take it is intermittent freeze, frozen soil development amount is controlled, to reduce
Frost heave and thaw collapse.
The construction parameter of TRD engineering method is as follows in step 1:
(1), it excavates liquid mixing and uses sodium bentonite, every cube is stirred soil body incorporation 100kg/m3Bentonite, water ash
It is 5-20 than W/B, work progress adds 50-200kg bentonite mixing slurries by 1000kg water；
(2), the control of liquid mixing mud fluidity is excavated in 190mm-240mm；
(3), it excavates liquid voluntarily to squeeze into process for cutting box, excavate process in advance, withdraws and excavate process view mixing mud
Fluidity injection excavate liquid；
(4), solidify liquid mixing uses P42.5 grades of ordinary portland cements, and every cube is stirred soil body incorporation and is no less than
25% cement, the ratio of mud 1.5, the every 937kg water of work progress add 625kg cement mixing slurries；
(5), the control of solidify liquid mixing mud fluidity is in 180mm-220mm；
(6), solidify liquid is used in into wall agitating procedure.
TRD engineering method is called equal thickness Soil-cement continuous wall constructing method including, by Japanese kobe steel 1993 exploitation one
It kind is continuously constructed equal thickness Soil-cement continuous wall construction technique using saw chain formula cutting box.The engineering method is in general sandy soils
The depth capacity of middle construction has reached 56.7m, wall thickness 550mm-850mm, is also applied for all kinds of stratum such as boulder and cobble, block stone.
Claims (5)
1. a kind of shield tunnel end joint reinforcement structure, it is characterised in that: the generally rectangular box structure of ruggedized construction, square
Shape box structure be enclosed to set by four sides ruggedized construction, wherein close to foundation pit ruggedized construction be frozen soil wall, excess-three face
Ruggedized construction is cement soil continuous wall.
2. a kind of shield tunnel end joint reinforcement structure according to claim 1, it is characterised in that: the frozen soil wall
The insertion depth of middle vertical frozen pipe is 1-2m in the impermeable stratum of lower section, and it is that shield tunnel two sides are each that vertical frozen pipe, which lays length,
3m, vertical frozen pipe diameter are 127mm or 108mm or 169mm；Vertical frozen pipe arranges 1-3 row, flower arrangement arrangement, vertical frozen
The spacing of pipe is 800mm, and the vertical frozen pipe close to active well building enclosure is apart from cell wall side 300-400mm, vertical frozen pipe
Implement overall length to freeze, the material of vertical frozen pipe is seamless low carbon steel pipe or PVC plastic pipe or PPR plastic tube or ABS plastic pipe
Or PE plastic tube, the section of vertical frozen pipe are round or " I-shaped " or " X-shaped " or " T shape " or " Y shape ".
3. a kind of shield tunnel end joint reinforcement structure according to claim 1, it is characterised in that: the soil cement
The wall thickness of diaphragm wall is 600-850mm, and insertion depth is 1-2m in the impermeable stratum of lower section, and it is shield that cement soil continuous wall, which lays length,
Structure host length+(2-3) B sealing thickness, wherein B is section of jurisdiction width.
4. a kind of construction method of shield tunnel end joint reinforcement structure, it is characterised in that its method is as described below:
Step 1: the construction of cement soil continuous wall: continuous using the method construction equal thickness soil cement of three circulations using TRD engineering method
Wall, Specific construction technique are as follows:
(1), surveying setting-out: before construction, the coordinate basis point first provided according to design drawing accurately calculates cement soil continuous wall
Center line angular coordinate carries out setting-out using measuring instrument, and carries out coordinate data review, while carrying out fender pile, and notify phase
It closes unit and carries out unwrapping wire review；
(2), it excavates groove: after cement soil continuous wall center line setting-out, construction site being carried out to be laid with steel plate progress consolidation process,
Ensure the requirement that construction site meets mechanical equipment to foundation bearing capacity, it is ensured that the stability of stake machine, with excavator along soil cement
Excavate working channel, groove width 1.2m, trench depth 1.0m in diaphragm wall centerline parallel direction；
(3), it hangs provided box: with the pre-buried cave of excavator cutting depth 3m, length 2m, width 1m, utilizing crane and will be pre-buried
Case is hung in pre-buried cave；
(4), stake machine is in place: assuming unified command of that stake machine is in place by squad leader on duty, sees the feelings of upper and lower, left and right various aspects before mobile clearly
Condition, discovery have barrier to remove in time, check positioning scenarios and timely correction after mobile, stake is confidential steady, straight and even；
(5), cutting box and host connect: being hung cutting box into pre-buried cave paragraph by paragraph with specified tracklaying crane, utilize support
Platform is fixed；Connection cutting box is set at TRD host mobility to pre-buried acupuncture point, and TRD host returns again to predetermined construction location and carries out cutting box
Voluntarily squeeze into excavation process；
(6), inclinometer is installed: after cutting box is voluntarily driven into projected depth, inclinometer being installed, by being mounted on inside cutting box
Multisection type inclinometer, be able to carry out the vertical precision management of wall, it is ensured that the precision within 1/250；
(7), TRD engineering method is at wall: after the installation is completed, TRD host is connect inclinometer with cutting box, carries out three process equal thickness cement
Native construction of diaphragm wall, specific process are as follows:
Process 1-is excavated in advance: being injected by mudjack and is excavated liquid, cutting box is pushed ahead, and is excavated and is loosened native soil layer, is cut into
Slot a trip；
Process 2-withdraws excavation: according to operation work efficiency, after the completion of the grooving of a trip, cutting box withdraws again to cutting and originates
Point；
Process 3-stir at wall: cutting box exchanges slurries after withdrawing to cutting starting point, injects solidify liquid by mudjack, cuts
It cuts case to push ahead and be mixed with liquid mixing mud is excavated, forms uniform thickness cement soil continuous wall；
(8), mud is tested: being carried out mud test to slurries and mixing mud in water-stop curtain work progress, including is excavated liquor ratio
Weight excavates liquid mixing mud fluidity, solidify liquid specific gravity and solidify liquid mixing mud specific gravity；
(9), displacement soil processing: by the unified stacking of the discarded slurry generated in TRD engineering method work progress, centralized processing；
(10), it extracts cutting box: after stirring at wall, acting the solidify liquid for pulling out region injection with proportion, side drafting cutting box
It rises and draws out slip casting, it is ensured that cavity is occupied to cutting box and carries out dense packing effect and effectively reinforces, terminates straightway wall construction；
Step 2: the construction of vertical frozen soil wall:
Frozen construction is the method manually freezed, by the aquifer water-bearing stratum in active well end regions before shield host driving
It is frozen into the fluid-tight curtain of closing, for resisting ground pressure, hydraulic pressure, completely cuts off underground water, guarantees shield host export & import
Safety；
The drilling construction of freezing hole is carried out first, while carrying out the installation of Freezing Station, after freezing hole construction, is frozen
Hole series pipe and heat insulation work are tied, is then actively freezed, is observed and being calculated by thermometer hole, determines and freezes to meet portal chisel
After condition, start to abolish hole cell wall, forced thaw before shield host export & import, while vertical frozen pipe being extracted to shield
Host top maintain freeze, to shield host export & import after extract vertical frozen pipe, thaw settlement grouting, the specific process is as follows:
(1), freeze design:
(1), Frozen wall thickness designs: incorporation engineering feature, soil layer condition and construction site situation carry out freezing curtain thickness
Design, the vertical frozen soil wall thickness close to active well building enclosure are greater than 1.6m；
1), freezing curtain physical parameter:
Frozen soil mean temperature takes -10 DEG C, and frozen soil strength index carries out laboratory test and determines；
2), reinforcing body size:
Longitudinal length: shield host length+(2-3) B sealing thickness, wherein B is section of jurisdiction width；
Transverse width: each 3m in shield tunnel two sides；
Depth: implement overall length and freeze；
(2), the arrangement of freezing hole: freezing hole arranges 1-3 row, and flower arrangement arrangement, pitch of holes 800mm, row's spacing is 800mm, leans on
The vertical frozen hole of nearly active well building enclosure is apart from cell wall side 300-400mm；
(3), thermometer hole is arranged: being adjusted according to the deflection situation of drilling to the position of thermometer hole, is measured freezing curtain range
The temperature development situation of different parts, to take corresponding control measure, it is ensured that the safety of construction；
(2), refrigerant system design:
(1), parameter is chosen:
1), vertical frozen pipe selects the seamless low carbon steel pipe of 127 × 4.5mm of φ；
2) when, using salt water coolant media, freezing period outlet brine temp be -28~-30 DEG C, circuit brine temp be -25~-
28℃；
3), salt water specific gravity 1.26；
4), brine flow 5m in freezing pipe3/h；
5), freezing pipe heat-sinking capability: 260Kcal/m2.h；
6), loss of refrigeration capacity coefficient: 1.2；
(2), chilling requirement calculates:
Freeze chilling requirement calculating: Q=1.2 π dHK
In formula: H-freezes total length；
D-freezes pipe diameter；
K-freezing pipe coefficient of heat transfer；
(3), Freezing Station setting, Unit Selection and quantity:
Freezing Station selects II type screw rod refrigerator two of W-YSLGF600, every unit 28 × 104Kcal/h of refrigerating capacity, motor function
Rate 220kw；
(4), brine system:
1), salt water conduit tube, collection brine distributing ring type selecting: φ 159 × 5mm welded tube processing and fabricating；
2) it, 80% crystal calcium chloride dosage: supplies according to the actual situation；
3) three IS150-125-315 type centrifugal water pumps, flow 200m, brine pump type selecting: are selected3/ h, motor 30kw；
(5), clean water system:
1), water pipe type selecting: φ 133 × 4.5mm welded tube processing and fabricating；
2) 8m, is selected3Filtered water tank three；
3), fresh water magnitude of recruitment: 30m3/h；
4) three IS150-125-315 type centrifugal water pumps, flow 200m, are selected3/ h, motor 30kw；
5) KST-80 type cooling tower four, is selected；
(6), freezing pipe designs: vertical frozen pipe selects the seamless low carbon steel pipe of 127 × 4.5mm of φ, and horizontal frozen pipe selects φ 108
× 8mm is seamless low carbon steel pipe；Liquid supply pipe selects 45 × 4mm of φ seamless steel pipe；
(7), frost wall forms prediction: according to freezing curtain development speed 25mm/ days, vertical frozen pipe maximum pitch of holes was taken
800mm, then handing over the circle time is t1=800/2/25=16 days, and the closure of freezing wall time takes 20 days, and entire actively freeze-off time takes
30 days；
(3), drilling construction:
(1), drilling device type selecting:
XP-30B engineering driller two are selected, matches one, Te Lasi air compressor machine GR200-20 type, using percussion drilling technique；
It is being drilled in hole using setting of casing deviational survey, using Inclination Measurement by Light or JDT-5 type gyrolevel deviational survey is being used, to guarantee to bore
Hole vertical precision；
(2), drilling technique requirement:
When drilling, by the needs of depth and strata condition, increase and decrease drill collar in time, accomplishes and uniformly, at the uniform velocity creep into, forbid to neglect fastly suddenly
Slowly, pressure is suddenly big or suddenly small；
Revolving speed, pressure and flushing dose are rationally grasped, is arrived when adding ruler or more bit change, under drilling tool away from cleaning bottom of hole at bottom hole 0.3-0.5m,
Brigadier's drilling tool is not parked in a depth and rinses for a long time, when power failure, drilling tool is mentioned to safety depth, is had a power failure more than 2 hours, by drilling tool
It all proposes, to the frequent detailed inspection of all drilling tools, bent drill pipe and wears excessive drilling rod and be forbidden to use, when whole hole checks drilling tool
Overall length, and punching empties rock powder, then down tube；
Freezing pipe first carries out ground combo, measures overall length, makes a record, and when down tube removes foreign object in pipe, keeps cleaning, pressure testing envelope
After mouthful, the gap around freezing pipe is tamped with soil in time, prevents mud string hole；
Deflection: the freezing hole deviation proportion that is averaged is not greater than 5 ‰, and freezing hole end pitch of holes is not more than design value, otherwise gives perforations adding,
The depth of freezing meets design requirement, and lower length of tube freezes hole depth not less than design；
Deviational survey: it uses light theodolite to carry out whole hole and pore-forming deviational survey during freezing hole construction and draws slanting of freezing hole in time
Plan view；
Drill site basis: in order to guarantee drilling quality, scene is laid with simple mud groove；
(4), frozen construction:
(1), frozen construction capital equipment: equipment is as shown in the table:
In the case where being lost according to power load total during freezing and line voltage distribution, entire refrigeration station selection YC3 × 120+2 ×
25 low pressure Plastic-sheathed Cables three freeze unit and corresponding corollary equipment for two respectively；
(2), Freezing Station is installed: Freezing Station is arranged in side, and two units are installed in parallel, can be mutually spare, Freezing Station land occupation 200
Square metre；
(3), the installation of unit is freezed:
1), in place with fixation:
According to Freezing Station layout drawing, will freeze unit it is in place after, be reliably fixed with bolt and basis, horizontal ruler when fixed
It is levelling to unit progress, unit is leveled by constantly adjusting parallels；
It is arranged according to the pipeline at scene, two epicranial plate of condenser is adjusted flexibly, the arrangement of optimization pipeline is had reached, by unit starting
Cabinet is securely arranged in beside unit, and certain space is left between unit, to be brought convenience to Operation and Maintenance usually；
2), piping connection: flanged joint is used between saline line and clear water pipeline and unit, and arranges installation valve；
3), unit sealing detection: freezing unit be sealed, first carry out refrigeration system leak detection, ensure system without rush down leakage
Afterwards, then fill fluorine oiling；
4), unit refuels: checking that the amount of refrigerator oil in unit will refuel if very few to unit, freezing unit selects 46#It is cold
Freeze machine oil；
(4), clear, brine pump installation: water pump and motor are checked, it is ensured that do not damage in transportation and handling procedure；Check work
Tool and hoisting machinery, and the basis of inspection machine, the basic plane for installing pump will carry out level leveling, reexamine one after placing
Under whole unit levelness, respective bracket is arranged in the suction line and discharge pipeline of pump, and pipe weight cannot be directly by pumping
It bears, pump shaft and motor direction of rotation are consistent, and the suction inlet of pump is higher than clear, brine tank bottom 20cm, in the sucking of fresh water pump
Mouthful one of strainer of installation, is arranged one of strainer among brine tank, checks that whether there is or not pines for the junction of pump, pipeline and pump and pipeline
Dynamic phenomenon rotates pump shaft with hand, checks whether pump shaft rotation is flexible, and bearing lubrication machine oil is added into bearing body, observes oil level
It to replace or supplement in time in the centerline of oil ga(u)ge, lubricating oil；
(5), the installation of cooling tower: Fire Hazard Area in cooling tower installation process is forbidden in tower body and its adjacent to using electric welding or gas
Cut work with torches, in field mustn't personnel's smoking, cooling tower foundation keeps horizontal, and pillar is vertical with basal plane, and each basal plane height difference does not surpass
Cross ± 1mm, center is ± 2mm away from tolerance, and when tower body assembly, bolt is symmetrically fastened, and does not allow to distort installation by force, after assembly
Must not leak, cooling tower column foot and basic fixation, cooling tower components do not allow to press thereon during transport, storage
Weight must not be exposed to the sun, and pay attention to open fire, and support of pipelines is separately provided in cooling tower inlet tube and outlet tube and supplement water pipe, avoid pipeline
Weight transmitting tower body；Fan blade is kept properly, and prevents from deforming, and motor and driving member will oil, and is stored indoors, cooling tower peace
After dress, remains in cleaning pipeline, filler surface and dirt and tower in water-collecting tray, and carry out system flush；
(6), it freezes unit regulation: before refrigeration system debugging, having to the cleaning for carrying out internal system and dry work, specifically
It works as follows:
1), the filling of refrigerant:
After in-site installation, visual examination does not have accidental injury, if it find that refrigerant has leaked or insufficient, finds out leakage point
And leakage phenomenon is excluded, refrigerant is then added, is filled with from dedicated filling liquid valve；
2) it, debugs:
Simulated action inspection side is done to main electric-control system before formal booting, i.e. unit host no power, control system is powered, then
By unit inner setting, the electric-control system of unit is detected, component whether normal operation, if electric-control system is asked
Topic solves in time, finally leads to upper host power supply again, is debugged；
In debugging process, the following is paid attention to:
Check that whether valve is in normal open state, especially discharge line valve everywhere in refrigeration system, is sure not to close；
The flow of the cooling water valve of opening condenser and the Cold water tap of evaporator, cold water and cooling water will meet machine set technology
It is required that；
Notice whether the supply voltage of observation unit is normal before starting；
3) it, runs:
According to the requirement of refrigerator operating instruction, start unit；
After unit starting, is required according to unit specification, check whether the parameters of unit are normal；
The all data of unit is recorded, major parameter will record clear；
In unit running process, notice whether the increasing of compressor, off-load mechanism work normally；
The safety guard installed in proper use of refrigeration system, as high-low pressure protective device, cold water and cooling water are cut off the water supply stream
Amount switch and safety valve, if any damage replacement in time；
4), exception monitoring
Such as there is abnormal conditions, hard stop inspection in screw-type water chiller；
The mark that screw type refrigerating compressor operates normally are as follows:
The gauge pressure of Compressor Discharge Pressure is 0.8-1.5MPa；
Compressor exhaust temperature is 45-90 DEG C；
The oil temperature of compressor is 40-55 DEG C；
The gauge pressure of compressor oil pressure table is 0.2-0.3MPa；
Sound is uniform, steady in compressor operational process, sound without exception；
The condensation temperature of unit is 3-5 DEG C higher than cooling water temperature；At 40 DEG C, condenser inflow temperature is controlled for condensation temperature control
At 32 DEG C or less；
The evaporating temperature of unit is 3-4 DEG C lower than the leaving water temperature of chilled water, and condensed water leaving water temperature is 5-7 DEG C；
(7), clear, brine pump debugging:
Checking pump, pipeline and pump, whether there is or not loose phenomenons with the junction of pipeline, are rotated and are pumped with hand, try pump shaft rotation whether spirit
It is living；
Bearing lubrication machine oil is added into bearing body, observation oil level should be replaced or be mended in time in the centerline of oil ga(u)ge, lubricating oil
It fills；
Crawl motor tries whether motor steering is correct；
Motor is started, after pumping normal operation, outlet pressure is opened, after showing pressure depending on it, is gradually opened gate valve, examines simultaneously
Look into motor load situation；
It is excessive whether the observation pump housing and pipeline vibrate, and parking checking reason is wanted when excessive and is handled；
In the range that the flow and lift for controlling pump indicate on label, to guarantee that pump is operated in best efficiency point；
In the process of running, for bearing temperature no more than 35 DEG C of environment temperature, maximum temperature must not exceed 80 DEG C to pump, such as discovery pump
There is abnormal sound parking checking reason immediately；
(8), other: to freeze machine oil and select N46 refrigerator oil；Refrigerant selects freon R-22；Refrigerant agent selects calcium chloride solution；
(5), cell wall is abolished:
Abolish the condition that cell wall has: frozen soil wall thickness >=1.6m；Mean temperature≤- 10 DEG C of frozen soil；- 28 DEG C of brine temp
~-30 DEG C；Salt water go loop temperature it is poor≤2 DEG C；Inspecting hole temperature≤- 2 DEG C；
It is observed by inspecting hole, judges the freezing efficiency of frozen soil wall, after freezing 30 days, what cell wall was first distributed on portal before abolishing
Several inspecting holes are drilled through, to judge that the cementing situation of frozen soil and cell wall, inspecting hole depth enter 10-15cm in frozen soil wall, then, are used
Temperature measurer is measured, it is desirable that each inspecting hole observed temperature has to be lower than -2 DEG C, when passing through inspecting hole observed temperature and horizontal thermometer hole
Observed temperature judge frozen soil wall and cell wall completely it is reliable it is cementing can whole broken walls；
(6), vertical frozen pipe is pulled out:
(1), it forced thaw: using the scheme manually locally thawed, is recycled in frigo using hot salt brine, makes vertical frozen pipe
The frozen soil of surrounding melts；
(2), salt water heats: with a 3m3Brine tank store salt water, carry out heating salt water, temperature with the heating wire of six groups of 20kw
Control is at 75 ± 10 DEG C；
(3), brine pump circulating brine, Model of pump IS150-125-315, the salt water of each freezing hole brine recycling: are utilized
Circular flow is controlled in 5-7m3/h；
(4), it thaws and measures: using the thermometer hole in freezing curtain, the variation of daily Timing measurement curtain temperature, until freezing curtain
Until curtain rises to positive temperature, then stop defrosting operation；
(5), vertical frozen pipe rise pull out: vertical frozen pipe thaw after, with compressed air will manage in salt water discharge, using crane into
Row examination is pulled out, when pulling up 0.5m or so, it is ensured that after without exception, quickly extracts vertical frozen pipe, tube drawing pays attention to vertical frozen pipe and hangs
Hook wants being aligned, and vertical frozen pipe cannot sprain strength, and when tube drawing micro- rotation vertical frozen pipe, vertical frozen pipe cannot often will pull out firmly,
When such as pulling out motionless, hot salt brine defrosting is continued cycling through, until it can pull up vertical frozen pipe；
(7), frost heave and thaw collapse control:
Frost heave is the soil expansion because of caused by water freezing when freezing soil, taken in work progress following controlling measurement frost heave and
Thaw collapse:
(1), after the extraction of vertical frozen pipe, it is closely knit that the filling of hole yellow ground will be freezed in time；
(2), in the thawing stage of frozen soil body, slip casting densification is carried out to consolidation by freezing area using the injected hole of tunnel duct piece and reinforces jelly
Melt the soil body, takes small pressure, the mode of more notes time to carry out slip casting, grouting pressure 0.2-0.5MPa, slurries select single liquid cement
Slurry；
(3), for pre- anti-freeze expansion and thaw collapse, the big freezing unit of selection standard refrigerating capacity is designed, in a short time salt water temperature
Degree drops to design value, to accelerate frozen soil development, improves frozen soil strength, reduces frost heave and thaw collapse amount；
(4), grasp and adjust brine temp and brine flow, take it is intermittent freeze, frozen soil development amount is controlled, to reduce frost heave
And thaw collapse.
5. a kind of construction method of shield tunnel end joint reinforcement structure according to claim 4, it is characterised in that: institute
The construction parameter of TRD engineering method is as follows in the step of stating one:
(1), it excavates liquid mixing and uses sodium bentonite, every cube is stirred soil body incorporation 100kg/m3Bentonite, ratio of mud W/B
For 5-20, work progress adds 50-200kg bentonite mixing slurries by 1000kg water；
(2), the control of liquid mixing mud fluidity is excavated in 190mm-240mm；
(3), it excavates liquid voluntarily to squeeze into process for cutting box, excavate process in advance, withdraws the stream for excavating process view mixing mud
Dynamic degree excavates liquid in injection；
(4), solidify liquid mixing uses P42.5 grades of ordinary portland cements, and every cube is stirred soil body incorporation no less than 25%
Cement, the ratio of mud 1.5, the every 937kg water of work progress add 625kg cement mixing slurries；
(5), the control of solidify liquid mixing mud fluidity is in 180mm-220mm；
(6), solidify liquid is used in into wall agitating procedure.
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| CN110067562A (en) * | 2019-04-10 | 2019-07-30 | 中铁十二局集团有限公司 | The refrigerant system design method and detail design device of constructing tunnel |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101781991A (en) * | 2010-02-10 | 2010-07-21 | 中铁三局集团有限公司 | Double-well type reinforcement method of shield arrival or starting end and double-well type shield arrival method |
| CN104790961A (en) * | 2015-04-27 | 2015-07-22 | 海南大学 | Vertical cup type freezing reinforcement structure and method at shield tunnel end |
| CN206592136U (en) * | 2017-03-20 | 2017-10-27 | 中铁十四局集团有限公司 | A kind of plain wall closing water sealing consolidation structure of shield launching |
| CN108612083A (en) * | 2018-04-20 | 2018-10-02 | 浙江大学城市学院 | One kind can sealing interpolation S shaped steel TRD walls and its construction method |
| CN209067209U (en) * | 2018-11-16 | 2019-07-05 | 海南大学 | A kind of shield tunnel end joint reinforcement structure |
-
2018
- 2018-11-16 CN CN201811364029.2A patent/CN109209396A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101781991A (en) * | 2010-02-10 | 2010-07-21 | 中铁三局集团有限公司 | Double-well type reinforcement method of shield arrival or starting end and double-well type shield arrival method |
| CN104790961A (en) * | 2015-04-27 | 2015-07-22 | 海南大学 | Vertical cup type freezing reinforcement structure and method at shield tunnel end |
| CN206592136U (en) * | 2017-03-20 | 2017-10-27 | 中铁十四局集团有限公司 | A kind of plain wall closing water sealing consolidation structure of shield launching |
| CN108612083A (en) * | 2018-04-20 | 2018-10-02 | 浙江大学城市学院 | One kind can sealing interpolation S shaped steel TRD walls and its construction method |
| CN209067209U (en) * | 2018-11-16 | 2019-07-05 | 海南大学 | A kind of shield tunnel end joint reinforcement structure |
Non-Patent Citations (1)
| Title |
|---|
| 姚印彬;: "浅覆土强透水砂卵石地层大直径泥水盾构干接收施工技术", 隧道建设(中英文), no. 1, pages 396 - 403 * |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110067562A (en) * | 2019-04-10 | 2019-07-30 | 中铁十二局集团有限公司 | The refrigerant system design method and detail design device of constructing tunnel |
| CN110905526A (en) * | 2019-12-10 | 2020-03-24 | 中铁十四局集团隧道工程有限公司 | Shield end reinforcing method |
| CN111636455A (en) * | 2020-05-27 | 2020-09-08 | 上海宝冶集团有限公司 | Comprehensive construction method of TRD (Top gas recovery device) and rotary drilling lead hole depth waterproof curtain |
| CN112302669A (en) * | 2020-12-01 | 2021-02-02 | 长江勘测规划设计研究有限责任公司 | Subway shield arrival auxiliary construction method and structure under complex environment condition |
| CN113338947A (en) * | 2021-04-14 | 2021-09-03 | 浙江交工集团股份有限公司 | Sand-flowing-preventing water-gushing working well for water-rich sand layer and construction method thereof |
| CN113338947B (en) * | 2021-04-14 | 2024-04-09 | 浙江交工集团股份有限公司 | Water-rich sand layer anti-flowing sand water-surge working well and construction method thereof |
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| CN113622933B (en) * | 2021-08-31 | 2022-07-26 | 海南大学 | Cutter retracting device for shield machine |
| CN115627788A (en) * | 2022-12-19 | 2023-01-20 | 中铁二十二局集团轨道工程有限公司 | TRD (blast furnace pressure recovery device) reinforcement construction method for metro section connection channel |
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