CN105908765A - Open-excavated tunnel water stopping structure for protecting groundwater environment and construction method - Google Patents
Open-excavated tunnel water stopping structure for protecting groundwater environment and construction method Download PDFInfo
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- CN105908765A CN105908765A CN201610425630.2A CN201610425630A CN105908765A CN 105908765 A CN105908765 A CN 105908765A CN 201610425630 A CN201610425630 A CN 201610425630A CN 105908765 A CN105908765 A CN 105908765A
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- frozen soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/14—Restraining of underground water by damming or interrupting the passage of underground water by freezing the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/002—Ground foundation measures for protecting the soil or subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/004—Sealing liners
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to an underground construction technology, and specifically relates to an open-excavated tunnel water stopping structure for protecting a groundwater environment and a construction method thereof. The open-excavated tunnel water stopping structure comprises vertical frozen earth water stopping layers arranged at two sides of an open-excavated foundation pit of a tunnel, and a horizontal frozen earth water stopping layer arranged at the bottom part of the open-excavated foundation pit of the tunnel, wherein the vertical frozen earth water stopping layers intersect with the horizontal frozen earth water stopping layer; the bottom parts of the vertical frozen earth water stopping layers are lower than the bottom part of the horizontal frozen earth water stopping layer. According to the open-excavated tunnel water stopping structure, the vertical frozen earth water stopping layers and the horizontal frozen water stopping layer form a U-trough shaped frozen earth water stopping layer to protect the groundwater environment, and thus the groundwater can be prevented from being polluted during the tunnel construction process; a frozen earth water stopping structure is adopted, so that wide-range draining construction can be avoided, and precious groundwater resources can be saved; meanwhile, surrounding buildings and structures can be prevented from being subjected to sedimentation and deformation caused by the draining construction.
Description
Technical field
The present invention relates to underground engineering technology, in particular to the open cut tunnel for protecting groundwater environment
Road water sealing structure and construction method.
Background technology
For the subway construction of region of FuShui, when subway tunnel uses cut and cover tunneling, use sealing or
Subsoil water in the range of drainage sunk well tunnel excavation is the element task before tunnel excavation.At present, China's subway
Tunnel sealing typically uses ejection for water plugging or rotary churning pile water stopping, both sealing modes to be required in soil layer
Injecting cement grout, polluted underground water water quality, cement grout flows to wayward simultaneously, easy blocking underground
The seepage channel of water, changes the percolation path of subsoil water.And use drainaging scheme, the underground valuable by waste
Water resource, level of ground water that draining simultaneously causes reduce easily cause periphery neighbouring to build, the sedimentation and deformation of structures.
Along with urbanization progress and economic development, subway by become solve urban transport problems Main Means it
One.But owing to geological conditions difference is relatively big, surface subsidence, karst during subway construction, often can be caused to collapse
All kinds of the problems of geo-environment such as sunken, wall rock destabilization, also can cause tunnel gushing water, water level decreasing, water pollution
Etc. all kinds of water environmental problems.
For avoiding all kinds of engineering problems caused in Metro Construction or reducing subway engineering to surrounding enviroment
Impact, correlative protection governing measure and method have been carried out substantial amounts of research by Chinese scholars.Albert
Weiler (1983), based on Duisburg of Germany Quaternary Strata condition, sums up subway construction method-sky
Gap concretion method.Sun Yazhe (2003) under Xuanwu Lake traffic tunnel construction may produce water pollute,
The problems of geo-environment such as surface subsidence, surface collapse, tunnel gushing water, for reducing the impact on groundwater environment,
Suggestion limits cutting depth and protection natural sludge layer, uses the fill material of good water permeability, pollutes little building
Build material, chemical grout, use freezing sealing construction scheme to avoid large area artificial rainmaking.(2004) are set a prairie fire in side
For the karst impact on Guangzhou Metro Construction, propose to use freezing method and High-Pressure Grouting Method carry out karst water every
From, solution cavity is used grouting and structure treatment.Xing Wei river bend (2004) analyze Metro Construction may be right
The impact of water quality, it is proposed that use in engineering construction and pollute little construction material and chemical grout, analyze ground
The change of lower water runoff conditions also can make engineering stability variation cause differential settlement, it is proposed that optimizes shield
Each construction parameter, and use corresponding engineering method such as partition, soil stabilization, structure trunk to reinforce and base
Plinth underpins etc. to reduce the impact on surrounding.C.O.Aksoy (2008) analyzes Turkey Yi Zimi
The surface subsidence problem that your subway station engineering dewatering causes, maintains surrounding rock stability by chemical grouting means,
Effectively prevent surface subsidence and make level of ground water recover to previous level.Li Guangtao (2009) is for extensively
Present in No. three line engineering constructions of state subway, molten, soil cave unfavorable geological condition processes, and clearly proposes
The karst treatment measure of shield and open cut.R.Galler (2009) proposes the ground new difficult to understand of a set of economic security
Profit method for tunnel construction (NATM), the method was developed rapidly in recent years in Australia.Fu Zhi
Peak (2010) for the quaternary formation being likely to occur in No. 2 line engineering constructions of Wuhan subway, Karst Geological Landscape,
The geotechnical engineering problems such as subsoil water, it is proposed that engineering dewatering design, diaphram wall, slip casting closure waterproofer
The preventive measures such as journey.Long Yankui (2012) analyzes the karst impact on subway engineering, emphatically to karst cave
The influence factor of cave stability is explored, and proposes digging up and filling in, slip casing by pressure, works leap
Karst cave treatment measures.It is therefore seen that the treatment research focused on some the problems of geo-environment, more
And for should carry out engineering protection process take into account again the research of the spring water water yield and water quality protection the most also than
More rare.
Summary of the invention
It is an object of the invention to provide a kind of for protect groundwater environment open trench tunnel water sealing structure and
Construction method, to solve in tunnel work progress Groundwater Pollution, the problem of protection groundwater resources.
The embodiment of the present invention provides a kind of for protecting the open trench tunnel water sealing structure of groundwater environment, its bag
Include: be arranged at the vertical frozen soil sealing layer of tunnel open excavation foundation ditch both sides, and be arranged at described tunnel open excavation foundation ditch
The level of bottom is to frozen soil sealing layer, and described vertical frozen soil sealing layer and described level are to frozen soil sealing layer phase
Handing over, the bottom of described vertical frozen soil sealing layer is less than described level to the bottom of frozen soil sealing layer.
In certain embodiments, being preferably, heat-insulation layer is laid on ground, described tunnel open excavation foundation ditch both sides；Described
Heat-insulation layer includes: eps foam plate, polystyrene, extruded sheet or polyurethane sheet.
In certain embodiments, being preferably, the medial surface of described vertical frozen soil sealing layer and described level are to freezing
The medial surface of soil sealing layer is injected with thermal insulation concrete.
In certain embodiments, being preferably, described thermal insulation concrete includes: air entrained concrete, 0.5%～2%
The latex powder of efficient accelerator, 0.5%～2% and the fiber of 3%～7%.
In certain embodiments, being preferably, the thickness of described vertical frozen soil sealing layer is 1～3 meter；And/or,
Described level is 1～3 meter to the thickness of frozen soil sealing layer；And/or, adjacent two described tunnel open excavation foundation ditches
Between distance be 20～80 meters；And/or, described level is to frozen soil sealing layer and described vertical frozen soil sealing
The mean temperature of layer not higher than-10 DEG C.
In certain embodiments, being preferably, described vertical frozen soil sealing layer includes vertical freezing hole, described perpendicular
To a diameter of 50～200 millimeters of freezing hole, described level spacing between freezing hole is 500～1000 millis
Rice.
In certain embodiments, being preferably, described level includes level to freezing hole, institute to frozen soil sealing layer
Stating level a diameter of 50～200 millimeters to freezing hole, described level spacing between freezing hole is
500～1000 millimeters；Described level is 200～800 to the clear spacing of freezing hole Yu tunnel floor panel structure outline
Millimeter.
Present invention also offers the construction party of a kind of open trench tunnel water sealing structure for protecting groundwater environment
Method, comprising:
Constructing tunnel is divided into multiple construction section；
Each construction section excavation starting point construction shaft is set；
It is drilled down into vertical freezing hole from ground, under tunnel floor in the both sides of default tunnel open excavation foundation ditch position
Drill with ferrule enters freezing hole, in freezing hole under enter freezing pipe, in described freezing pipe under enter feed pipe；
Refrigeration system is freezed in installation, will freeze refrigeration system and be connected with thermometer hole, feed pipe respectively；
Carry out freeze operation, build vertical frozen soil sealing layer, level to frozen soil sealing layer；
When vertical frozen soil sealing layer, level to frozen soil sealing layer thickness and after intensity reaches preset requirement,
Frozen construction enters after safeguarding freezing period, successively excavation pit；
Injection thermal insulation concrete, builds tunnel lining structure.
In certain embodiments, being preferably, creeping into of described freezing hole includes:
Determine freezing pipe, relief tube, the specification of feed pipe, equipment of drilling；
Building drilling machine platform, described drilling machine platform arranges layering and adds a high position；
Freezing hole perforate, the boring mounting hole pipe of each freezing hole；
Fix rig by freezing hole design orientation, put into freezing pipe with creeping into, to after projected depth under freezing pipe
Seal header joints, seals the gap of freezing pipe and orifice tube；Freezing pipe and freezing hole concentricity, freezing hole leak test
Pressure is 0.7～1.0MPa；
Enter feed pipe, feed pipe bottom welding support under in freezing pipe, and outlet and loop Cornu Caprae seu Ovis be installed,
And freezing pipe end cap.
In certain embodiments, be preferably, described in freeze in refrigeration system, outlet saline line, loop salt
Pressure gauge, temperature sensor, control valve it is respectively mounted in water lines；And/or, flow is installed in Brine Pipe outlet
Meter；And/or, two valves of control freezing phase brine flow are installed between brine distributing ring and frigo；And/or,
The eminence of saline line installs vent valve；And/or, refrigerant agent uses calcium chloride solution, and proportion is 1.265；
And/or,
Polystyrene foam plastics heat-insulation layer, plastic sheeting is set gradually outside described saline line；And/or,
Vaporizer and the cryogenic pipe flex foam of freezing unit are incubated, and brine tank and salt water conduit tube are used
Polystyrol plastic foam plate is incubated.
In certain embodiments, being preferably, described freeze operation includes:
In the case of regulating pressure, temperature at any time, refrigeration system is freezed in operating；
In freezing process, timing detection brine temp, brine flow and frozen soil sealing layer spread scenarios；
Determine that level has formed loop connecting structure to frozen soil sealing layer, and reach preset thickness；
Determine that level is upper without freezing water on 2 meters in non-frozen soil inside frozen soil sealing layer；
After being excavated in soil layer, determine that level reaches pre-to thickness, surface temperature and the deformation of frozen soil sealing layer
If requirement；
Enter after excavation of foundation pit and safeguard freezing period；Safeguarding freezing period, if frozen soil sealing layer expansion rate exceedes
Preset value, the bearing capacity of frozen soil sealing layer, stability surpass pre-value, are then not higher than-20 DEG C at brine temp
In the case of, improve brine temp.
Open trench tunnel water sealing structure and the construction thereof for protecting groundwater environment that the embodiment of the present invention provides
Method, compared with prior art, uses vertical frozen soil sealing layer, level to frozen soil sealing layer building U-shaped
Frozen soil sealing layer, prevents the subsoil water outside open-cut foundation ditch from entering U-lag, protects groundwater environment simultaneously,
Avoid polluted underground water water quality during constructing tunnel..Water sealing structure is freezed, it is to avoid big model by employing
Enclose drainage construction, saved the groundwater resources of preciousness, avoid the periphery that drainage construction causes neighbouring simultaneously
Build, the sedimentation and deformation of structures.
By arranging thermal insulation concrete between tunnel-liner and frozen soil sealing layer, improve frozen soil sealing layer
Heat-insulating property, slow down frozen soil sealing layer and the transmission of the heat in tunnel, considerably reduces and freeze expense.
Accompanying drawing explanation
Fig. 1 is for protecting the horizontal stroke of the open trench tunnel water sealing structure of groundwater environment in one embodiment of the invention
Cut open schematic diagram；
Fig. 2 is the schematic diagram freezing refrigeration system in one embodiment of the invention in open trench tunnel water sealing structure.
Note: 1 level is to frozen soil sealing layer；2 vertical frozen soil sealing layers；3 vertical freezing pipes；4 levels are to freezing
Knot pipe；5 thermal insulation concretes；6 ground insulating layers；7 tunnel structures；8 clarified water pumps；9 freezing units；10
Starting cabinet；11 brine tanks；12 brine pumps；13 freezing pipes；14 cooling towers.
Detailed description of the invention
Combine accompanying drawing below by specific embodiment the present invention is described in further detail.
Being Source of life in view of water, be also the precious resources depended on for existence and development of city, there is half in China
Above city exists and lacks problem, therefore, how to protect the underground of preciousness during metro construction
Water resource is that the key technical problem that engineers and technicians intend to solve, such as Jinan are this well-known with spring water
City, the water quality of protection spring water and the water yield, the matter of utmost importance in subway construction especially.The present invention intends to solve
Technical problem is that in region of FuShui subway tunnel process of construction and how to protect subsoil water, in the case of not precipitation
Realize the most efficiently excavating of subway tunnel.Therefore clearly require solve the technical problem that into:
(1) pollution problem to quality of groundwater during constructing metro tunnel is solved；
(2) solve the protection to subsoil water water resource during constructing metro tunnel, avoid reducing Groundwater
Position, it is to avoid change seepage action of ground water path, protects spring water.
The open trench tunnel water sealing structure for protecting groundwater environment is provided, comprising: be arranged at tunnel for this
The vertical frozen soil sealing layer of open-cut foundation ditch both sides, road, and be arranged at level bottom described tunnel open excavation foundation ditch to
Frozen soil sealing layer, described vertical frozen soil sealing layer and described level intersect to frozen soil sealing layer, described vertically freeze
The bottom of soil sealing layer is less than described level to the bottom of frozen soil sealing layer.
Use vertical frozen soil sealing layer, level to the frozen soil sealing layer of frozen soil sealing layer building U-shaped, prevent bright
Dig the subsoil water outside foundation ditch and enter U-lag, protect groundwater environment, it is to avoid during constructing tunnel simultaneously
Polluted underground water water quality.Freeze water sealing structure by employing, it is to avoid drainage construction on a large scale, save treasured
Expensive groundwater resources, avoid simultaneously periphery that drainage construction causes neighbouring build, the sedimentation and deformation of structures.
It follows that this technology is described in detail:
A kind of for protecting the open trench tunnel water sealing structure of groundwater environment, as it is shown in figure 1, include: to arrange
In the vertical frozen soil sealing layer 2 of tunnel open excavation foundation ditch (in set tunnel structure 7) both sides, and it is arranged at described
Level bottom tunnel open excavation foundation ditch to frozen soil sealing layer 1, described vertical frozen soil sealing layer 2 and described level
Intersecting to frozen soil sealing layer 1, constitute U-lag structure, the bottom of described vertical frozen soil sealing layer 2 is less than institute
State the level bottom to frozen soil sealing layer 1.In tunnel excavation starting point, construction shaft is set, the most available
Tunnel, as construction shaft, is divided into some freeze sections along tunnel line trend by Metro station excavation, each
Freeze section length is about 20～80 meters.At the inner excavation foundation ditch of U-lag frozen soil sealing Rotating fields, place bright
Dig the subsoil water outside foundation ditch and enter U-lag.The effectively mean temperature of frozen soil sealing layer not higher than-10 DEG C,
During excavation, frozen soil sealing layer surface temperature is less than-3 DEG C.
The thickness of vertical frozen soil sealing layer 2 is according to the excavation of foundation pit degree of depth, foundation ditch both sides Water And Earth Pressures, ground lotus
The parameter determinations such as load, need to meet the requirement of soil at both sides stability, and its thickness is intended to be 1.0m～3.0m scope,
The degree of depth of vertical frozen soil sealing layer 2 should be greater than the degree of depth of horizontal frozen soil sealing layer at tunnel floor.
Level is arranged at below tunnel floor to frozen soil sealing layer 1, forms the hoop frozen soil sealing collar closed,
Level is intended to be 1.0m～3.0m scope to the thickness of frozen soil sealing layer 1.Level is to the length of frozen soil sealing layer 1
Determine according to freeze section length, be intended to be 20～80m.
The construction of vertical frozen soil sealing layer 2: at foundation ditch both sides correspondence position, certainly facing down, it is perpendicular directly to set
Arranging vertical freezing pipe 3 in freezing hole, vertical freezing hole, freezing hole diameter, at 50mm～200mm, freezes
Knot pitch of holes 500～1000mm.
Level is to the construction of frozen soil sealing layer 13: at the construction shaft of tunnel starting point or connect at each freeze section
The working pit at the place of connecing sets level to freezing hole, and level arranges level to freezing pipe 4, level in freezing hole
Being arranged on bottom foundation ditch to freezing hole, freezing hole diameter is intended selecting 50mm～200mm, freezing hole spacing
500～1000mm, freezing hole is intended to be 200～800mm with the clear spacing of tunnel floor structure outline.Freeze
Lower freezing pipe in hole, lower tube for transfusion in freezing pipe.
In order to reduce energy resource consumption, improve the heat insulation effect of refrigeration system, lay insulation on ground, foundation ditch both sides
Layer, sprays thermal insulation concrete 5 inside U-lag water sealing structure, collectively forms heat-insulation system.Ground insulating
Layer 6 can be selected for the heat preservation plate materials such as eps foam plate, polystyrene, extruded sheet, polyurethane sheet.U-lag is only
Injection thermal insulation concrete 5 inside water-bound successively sprays with excavation of foundation pit, and jet thickness is intended to be 10～30cm.
Thermal insulation concrete 5 is also called air entrained concrete, foam concrete, foamed concrete, belongs to insulation material
The category of material, can stop or reduce and extraneous generation heat exchange, minimizing heat dissipation have certain physics,
The special concrete of mechanical property.
Thermal insulation concrete uses the construction of wet shot method, in order to reduce the mobility of foam concrete, improves viscosity
And adhesive force, increase in foam concrete 0.5%～2% (BASF) efficiently accelerator, 0.5%～2%
(ternary) latex powder and the fiber of 3%～7%.
Provide below the construction method of above-mentioned open trench tunnel water sealing structure, specifically include:
Step 101, is divided into multiple construction section by constructing tunnel；
Step 102, each construction section excavation starting point construction shaft is set；
Step 103, freezing pipe creeps into work；
Part I: freezing pipe, temperature tube, relief tube and feed pipe specification
Freezing pipe can be selected for ф 108 × 8mm low-carbon (LC) seamless steel pipe, and single pipe length is 1.5～2m, uses
Threaded and manual repair welding, temperature tube and the same freezing pipe of hydrology pipe tubing.ф 62 × 6mm is optional for feed pipe
With enhanced polyethylene plastic tube or 15#Steel pipe.
Part II: lectotype selection of drilling
Can be selected for 2, MKG-5S type rig.Can be selected for 2, BW-250/50 slush pump, flow is 250
l/min.Rig and slush pump general power are 41kw.
Freezing hole can be used to creep into special combination drilling tool pipe-following drilling.Drillhole inclination survey can use special TY-1
Type high-precision horizontal drilling gyrolevel, boring superficial part theodolite Inclination Measurement by Light is calibrated.
Part III: freezing hole prescription
According to construction reference point, arrange freezing hole by freezing hole construction figure.Position, hole deviation not should be greater than 100mm.
Freezing hole aperture can be selected for 110mm.Freezing hole drilling depth error is-0.2～+0.3m.Hole deviation
Control within 0.8 ‰.
Part IV: drilling machine platform is built
Drilling machine platform uses full hall scaffold pipe to build, and scaffold tube interplanar spacing is 0.6m × 0.6m.Platform
Completely paving 60mm thickness deal board, borer chassis underlay 200mm × 200mm lumps of wood.According to freezing hole position,
Drilling machine platform is increased in layering.
Step 104: be drilled down into vertical freezing hole from ground in the both sides of default tunnel open excavation foundation ditch position,
Creep into freezing hole below tunnel floor, in freezing hole under enter freezing pipe, in described freezing pipe under enter feed flow
Pipe；
This step specifically includes:
Step 104-1, freezing hole perforate
Freezing hole can use Φ 160mm diamond core drill perforate.Each boring mounting hole pipe, orifice tube can
Process with ф 159 × 8mm seamless steel pipe.When creeping into, orifice tube mounting hole sealing device.
Step 104-2, freezing hole creeps into be installed with frigo
1. by the freezing hole fixing rig of design orientation requirement.Freezing pipe is put into creeping into.To design under freezing pipe
Seal header joints after the degree of depth.
2. in order to ensure borehole accuracy, it is crucial that perforate section is crept into.When creeping into front 10～20m, school repeatedly
Core drilling rod direction, adjusts rig position, and can continue after theodolite or gyroscope detection deflection no problem
Creep into.
3. under freezing pipe in hand-hole before want first pipe arrangement, it is ensured that freezing pipe concentricity.Under after good freezing pipe, with survey
Tiltedly instrument carries out deviational survey, then the repetition measurement freezing hole degree of depth.Freezing pipe length and qualified rear sealing of deflection freeze tube head
Portion, and carry out suppressing leak test.Freezing hole leak test Stress control, between 0.7～1.0MPa, stablizes 30 points
The unchanged person of clock pressure is qualified for pressure testing.
4., after freezing pipe installs, the gap of freezing pipe and orifice tube is sealed with loss circulation material.
5. feed pipe is entered under in freezing pipe.Feed pipe pipe collar connects, and welding 0.2m is high in feed pipe bottom
Support.Then install go, loop Cornu Caprae seu Ovis and freezing pipe end cap.
Thermometer hole construction method is identical with freezing pipe.
Step 105, install freeze refrigeration system, will freeze refrigeration system respectively with freezing pipe 13, thermometer hole,
Feed pipe is connected；
The installation diagram freezing refrigeration system is referred to accompanying drawing 2.Installation steps specifically include:
Step 105-1, freezes refrigeration plant type selecting and circuit design
1. can be selected for YSKF600 type freezing unit 1 to overlap, each 2 sets (wherein 1 of YSKF300 type freezing unit
Overlap standby).When brine temp is at-30 DEG C, when cooling water temperature is 28 DEG C, the refrigerating capacity of Freezing Station is about
240000kcal/h, freezing unit 9 motor general power is 305kw.
2. can be selected for 8Sh-13 (A) salt water circulating pump 2 (wherein 1 standby), flow 270m3/h, lift
36m, power of motor 45kw；Selection IS200-150-250 cooling water circulating pump 1, flow 400m3/h,
Lift 20m, motor general power 37kw；.
3. can be selected for DBN3-200 type cooling tower 14,2, motor general power 11kw.
4. brine tank 11 is set, one, volume 6m3.
5. salt water conduit tube and collection liquid distribution pipe all select ф 219 × 8mm seamless steel pipe, and salt water conduit tube is a length of
380m.Collection, liquid distribution pipe are connected selection 1.5 " high-pressure rubber pipe with Cornu Caprae seu Ovis.
6. cooling water pipe is with 5, and " thermometeies installed on fridge water inlet pipe and water outlet pipe by welded tube.
7. going, Pressure gauge, temperature sensor and control valve are installed in the saline line of loop.At Brine Pipe
Effusion meter is installed in outlet.
8. two, valve is installed between brine distributing ring and frigo, in order to control freezing device brine flow.
9. the eminence in saline line installs vent valve.
10. saline and pressure respectively 0.7MPa and 0.3MPa of clear water pipeline.
The cooling water amount of the most each Freezing Station is 30m3/h, maximum total electricity consumption about 398kw.
Other: refrigerator oil select N40 refrigerator oil.R22 cold-producing medium selected by cold-producing medium.Refrigerant agent
Use calcium chloride solution as freeze cycle saline.Saline proportion is 1.265.
Step 105-2, Freezing Station Housing, Furniture, Furnishing And Equipment is installed
Station equipment mainly includes power distribution cabinet (i.e. starting cabinet 10), freezing unit 9, brine tank 11, saline
Pump 12, clarified water pump 8, cooling tower 14 and clear water reserviors etc..Equipment is installed by the requirement of equipment operating manual
Carry out.
At water pump import and export, salt water conduit tube two ends, control valve is installed between collection brine distributing ring and frigo.?
Condenser is imported and exported and is installed point for measuring temperature；Going to salt water conduit tube two ends, loop, temperature and pressure measuring point is installed；Returning
Electromagnetic flowmeter is installed in road salt water conduit tube outlet；Between each frigo and collection brine distributing ring, flow measurement is installed
Loop；At brine tank, liquid level indicating alarm is installed.
In certain embodiments, Freezing Station assembled prefabricated house, clear height 3.5 meters, sound insulation is laid on wall and roof
Plate, clear water reserviors brick masonry, cement plaster, pond is high 0.7 meter.
Step 105-3, pipeline connects, insulation is installed with test instrumentation
Saline and cooling water pipeline are direct the most on the ground with pipe support, Flange joint.Go, loop salt water conduit tube
It is fixed on the active well borehole wall with pipe support.Thermometer, Pressure gauge and effusion meter are installed and are carried out by design.Saline
Pipeline is incubated with polystyrene foam plastics after leak test, cleaning, and insulation layer thickness is 50mm, heat-insulation layer
Outside plastic sheeting wrap up.
The vaporizer of freezing unit and cryogenic pipe with flex foam insulation thick for 50mm, brine tank and
Salt water conduit tube is incubated with polystyrol plastic foam plate thick for 50mm.
Step 105-4, dissolves calcium chloride and unit fills fluorine and refuels
First injecting the clear water of about 1/4 in brine tank, then turn on pump circulates and is gradually added solid calcium chloride,
Until brine strength reaches to design requirement.Impurity to be removed when dissolving calcium chloride.Saline in brine tank can not
Fill the fullest, in order to avoid overflowing brine tank when refluxing higher than the freezing pipe saline of brine tank mouth.
Unit fills fluorine and fridge refuels and carries out according to the requirement of equipment operating manual.First refrigeration system is carried out
The leak detection of system and nitrogen rinse, and after guaranteeing system ne-leakage, then fill fluorine oiling.
Step 106, carries out freeze operation, builds vertical frozen soil sealing layer, level to frozen soil sealing layer；
This step includes:
Step 106-1, freezing system test running with actively freeze
Equipment carries out debugging and test running after installing.When test running, pressure, temperature to be regulated at any time
Etc. each state parameter, unit is made to run under the conditions of the technical parameter required about technological procedure and design.?
In freezing process, timing detection brine temp, brine flow and frozen soil sealing layer spread scenarios,
Adjust freezing system operational factor if desired.Freezing system enters after working well and actively freezes.Requirement
In one week, brine temp is down to less than-20 DEG C.
Step 106-2, examination is dug and is freezed with maintenance
Determine that frozen soil sealing layer has handed over circle according to the observation of hydrology hole, and judge frozen soil sealing according to observed temperature
After layer reaches design thickness, then squeeze into more than 2m, confirmation in non-frozen soil inside frozen soil sealing layer with core drill
Without dynamic water in frozen soil sealing layer.It is then possible to subregion opens the active well borehole wall.After being excavated in soil layer, real
Survey thickness, surface temperature and the deformation of frozen soil sealing layer, as reached to design requirement, then can enter and normally execute
Work, otherwise should stop driving, strengthen freezing, and analyze reason, take corresponding measure.
Enter after excavation of foundation pit and safeguard freezing period.In principle, brine temp and salt are freezed in the maintenance during excavation
Discharge with actively freeze identical, as in construction according to site-test analysis, really prove frozen soil sealing layer extension speed
Spending faster than anticipated, frozen soil sealing layer has enough bearing capacities and stability, meets design requirement, can
To properly increase brine temp, but the highest not above-20 DEG C.After starting to do liner, guaranteeing that outer lining is pacified
In the case of Quan, brine temp can be improved, stop the most in advance freezing.
Step 107, when vertical frozen soil sealing layer, level to frozen soil sealing layer thickness and intensity reach pre-
If after Yao Qiuing, frozen construction enters after safeguarding freezing period, successively excavation pit；
When frozen soil layer effective thickness and intensity reach requirement, frozen construction enters after safeguarding freezing period and successively excavates
Foundation ditch, during excavation, first selects the soil layer that hand excavation does not freezes, recycling pneumatic pick driving frozen soil.Note:
Freezing curtain exposure temperature must not be higher than-5 DEG C, and open-assembly time controls in 24h.
Step 108, builds tunnel lining structure.
This step specifically includes:
Step 108-1, sprays thermal insulation concrete
Spraying one layer of heat preservation concrete after excavation of foundation pit in time, jet thickness is intended to be 10～30cm.Insulation coagulation
Soil uses the construction of wet shot method, in order to reduce the mobility of foam concrete, improves viscosity and adhesive force,
In foam concrete increase by 0.5%～2% the efficient accelerator of BASF, 0.5%～2% ternary latex powder and
The fiber of 3%～7%.
When excavation of foundation pit is to projected depth, at foundation ditch base injcction one layer of heat preservation concrete, thickness is intended to be
10～30cm.
Step 108-2, pours Tunnel Second Lining
Tunnel-liner should ensure that lining thickness and lapped length of steel bar.Strictly control to measure, prevent tunnel to owe to dig,
During reinforcing bar binding, special messenger is responsible for, and hoop, the longitudinal reinforcement lap of splice are respectively 35～25 times of bar diameter.
For ensureing that strength of lining is not less than the requirement of C30, concrete mix proportion experiment should be made before construction, pass through
Test determines optimum mix, and is strictly controlled by, and makes up to design requirement.
Lining cutting uses the construction of homemade Simple steel formwork jumbo, and during formwork erection, strict Control architecture overall dimensions can not
Invade lining cutting inner outline, and outwards less than 50mm, be responsible for footman's survey crew, and stifled good plug
Plate, to ensure outside form joint not spillage liquid.
For accelerating concrete hardening and preventing local freezing, in concrete, add cement weight 2.5%～4%
J851 early-strength anti-freezing water reducer and the MRT early strength antifreezing agent of cement weight 3%～4%, both materials have
Improve workability and the density of concrete, the anti-permeability performance of Concrete Structure and freexing tolerance, and when construction
Strengthen concrete vibrating, stop voids and pits.
Tunnel-liner should strengthen the seriality of concrete construction, strengthens concrete curing, to prevent frozen soil pair
Concrete has freeze injury.
The invention have the advantages that
(1) protection groundwater environment, it is to avoid polluted underground water water quality during constructing tunnel.
(2) freeze water sealing structure by employing, it is to avoid drainage construction on a large scale, save the ground of preciousness
Lower water resource, avoid simultaneously periphery that drainage construction causes neighbouring build, the sedimentation and deformation of structures.
(3) by arranging thermal insulation concrete between tunnel-liner and frozen soil sealing layer, only improve frozen soil
The heat-insulating property of water layer, slow down transmitting with the heat in tunnel of frozen soil sealing layer, considerably reduces and freeze
Knot expense.
The foregoing is only the preferred embodiments of the present invention, be not limited to the present invention, for ability
For the technical staff in territory, the present invention can have various modifications and variations.All in the spirit and principles in the present invention
Within, any modification, equivalent substitution and improvement etc. made, should be included in protection scope of the present invention it
In.
Claims (10)
1. the open trench tunnel water sealing structure being used for protecting groundwater environment, it is characterised in that including:
It is arranged at the vertical frozen soil sealing layer of tunnel open excavation foundation ditch both sides, and is arranged at bottom described tunnel open excavation foundation ditch
Level to frozen soil sealing layer, described vertical frozen soil sealing layer and described level intersect to frozen soil sealing layer, institute
The bottom stating vertical frozen soil sealing layer is less than described level to the bottom of frozen soil sealing layer.
2. as claimed in claim 1 for protecting the open trench tunnel water sealing structure of groundwater environment, it is special
Levying and be, heat-insulation layer is laid on ground, described tunnel open excavation foundation ditch both sides；Described heat-insulation layer includes: eps foam
Plate, polystyrene, extruded sheet or polyurethane sheet.
3. as claimed in claim 1 for protecting the open trench tunnel water sealing structure of groundwater environment, it is special
Levying and be, medial surface and the described level of described vertical frozen soil sealing layer are sprayed to the medial surface of frozen soil sealing layer
There is thermal insulation concrete.
4. as claimed in claim 3 for protecting the open trench tunnel water sealing structure of groundwater environment, it is special
Levying and be, described thermal insulation concrete includes: efficient accelerator, 0.5%～2% of air entrained concrete, 0.5%～2%
Latex powder and the fiber of 3%～7%.
5. as claimed in claim 1 for protecting the open trench tunnel water sealing structure of groundwater environment, it is special
Levying and be, the thickness of described vertical frozen soil sealing layer is 1～3 meter；And/or, described level is to frozen soil sealing
The thickness of layer is 1～3 meter；And/or, the distance between adjacent two described tunnel open excavation foundation ditches is 20～80
Rice；And/or, described level is to the mean temperature of frozen soil sealing layer and described vertical frozen soil sealing layer not higher than
-10℃。
6. being used for as described in any one of claim 1-4 protects the open trench tunnel sealing of groundwater environment to tie
Structure, it is characterised in that
Described vertical frozen soil sealing layer includes vertical freezing hole, a diameter of the 50～200 of described vertical freezing hole
Millimeter, described level spacing between freezing hole is 500～1000 millimeters；And/or,
Described level includes level to freezing hole to frozen soil sealing layer, a diameter of to freezing hole of described level
50～200 millimeters, described level spacing between freezing hole is 500～1000 millimeters；Described level is to freezing
Knot hole is 200～800 millimeters with the clear spacing of tunnel floor panel structure outline.
7. the open trench tunnel sealing for protecting groundwater environment described in an any one of claim 1-6
The construction method of structure, it is characterised in that including:
Constructing tunnel is divided into multiple construction section；
Each construction section excavation starting point construction shaft is set；
It is drilled down into vertical freezing hole from ground, under tunnel floor in the both sides of default tunnel open excavation foundation ditch position
Drill with ferrule enters freezing hole, in freezing hole under enter freezing pipe, in described freezing pipe under enter feed pipe；
Refrigeration system is freezed in installation, will freeze refrigeration system and be connected with thermometer hole, feed pipe respectively；
Carry out freeze operation, build vertical frozen soil sealing layer, level to frozen soil sealing layer；
When vertical frozen soil sealing layer, level to frozen soil sealing layer thickness and after intensity reaches preset requirement,
Frozen construction enters after safeguarding freezing period, successively excavation pit；
Injection thermal insulation concrete, builds tunnel lining structure.
8. construction method as claimed in claim 7, it is characterised in that creeping into of described freezing hole includes:
Determine freezing pipe, relief tube, the specification of feed pipe, equipment of drilling；
Building drilling machine platform, described drilling machine platform arranges layering and adds a high position；
Freezing hole perforate, the boring mounting hole pipe of each freezing hole；
Fix rig by freezing hole design orientation, put into freezing pipe with creeping into, to after projected depth under freezing pipe
Seal header joints, seals the gap of freezing pipe and orifice tube；Freezing pipe and freezing hole concentricity, freezing hole leak test
Pressure is 0.7～1.0MPa；
Enter feed pipe, feed pipe bottom welding support under in freezing pipe, and outlet and loop Cornu Caprae seu Ovis be installed,
And freezing pipe end cap.
9. construction method as claimed in claim 7, it is characterised in that described in freeze in refrigeration system,
Pressure gauge, temperature sensor, control valve it is respectively mounted in outlet saline line, loop saline line；With/
Or, effusion meter is installed in Brine Pipe outlet；And/or, control freezing phase saline is installed between brine distributing ring and frigo
Two valves of flow；And/or, the eminence of saline line installs vent valve；And/or, refrigerant agent uses chlorine
Changing calcium solution, proportion is 1.265；And/or,
Polystyrene foam plastics heat-insulation layer, plastic sheeting is set gradually outside described saline line；And/or,
Vaporizer and the cryogenic pipe flex foam of freezing unit are incubated, and brine tank and salt water conduit tube are used
Polystyrol plastic foam plate is incubated.
10. the construction method as described in any one of claim 7-9, it is characterised in that described freeze operation
Including:
In the case of regulating pressure, temperature at any time, refrigeration system is freezed in operating；
In freezing process, timing detection brine temp, brine flow and frozen soil sealing layer spread scenarios；
Determine that level has formed loop connecting structure to frozen soil sealing layer, and reach preset thickness；
Determine that level is upper without freezing water on 2 meters in non-frozen soil inside frozen soil sealing layer；
After being excavated in soil layer, determine that level reaches pre-to thickness, surface temperature and the deformation of frozen soil sealing layer
If requirement；
Enter after excavation of foundation pit and safeguard freezing period；Safeguarding freezing period, if frozen soil sealing layer expansion rate exceedes
Preset value, the bearing capacity of frozen soil sealing layer, stability surpass pre-value, are then not higher than-20 DEG C at brine temp
In the case of, improve brine temp.
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106401618A (en) * | 2016-09-30 | 2017-02-15 | 北京城建集团有限责任公司 | Basin-shaped freezing water-stop system for water-enriched sandy gravel stratum deep-buried metro station |
| CN106430071A (en) * | 2016-10-28 | 2017-02-22 | 东莞市友鑫石化工程技术有限公司 | Mounting method for non-pipe dismounting installation of pollution prevention environment-friendly box |
| CN106638732A (en) * | 2017-01-11 | 2017-05-10 | 中铁第四勘察设计院集团有限公司 | Underground foundation pile pipe-roof support structure and construction method thereof |
| CN106759375A (en) * | 2016-11-29 | 2017-05-31 | 常熟理工学院 | A kind of high water level soft soil foundation pit freezes soil nail wall supporting structure system and construction method |
| CN108286432A (en) * | 2017-12-07 | 2018-07-17 | 中国矿业大学 | A kind of salt water conduit tube automatic air eliminator |
| CN110630286A (en) * | 2019-10-21 | 2019-12-31 | 中国铁路设计集团有限公司 | Weak stratum tunnel settlement control structure and construction method |
| CN110735439A (en) * | 2019-10-28 | 2020-01-31 | 中煤科工集团重庆研究院有限公司 | vertical hole tree-shaped freezing wall freezing method |
| CN111535814A (en) * | 2020-05-07 | 2020-08-14 | 中国建筑第二工程局有限公司 | Precise stratum freezer and operation method thereof |
| CN113089680A (en) * | 2021-04-16 | 2021-07-09 | 中国矿业大学 | Method for realizing excavation-following and supporting partitioned excavation of foundation pit by utilizing artificial freezing method |
| CN113152425A (en) * | 2021-03-09 | 2021-07-23 | 石家庄铁道大学 | Combined freezing and reinforcing method for non-drainage excavation of large foundation pit |
| CN115262603A (en) * | 2022-05-24 | 2022-11-01 | 北京城建道桥建设集团有限公司 | Urban underground construction freezing and water-resisting method without influence on earth surface |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5575028A (en) * | 1978-12-01 | 1980-06-06 | Tokyo Gas Co Ltd | Freezing method by reinforced frozen ground |
| JPH08296235A (en) * | 1995-04-26 | 1996-11-12 | Tokyo Gas Co Ltd | Cut-off of water with artificial freezing area controlled |
| CN102839670A (en) * | 2011-06-22 | 2012-12-26 | 上海市政工程设计研究总院（集团）有限公司 | Shallow foundation pit freezing enclosure and construction method thereof |
| CN104762955A (en) * | 2015-03-24 | 2015-07-08 | 河南理工大学 | Manually excavated pedestal pile construction method based on freezing process |
| CN105297742A (en) * | 2015-10-22 | 2016-02-03 | 北京城建集团有限责任公司 | Structure and method of water stopping support of underground space |
| CN205804382U (en) * | 2016-06-16 | 2016-12-14 | 中铁工程设计咨询集团有限公司 | For protecting the open trench tunnel water sealing structure of groundwater environment |
-
2016
- 2016-06-16 CN CN201610425630.2A patent/CN105908765B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5575028A (en) * | 1978-12-01 | 1980-06-06 | Tokyo Gas Co Ltd | Freezing method by reinforced frozen ground |
| JPH08296235A (en) * | 1995-04-26 | 1996-11-12 | Tokyo Gas Co Ltd | Cut-off of water with artificial freezing area controlled |
| CN102839670A (en) * | 2011-06-22 | 2012-12-26 | 上海市政工程设计研究总院（集团）有限公司 | Shallow foundation pit freezing enclosure and construction method thereof |
| CN104762955A (en) * | 2015-03-24 | 2015-07-08 | 河南理工大学 | Manually excavated pedestal pile construction method based on freezing process |
| CN105297742A (en) * | 2015-10-22 | 2016-02-03 | 北京城建集团有限责任公司 | Structure and method of water stopping support of underground space |
| CN205804382U (en) * | 2016-06-16 | 2016-12-14 | 中铁工程设计咨询集团有限公司 | For protecting the open trench tunnel water sealing structure of groundwater environment |
Non-Patent Citations (1)
| Title |
|---|
| 刘钢立: "深圳地铁冻结法止水帷幕施工技术", 《内江科技》 * |
Cited By (14)
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|---|---|---|---|---|
| CN106401618A (en) * | 2016-09-30 | 2017-02-15 | 北京城建集团有限责任公司 | Basin-shaped freezing water-stop system for water-enriched sandy gravel stratum deep-buried metro station |
| CN106430071A (en) * | 2016-10-28 | 2017-02-22 | 东莞市友鑫石化工程技术有限公司 | Mounting method for non-pipe dismounting installation of pollution prevention environment-friendly box |
| CN106759375A (en) * | 2016-11-29 | 2017-05-31 | 常熟理工学院 | A kind of high water level soft soil foundation pit freezes soil nail wall supporting structure system and construction method |
| CN106638732A (en) * | 2017-01-11 | 2017-05-10 | 中铁第四勘察设计院集团有限公司 | Underground foundation pile pipe-roof support structure and construction method thereof |
| CN108286432A (en) * | 2017-12-07 | 2018-07-17 | 中国矿业大学 | A kind of salt water conduit tube automatic air eliminator |
| CN108286432B (en) * | 2017-12-07 | 2019-07-26 | 中国矿业大学 | A kind of salt water conduit tube automatic air eliminator |
| CN110630286A (en) * | 2019-10-21 | 2019-12-31 | 中国铁路设计集团有限公司 | Weak stratum tunnel settlement control structure and construction method |
| CN110735439A (en) * | 2019-10-28 | 2020-01-31 | 中煤科工集团重庆研究院有限公司 | vertical hole tree-shaped freezing wall freezing method |
| CN111535814A (en) * | 2020-05-07 | 2020-08-14 | 中国建筑第二工程局有限公司 | Precise stratum freezer and operation method thereof |
| CN111535814B (en) * | 2020-05-07 | 2022-08-19 | 中国建筑第二工程局有限公司 | Precise stratum freezer and operation method thereof |
| CN113152425A (en) * | 2021-03-09 | 2021-07-23 | 石家庄铁道大学 | Combined freezing and reinforcing method for non-drainage excavation of large foundation pit |
| CN113089680A (en) * | 2021-04-16 | 2021-07-09 | 中国矿业大学 | Method for realizing excavation-following and supporting partitioned excavation of foundation pit by utilizing artificial freezing method |
| CN113089680B (en) * | 2021-04-16 | 2022-02-11 | 中国矿业大学 | Method for realizing excavation-following and supporting partitioned excavation of foundation pit by utilizing artificial freezing method |
| CN115262603A (en) * | 2022-05-24 | 2022-11-01 | 北京城建道桥建设集团有限公司 | Urban underground construction freezing and water-resisting method without influence on earth surface |
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