CN108035335A - A kind of construction freezing method well shaft type underground parking garage method - Google Patents
A kind of construction freezing method well shaft type underground parking garage method Download PDFInfo
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- CN108035335A CN108035335A CN201711370230.7A CN201711370230A CN108035335A CN 108035335 A CN108035335 A CN 108035335A CN 201711370230 A CN201711370230 A CN 201711370230A CN 108035335 A CN108035335 A CN 108035335A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
- E02D3/115—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means by freezing
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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Abstract
The invention discloses a kind of construction method of construction freezing method well shaft type underground garage, construction freezing method, driving and masonry construction and filling and injecting slurry and thaw settlement grouting are utilized successively, a circular pit shaft is built in underground, the Elevator intelligence tower-type space garage system of current domestic and international application is installed in pit shaft and is run.Before pit shaft of constructing, the method manually freezed freezes pit shaft surrounding aqueous stratum, and being formed has interim carrying and impermeable role and meet the frost wall of engineering construction safety needs, the then progress self well digging operation under the protection of frost wall；The frost wall is cooperated by inner ring freezing hole, outer ring freezing hole, is complementary to one another and is formed；First construct at the top of pit shaft cap beam；The construction of pit shaft outer wall excavation and lining, pit shaft bottom slab concreting concrete, shaft in wall construction are then carried out successively；Filling and injecting slurry and stratum thaw collapse compensation and grouting after lining cutting are carried out after stopping pit shaft freezing.
Description
Technical field
It is specifically a kind of construction freezing method well shaft type the present invention relates to well shaft type underground parking garage technical field of construction
Lower garage parking method.
Background technology
At present, at the domestic well shaft type underground garage 1 for having built up and having run, in the well shaft type underground garage 3~4 built
Place, there are multiple cities such as Harbin, Beijing, Tianjin, Guangzhou in the city of proposed well shaft type underground garage.It is built or in the well built
Barrel type underground garage, is constructed using drop shaft sinking or underground diaphragm wall method, construction freezing method precedent is there is no, using construction freezing method
With certain application and popularization value.
Artificial stratum freezing process is not only suitable for the water-bearing stratum of loose unstable alluvium and cranny development, is also applied for
Mud, soft mud stone and the extra high stratum of saturated aqueous and head, its major function are water shutoff with increasing holding for stratum
Carry power.
Freezing process is the method manually freezed before underground structure of constructing, to structures surrounding aqueous stratum into
Row freezes, and being formed has interim carrying and impermeable role and meet the frost wall of engineering construction safety needs, then in frost wall
Protection under carry out structures pick build operation a kind of construction method.It is controllable with technically reliable, technical maturity, construction
Feature, is now widely used in the engineerings such as subway, deep basal pit, mine construction.
Construction freezing method technique.Before Shaft Excavation, from ground along in the concentric circumferences of its peripheral certain distance by equidistant
Construction freezing hole, bottom hole go deep into impermeable stratum downwards, then the sinking freezing pipe into each freezing hole, and freezing pipe is using seamless
Steel pipe manufacturing, its lower end closed；Refrigeration plant is installed on ground, using freon refrigerant, refrigerant agent calcium chloride solution is cooled down
To -22 DEG C~-30 DEG C, brine is then sent into by freezing pipe using circulating pump and the polyethylene liquid supply pipe being inserted to inside freezing pipe.
Through hypothermic saline continuously for a long time outside suction pipe stratum heat, freeze surrounding formation.After brine draws the heat on stratum
Temperature rise, return to refrigeration plant through brine circuit tubes, with refrigerant contact and cool down again.Originally it was the refrigerant of liquid,
After the heat that brine is absorbed when being evaporated under conditions of decompression, compressed and condensation makes its liquefaction, continuous kind of refrigeration cycle again.Every
The frozen soil cylinder formed around one freezing pipe, these cylinders mutually connect into Frozen Soil Cylinder wall that is closely knit and closing, can hold
By water, soil pressure and underground water is obstructed, stratum is excavated under its protection and builds lining cutting.
Artificial Frozen Soil fine frozen salt crust water circulation system is shown in Fig. 1.Brine circulation system flow：Liquid system in refrigeration plant
Cryogen vaporizes in evaporator 1, absorbs the heat of saline solution in brine tank 2, and the hypothermic saline after being cooled is carried out by 3
Brine recycling, the brine that brine pump 3 is discharged enter brine distributing ring 4, and brine distributing ring 4 is 5 feed flow of freezing pipe, and hypothermic saline connects for a long time
The heat of 5 peripheral stratums is drawn continuously, freezes pit shaft surrounding formation, and the brine looped back enters back into refrigeration through brine collecting ring 6
1 in equipment is cooled down, so constantly circulation.
During using construction freezing method, should according to formation properties, stratum buried depth, pit shaft feature, driving and masonry construction progress,
Intensity that frozen soil wall needs etc., determines thickness, the freezing hole arrangement of frozen soil wall, reasonably selects freezing equipment, implements frozen soil
Wall prediction regulatory mechanism.Thaw collapse characteristic when frost heave when studying Freezing stratum as rapid at the same time and defrosting, formulate assay method and
Countermeasure.
Ordinary sinking drum method feature：1) it is suitable for the shallower structures of topsoil, submergence depth is restricted.Topsoil depth
Within 30m and hydraulic pressure it is little under conditions of it is more satisfactory.2) there must be stable rock stratum in open caisson bottom, otherwise can not seal
Close cutting shoe.3) soil layer that open caisson is passed through is free of big gravel, if in cobble construction the borehole wall run into big gravel easily block the borehole wall and
Slow down sinking or stop sinking.4) pit shaft can produce larger inclination because of many reasons during open caisson construction, and borehole wall stress is not
Crack phenomenon uniformly is also easy to produce, if can influence to use for lifting.
Underground diaphragm wall method feature：1) (such as very soft muck soil, containing erratic boulder under some special geological conditions
Alluvium and superhard rock etc.), difficulty of construction is very big.2) if construction method is improper or construction geology condition is special, Ke Nengyin
Adjacent wall section cannot be closed and cause leak.3) diaphram wall is used as interim soil-baffling structure, than used in other methods
Expense be high.
The content of the invention
This patent provides a kind of method of construction freezing method well shaft type underground garage, utilizes freezing process and the ore deposit of modernization
Mountain well construction technology (pick block method, grouting behind shaft or drift lining method), a circular pit shaft is built in underground, and current domestic and international application is extensive
Elevator intelligence tower-type space garage system be installed on pit shaft in operation.
The present invention is realized with following technical solution：A kind of construction freezing method well shaft type underground parking garage method, successively
Using construction freezing method, driving and masonry construction and filling and injecting slurry and thaw settlement grouting, a circular pit shaft is built in underground, by current state
It is specific as follows that the Elevator intelligence tower-type space garage system of inside and outside application is installed on operation, shaft construction in pit shaft：
1) construction freezing method：Before pit shaft of constructing, the method manually freezed, carries out pit shaft surrounding aqueous stratum
Freeze, being formed has interim carrying and impermeable role and meet the frost wall of engineering construction safety needs, then in frost wall
Protection is lower to carry out self well digging operation；The frost wall is cooperated by inner ring freezing hole, outer ring freezing hole, is complementary to one another shape
Into；
2) operation is built in pick：First construct at the top of pit shaft cap beam；Then carry out the construction of pit shaft outer wall excavation and lining successively, pit shaft bottom plate pours
Build concrete, shaft in wall construction；
3) filling and injecting slurry and thaw settlement grouting：Filling and injecting slurry and stratum thaw collapse compensation note after lining cutting are carried out after stopping pit shaft freezing
Slurry.
Preferably, the 3~4m of Frozen wall thickness, inner ring freezing hole pass through Shaft Excavation as freezing hole, depth is strengthened
3~5m of depth；In the bottomed basement rock good in fluid-tight argillic horizon or water shutoff of outer ring freezing hole, if alluvium is deeper, outer ring
Freeze 2 times that hole depth is Shaft Excavation depth and bottomed in fluid-tight argillic horizon, if stratum top is table soil, lower part is
During basement rock, outer ring freezes hole depth and gos deep into waterproof more than basement rock 10m and exceed more than Shaft Excavation depth 7m.
Preferably, inner ring freezing hole arrangement is enclosed to the waste footpath of pick block and controlled in 1.0m or so, and freezing hole perforate spacing is 1.2
~1.3m；Outer ring freezing hole perforate spacing is in 1.4~1.5m.
Preferably, cap beam is constructed：Freeze after meeting excavation condition, cap beam is excavated to be carried out using island method, first excavates periphery
The earthwork in symmetrical 2 regions, and clear out bored concrete pile, then carries out reinforcing bar binding, formwork erection cast concrete, pre- on cap beam terrace
" ┐ " steel bar is stayed, cap beam is poured with pit shaft outer wall and is integrated；
Pit shaft outer wall excavation and lining is constructed：Pit shaft outer wall excavation and lining pours the form of construction work of concrete using layered and blocked excavation, subregion；
Pit shaft bottom slab concreting concrete：Pit shaft outer wall excavation and lining on earth after, carry out bottom plate shop fixtures reinforced concrete；
Shaft in wall is constructed：Shaft in wall is using the jacket wall construction from bottom to top of metal assembled template.
Preferably, filling and injecting slurry after lining cutting：Stopping carries out filling and injecting slurry after lining cutting after freezing in 3~7 days, utilization is pre-buried
Grouting Pipe, lining concrete intensity is to more than the 60% of design strength during slip casting, using 0.8：1~1：1 single liquid cement mortar, note
Clear water should be first noted before entering cement mortar, whether lining cutting post gap is unimpeded between checking each injected hole, and slip casting is by order from bottom to top
Carry out, can stop next layer of slip casting after last layer injected hole continuously returns slurry, until note terminates to pit shaft top；
Stratum thaw collapse compensation and grouting：Thaw settlement grouting is carried out by the way of naturally to thaw, filling and injecting slurry terminates, when in one day
Upper wellbore surface subsidence is more than 0.5mm, or when upper wellbore ground adds up sedimentation and is more than 3mm, should carry out thaw collapse compensation and note
Slurry；When upper wellbore land upheaval 3mm should suspend slip casting.
Preferably, the uniformly distributed thermometer hole on pit shaft four direction, every 10m in longitudinal direction or so arranges a biography inside thermometer hole
Sensor；1 hydrology hole is at least designed in pit shaft.
Preferably, during construction freezing method, implementing freezing hole monitoring, freezing system monitoring and surrounding enviroment influences
Monitoring,
Freezing hole monitoring includes the monitoring of freezing hole position of opening, pore-forming deflection monitors, freezing hole pressure test is monitored, freezed
Hole length and liquid supply pipe decentralization length monitoring；
Freezing system monitoring includes removing circuit brine temp monitoring, the monitoring of frigo brine temp, frigo brine flow
Detection, thermometer hole temperature monitoring, brine tank liquid level monitoring；
Surrounding enviroment, which influence monitoring, includes earth's surface frozen swell and melt settlement deformation monitoring, deep soil vertical displacement monitoring.
Compared with existing drop shaft sinking, underground diaphragm wall method, it is an advantage of the invention that：
1st, construction depth is unrestricted, adapts to wide, is not only suitable for containing for loose unstable alluvium and cranny development
Water rock stratum, is also applied for mud, quicksand, soft mud stone and the extra high stratum of saturated aqueous and head.
2nd, security reliability is good, can effectively completely cut off underground water, and pit shaft borehole wall construction quality is high.
3rd, using less, the opposite underground diaphragm wall method of useless slurry processing is easily processed drilling construction mud.
4th, constructing, controllability is preferable, and Frozen wall thickness and intensity can be controlled effectively.
5th, the construction period is secure.
6th, frost wall intensity is high.Frost wall intensity plays the role of structural support wall much larger than native intensity is melted.
7th, pollution is small.It is pollution-free to stratum, belong to " green " construction method.
Brief description of the drawings
Fig. 1 is Artificial Frozen Soil fine frozen salt crust water circulation system figure；
Fig. 2 is drilling plane arrangement schematic diagram；
Fig. 3 is borehole sections arrangement schematic diagram；
Fig. 4 is Shaft Excavation equipment plan-position figure；
Fig. 5 is excavation of foundation pit precedence diagram；
Fig. 6 is that layer subregion just serves as a contrast pick block process flow chart；
1st, evaporator, 2, brine tank, 3, brine pump, 4, brine distributing ring, 5, freezing pipe, 6, brine collecting ring, 7, shaft in wall, 8,
Pit shaft outer wall, 9, inner ring freezing hole, 10, outer ring freezing hole, 11, thermometer hole, 12, hydrology hole, 13, pit shaft bottom plate.
Specific implementation method
A kind of method of construction freezing method well shaft type underground garage, utilizes freezing process and the mine well construction technology of modernization
(pick block method, grouting behind shaft or drift lining method), a circular pit shaft is built in underground, by the extensive Elevator intelligence of current domestic and international application
The operation in pit shaft of tower-type space garage system can be changed.
It is deep with garage Shaft wall design reinforced concrete structure (outer wall 500mm, inner wall 600mm), 17~20m of diameter of movement
50~80m, per floor height 1.8m, exemplified by wellbore bottom is using armored concrete closing, its work progress is specific as follows.
First, construction freezing method
Freezing hole arrangement is shown in Fig. 2, Fig. 3.Design arrangement two encloses the integrated construction scheme that freezing hole operates jointly.Two circles freeze
Knot hole cooperates, is complementary to one another, and forms high intensity, the frost wall group of high solidity.Outer ring freezing hole 10 freezes as master
Hole, can prevent pucking, gushing water during Shaft Excavation, gush phenomena such as sand and occur；Inner ring freezing hole 9 is as auxiliary freezing hole, it is ensured that
Excavation section alluvium Frozen wall thickness and intensity, improve the stability of frost wall, prevent wall caving.The program can ensure pre-
The Frozen wall thickness of formation, intensity meet design requirement in the fixed time, it is ensured that pit shaft safe and continuous is constructed.
1st, the depth of freezing is definite
Inner ring freezing hole passes through 3~5m of Shaft Excavation depth as freezing hole, depth is strengthened.
Outer ring freezing hole is bottomed in fluid-tight argillic horizon (or water shutoff good basement rock).Pass through overall stability, well
Bottom bottom soil body resistance to chloride ion, anti-pressure-bearing water stability, impervious stream or anti-piping stability, stability against overturning etc. are tested
Calculate, finally definite outer ring freezing pipe depth.If alluvium is deeper, the outer ring depth of freezing be generally 2 times of Shaft Excavation depth and
It is bottomed in fluid-tight argillic horizon；If stratum top is table soil, when lower part is basement rock, the outer ring depth of freezing is generally goed deep into impermeable
Water base more than rock 10m and exceed more than Shaft Excavation depth 7m.
2nd, frost wall design basic parameter
1) freezing period, brine minimum temperature took -28~-30 DEG C；
2) frost wall mean temperature takes T=-10 DEG C；
3) the frozen soil creep rupture strength of sandy soil layer：In the case where lacking frozen soil creep rupture test data, its intensity
(K1) tried to achieve by instantaneous compressive ultimate strength (σ c) divided by safety coefficient (m0).Instantaneous compressive ultimate strength reference《Simplicity is built
Well engineering manual》, during -10 DEG C of frost wall mean temperature, layer of sand：13.8MPa；Sand：12.5MPa；Clay：5.4MPa.Safety
Coefficient, sandy soil layer m0 take 2.0~2.2, and viscous soil horizon takes 2.3~2.5.
4) calculating on stratum is controlled according to the 4th system value is pressed.
3rd, Frozen wall thickness designs
It is theoretical (wall thickness/inside radius >=0.1) according to thick cylinder, sandy soil layer frost wall is regarded as the elastic thick-wall of endless
Cylinder.Wheat formula is drawn to calculate Frozen wall thickness using endless thick cylinder elastic theory.The Frozen wall thickness needed is generally 3.0
~4.0m.
4th, safe height of excavation section is checked
For the sake of construction safety, treat lower wellbore key-course position as clay soil layer, arranged by the sub- love-bundle of dimension
Thatch base has the stability that limit for length's plasticity thick cylinder formula calculates frost wall.Safe height of excavation section is located at 3.68~4.56m models
Enclose, so height of excavation section control is safe within 3.0m.
5th, drill layout design
Drilling layout design takes into full account Frozen wall thickness, outside frost wall state of development and hole diameter needed for control stratum
To factors such as bias.
Possesses the freeze-off time of excavation condition according to frozen soil development speed and with reference to pit shaft, inner ring hole arrangement circle to pick is built waste
Footpath is preferably controlled in 1.0m or so.Freezing hole perforate spacing is in 1.2~1.3m；Outer ring freezing hole perforate spacing is in 1.4~1.5m.
In order to accurately grasp freezing wall temperature field development and change situation, strengthen information-aided construction, on pit shaft four direction
Uniformly distributed thermometer hole 11, every 10m in longitudinal direction or so arranges a sensor inside thermometer hole.
In order to accurately report Quaternary Strata closure of freezing wall situation, 1 hydrology hole 12 is at least designed.
6th, Shaft Excavation condition
1) the regular rising of hydrology hole water level, and water level rises stabilization, or water level overflows the mouth of pipe and spilling water amount meets frost heave
Water release rule；
2) according to thermometric analysis, pit shaft superficial part not wall caving, and the Frozen wall thickness of different depth, different soil and
Intensity should meet design code, while should meet continuous driving and masonry construction requirement.
7th, construction monitoring
1) freezing hole monitors
To ensure freezing hole construction quality, freezing hole construction detection, including freezing hole position of opening should be carried out during drilling
Monitoring, the monitoring of pore-forming deflection, freezing hole pressure test monitor, freeze hole length and liquid supply pipe decentralization length monitoring.
2) freezing system monitors
To ensure that refrigeration freezes period freezing efficiency, it should carry out and detect：Remove circuit brine temp monitoring, frigo
Brine temp monitoring, the detection of frigo brine flow, thermometer hole temperature monitoring, brine tank liquid level monitoring etc..
3) surrounding enviroment influence monitoring
To protect surrounding enviroment and below ground pipeline, in thaw settlement grouting process of the consolidation by freezing work progress with after
In, following monitoring should be carried out：Earth's surface frozen swell and melt settlement deformation monitoring, deep soil vertical displacement monitoring.
Monitoring frequency and plan：March into the arena within 5 days before construction and lay monitoring point, 3 days original values for measuring each monitoring point before construction,
1 day before the construction initial data for submitting every monitoring.During drilling 1 time a day；Every 3 days 1 time during consolidation by freezing；The excavation phase
Between 2 times a day；Can suitably it be adjusted according to monitoring data situation of change during thaw settlement grouting, tracking and monitoring is tied after stratum is stablized
Beam monitors.Formally start to monitor during freezing hole construction, stop monitoring during every sedimentation value stabilization after thaw settlement grouting.
2nd, Construction Scheme of Bored Pile
For fixed pit shaft outer wall template, the leading construction drill bored concrete pile before freezing hole construction.Cast-in-situ bored pile inward flange
Built positioned at pick at waste footpath, stake footpath 400mm, stake is long to be determined according to table soil depth, and every piece of template is fixed using 2 bored concrete piles, is bored
Hole pouring pile, slurry processes borehole cleaning, drilling machine or grouting are changed using widely different rotatable drilling machine Drilling by inverse circulation, premium mud retaining wall, premium mud
Tower places steel reinforcement cage, grouting tower, the construction method of conduit subaqueous concreting pile.
3rd, driving and masonry construction
1st, sequence of construction
To prevent pit shaft outer wall from sinking, cap beam of first constructing at the top of pit shaft；The construction of pit shaft outer wall excavation and lining, well are then carried out successively
Tube end plate pours concrete, shaft in wall construction.
2nd, cap beam is constructed
Freeze after meeting excavation condition, the cap beam earthwork is symmetrically excavated using 2 backacters.
Quantities 3m, cap beam+1.0m suitable for reading (relative elevation) position, lower mouth absolute altitude -2.0m (relative elevation), cap beam is wide
Spend 0.8m.The priority that each area is excavated is determined according to the sequence of construction that this section high outer wall is segmented.Excavate and carried out using island method, first
The earthwork in periphery 6.18m × 4m × 3m (length × width × height) symmetrical 2 regions is excavated, and clears out bored concrete pile, then carries out reinforcing bar
Binding, formwork erection cast concrete." ┐ " steel bar is reserved on cap beam terrace, cap beam is poured with pit shaft outer wall and is integrated.Every piece
Template is using arc length 7.18m, the entire metal model board of height 3m.During each region construction, the fixation of metal form uses φ
Anchor pole strong 25mm etc. is connected fixed form with bored concrete pile rod-pulling type.Commerical ready-mixed concrete is pumped into mould by concrete conveyance, uses
Vibrating head layering is vibrated.
3rd, 8 driving and masonry construction of pit shaft outer wall
1) arrangement and method for construction
Pit shaft outer wall excavation and lining pours the form of construction work of concrete using layered and blocked excavation, subregion.Symmetric partitioning carries out the soil body and opens
Concrete is dug and poured, is divided into 12 regions, each high 3m of region subdivision excavation section.During each region construction, metal form is consolidated
Surely fixed form is connected with bored concrete pile rod-pulling type using strong anchor poles such as φ 25mm.Each area uniformly sets 6 fixing points.Then
Casting concrete.
2) Shaft Excavation
During Shaft Excavation, using base pit dewatering measure, Free water bit line as low as excavation of foundation pit face in the hole after precipitation
2m, keeps excavating environment relatively dry in every layer of foundation pit.
Lifting selects 2 lifting capacities to match somebody with somebody 10m for 100T crawler cranes3Aggregate bin vertically goes out fortune machinery as the earthwork.Foundation pit is opened
During digging, control track edges are not less than 5m away from excavation of foundation pit edge.In addition, away from arrangement 1 at margin of foundation pit 10m around foundation pit
Platform QTZ40 tower cranes are transferred as the auxiliary materials such as reinforcing bar, template, small machine.Fig. 4 is seen in Shaft Excavation equipment plan-position.
2 R170LC-5 (dipper capacity 0.65m3) excavators are selected, in the middle part of 2 10m3 aggregate bins dress soil and foundation pit
To grabbing native Areatransfer.1 R80-7 (dipper capacity 0.28m3) excavator is used as brushing, levelling.
When the construction of foundation pit cap beam finishes concrete and reaches 70% design strength, start to excavate in central island the earthwork and carry out the
Two construction in layer, so circulation are until base plate of foundation pit, foundation pit are excavated by stairstepping from top to bottom.Excavation of foundation pit order is shown in Fig. 5.
Layer subregion just serves as a contrast pick and builds technological process such as Fig. 6.
Shaft Excavation is carried out in strict accordance with design layering and zoning, each construction in layer thickness 3m, per subregion on layer plane into
Row excavates, and earth excavation is symmetrically excavated using excavator.Shaft Excavation uses island method, and slope is excavated, so that central region
The earthwork plays temporary ballast, ensures shaft lining structure stress safety.
The earthwork in the middle part of pit shaft is excavated first, and when the earthwork is dug to plane on this section of height in the middle part of pit shaft, excacation is transferred to this
Subregion symmetrically excavates in section high scope.One pick builds after section soil layer has been dug substantially and carries out brushing.Frozen soil part, which uses, manually matches somebody with somebody
Close pneumatic pick and excavate frozen soil, and be trimmed to design excavation line, hole, and levelling bottom are gone out to lifting hopper handling using excavator dress soil
Portion's working face.
3) muscle, formwork erection are pricked
After sideline, spirit level Leveling and centering, cutting shoe in place, reinforcing bar binding, formwork erection are carried out.Various reinforcing bars are used first
Tower crane transfers to foundation pit domestic demand place successively, and construction personnel is by design and the stringent assembling reinforcement of code requirement.Vertical bars are using straight
It is threadedly coupled, ring muscle is connected using overlap joint.
A set of template is equipped with per area, template divides into overall cutting shoe, and cutting shoe sets 30 ° of slopes, sets cutting shoe to be conducive to mould
Plate formwork erection, pour concrete, bar splicing, template connect the processing of stubble.Template and cutting shoe formwork erection are carried out using subregion, after concrete final set,
Carry out form removal；Other regions are then moved to, repeats formwork erection and pours concrete.Reciprocation cycle, until construction terminates.
First levelling formwork erection working face, controls erroneous construction before formwork erection, first levelling to construction cutting shoe.Utilize tower crane, crawler belt
Template and cutting shoe are lifted, is measured using sideline, Control architecture size and fixation.Template and cutting shoe are using φ 25mm etc. strong
Anchor pole is connected fixed form with bored concrete pile rod-pulling type, and every section of height sets upper, middle and lower-ranking pull rod, and each area uniformly sets 6 fixations
Point.
4) concrete is poured
Foundation pit 12 excavates regions and uniformly sets a sliding cement pipe, and sliding cement pipe uses φ 159 × 6mm seamless steel pipes, slips for every time
Ash pipe installs an isolation-proof device per 2m.Sliding cement pipe hanging is fixed on foundation pit outer wall concrete.
Concrete is provided by business's concrete station, and concrete is transferred using chute, through 159 × 6mm of φ sliding cement pipes, buffer unit, passes through 8
Inch wire spring glue hose enters mould.Before pouring, the bend pipe that wire spring glue hose must connect on batch window with template docks.
Template carries operation scaffold and upset squash type and is closed stubble window by ash, ensures that conjunction stubble is tightly smooth, concrete enters mould will
Symmetrically, uniformly, laminated pouring layering vibrate.Enter mould concrete shocked using plug-in type electric vibrator rod it is closely knit, to ensure that lining cutting is applied
Working medium amount.
4th, 7 arrangement and method for construction of shaft in wall
1) arrangement and method for construction
Pit shaft outer wall excavation and lining on earth after, carry out 13 shop fixtures reinforced concrete of pit shaft bottom plate, then carry out inner wall construction.Inner wall is adopted
With 1.2m metal assembled templates, walling crib backboard mode, walling crib using [20 channel steels are processed, punching block specification 1200mm ×
1000mm.Commerical ready-mixed concrete enters mould through sliding cement pipe.With concreting at the same time, whole working face sets up scaffold from bottom to top
As job platform.
2) inner wall builds wall
Pit shaft underplate concrete sets steel plate for sealing water with internal-wall concrete, it is ensured that foundation pit water resistance, ensures that pit shaft is closed
Property.
After the completion of pit shaft bottom plate shop fixtures, δ 3mm thickness PVC splash guards are laid with advance, bind outer reinforcement, vertical bars from bottom to top
Straight screw connection is used, ring muscle is connected using bar splicing；Reinforcing bar binding should first bind vertical bars and bind ring muscle again；Prick afterwards
Internal layer reinforcing bar.Reinforcing bar binding should it is smooth vertical and horizontal, be uniformly distributed.Muscle certain altitude assembling metal assembled template is pricked, correction, is poured
Concrete is noted, continues up bundle muscle, is corrected in first the second mould of mould over-assemble template, pour concrete, and so on.Using scaffold plus
Gu assembled template.Using sliding cement pipe blanking, laminated pouring, layering shock, and pour into a mould height 300mm or so every time, enter mould concrete and adopt
Shocked with plug-in type electric vibrator rod closely knit.
The characteristics of inner wall construction：Continuously build concrete by laying bricks or stones from bottom to top, realize no construction joint, be conducive to improve the water-resisting property of inner wall
Energy.To ensure inner wall concrete quality, when set builds inner wall, it is necessary to strictly control concrete ratio, the slump and molding temperature.If go out
Now during unexpected shut-down, construction joint should be handled well by job specfication requirement；Watering maintenance is carried out in time, prevents temperature stress from causing
Borehole wall seminess.
4th, filling and injecting slurry and thaw settlement grouting
1) filling and injecting slurry after lining cutting；
Stopping carries out filling and injecting slurry after lining cutting after freezing in 3~7 days.Using built-in slip casting pipe, lining concrete during slip casting
Intensity preferably reaches more than the 60% of design strength.Using 0.8：1~1：1 single liquid cement mortar.Should first it be noted before injection cement mortar clear
Water, whether lining cutting post gap is unimpeded between checking each injected hole.The order that slip casting preferably presses from bottom to top carries out, when last layer is noted
Slurry hole can stop next layer of slip casting after continuously returning slurry, until note terminates to pit shaft top.
2) stratum thaw collapse compensation and grouting
Thaw settlement grouting pipe should be pre-buried when shaft structure is constructed.The pre-buried depth of Grouting Pipe should penetrate preliminary bracing layer, cloth hole
Density is 2~4m2/.
After filling and injecting slurry, situation is monitored according to stratum and carries out frost wall thaw collapse compensation and grouting.Thaw collapse compensation and grouting leads to
Pre-buried Grouting Pipe, the vertical injected hole in ground and freezing pipe is crossed to carry out.This construction method is melted by the way of naturally to thaw
Heavy slip casting.
Control surface subsidence deformation is the purpose of slip casting.Therefore, during thawing, land subsidence monitoring, frozen soil are strengthened
Water And Earth Pressures monitor after temperature monitoring, frost wall.In addition, during mortar depositing construction, the pressure of slurries can be by adjacent note
Pressure gauge is installed to reflect in slurry hole.Above comprehensive monitoring data are the foundations of grouting parameter adjustment.
Filling and injecting slurry terminates, and when upper wellbore surface subsidence is more than 0.5mm in one day, or upper wellbore ground adds up to settle
During more than 3mm, thaw collapse compensation and grouting should be carried out；When upper wellbore land upheaval 3mm should suspend slip casting.Specifically will be according to ground
Deformation monitoring situation makes the appropriate adjustments.
The end of thaw settlement grouting is using surface subsidence stabilization as foundation.If frost wall all melts, and not slip casting
In the case of survey stratum settlement, continue to be not more than 0.5mm per first quarter moon in one month, thaw collapse compensation and grouting can be stopped.
Claims (7)
- A kind of 1. construction freezing method well shaft type underground parking garage method, it is characterised in that：Applied successively using construction freezing method, pick block Work and filling and injecting slurry and thaw settlement grouting, a circular pit shaft is built in underground, and the Elevator of current domestic and international application is intelligent It is specific as follows that tower-type space garage system is installed on operation, shaft construction in pit shaft：1) construction freezing method：Before pit shaft of constructing, the method manually freezed freezes pit shaft surrounding aqueous stratum, Being formed has interim carrying and impermeable role and meets the frost wall of engineering construction safety needs, then under the protection of frost wall Carry out self well digging operation；The frost wall is cooperated by inner ring freezing hole, outer ring freezing hole, is complementary to one another and is formed；2) operation is built in pick：First construct at the top of pit shaft cap beam；The construction of pit shaft outer wall excavation and lining, pit shaft bottom slab concreting are then carried out successively Concrete, shaft in wall construction；3) filling and injecting slurry and thaw settlement grouting：Filling and injecting slurry and stratum thaw collapse compensation and grouting after lining cutting are carried out after stopping pit shaft freezing.
- A kind of 2. construction freezing method well shaft type underground parking garage method according to claim 1, it is characterised in that：The jelly 3~4m of wall thickness is tied, inner ring freezing hole passes through 3~5m of Shaft Excavation depth as freezing hole, depth is strengthened；Outer ring freezing hole falls Bottom is in the good basement rock of fluid-tight argillic horizon or water shutoff, if alluvium is deeper, it is deep for Shaft Excavation that hole depth is freezed in outer ring 2 times of degree and bottomed in fluid-tight argillic horizon, if stratum top is table soil, when lower part be basement rock, it is deep that hole depth is freezed in outer ring Enter waterproof more than basement rock 10m and exceed more than Shaft Excavation depth 7m.
- A kind of 3. construction freezing method well shaft type underground parking garage method according to claim 1, it is characterised in that：Inner ring freezes Knot hole arrangement is enclosed to the waste footpath of pick block and controlled in 1.0m or so, and freezing hole perforate spacing is in 1.2~1.3m；Between the freezing hole perforate of outer ring Away from 1.4~1.5m.
- A kind of 4. construction freezing method well shaft type underground parking garage method according to claim 1, it is characterised in that：Cap beam is constructed：Freeze after meeting excavation condition, cap beam is excavated to be carried out using island method, first excavates symmetrical 2 regions in periphery The interior earthwork, and bored concrete pile is cleared out, reinforcing bar binding, formwork erection cast concrete are then carried out, is reserved on cap beam terraceShaped steel Muscle, cap beam is poured with pit shaft outer wall and is integrated；Pit shaft outer wall excavation and lining is constructed：Pit shaft outer wall excavation and lining pours the form of construction work of concrete using layered and blocked excavation, subregion；Pit shaft bottom slab concreting concrete：Pit shaft outer wall excavation and lining on earth after, carry out bottom plate shop fixtures reinforced concreteShaft in wall is constructed：Shaft in wall is using the jacket wall construction from bottom to top of metal assembled template.
- A kind of 5. construction freezing method well shaft type underground parking garage method according to claim 1, it is characterised in that：Filling and injecting slurry after lining cutting：Stopping carries out filling and injecting slurry after lining cutting in 3~7 days after freezing, using built-in slip casting pipe, during slip casting Lining concrete intensity is to more than the 60% of design strength, using 0.8：1~1：1 single liquid cement mortar, is answered first before injecting cement mortar Clear water is noted, whether lining cutting post gap is unimpeded between checking each injected hole, and slip casting is carried out by order from bottom to top, when last layer is noted Slurry hole can stop next layer of slip casting after continuously returning slurry, until note terminates to pit shaft top；Stratum thaw collapse compensation and grouting：Thaw settlement grouting is carried out by the way of naturally to thaw, filling and injecting slurry terminates, when pit shaft in one day Upper base sedimentation is more than 0.5mm, or upper wellbore ground adds up to settle when being more than 3mm, should carry out thaw collapse compensation and grouting；Work as well Cylinder upper base protuberance 3mm should suspend slip casting.
- A kind of 6. construction freezing method well shaft type underground parking garage method according to claim 1, it is characterised in that：In pit shaft Uniformly distributed thermometer hole on four direction, every 10m in longitudinal direction or so arranges a sensor inside thermometer hole；1 is at least designed in pit shaft A hydrology hole.
- A kind of 7. construction freezing method well shaft type underground parking garage method according to claim 1, it is characterised in that：Freezing In method work progress, implementing freezing hole monitoring, freezing system monitoring and surrounding enviroment influences monitoring,Freezing hole monitoring includes the monitoring of freezing hole position of opening, the monitoring of pore-forming deflection, freezing hole pressure test monitoring, freezing hole length Degree and liquid supply pipe decentralization length monitoring；Freezing system monitoring is including going circuit brine temp to monitor, frigo brine temp monitors, frigo brine flow detects, Thermometer hole temperature monitoring, brine tank liquid level monitoring；Surrounding enviroment, which influence monitoring, includes earth's surface frozen swell and melt settlement deformation monitoring, deep soil vertical displacement monitoring.
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| CN108678750A (en) * | 2018-07-19 | 2018-10-19 | 淮矿西部煤矿投资管理有限公司 | A kind of headframe pile foundation and freezing drill bore parallel construction system and parallel construction method |
| CN108843325A (en) * | 2018-07-19 | 2018-11-20 | 淮矿西部煤矿投资管理有限公司 | Cross parallel construction system and method are built in vertical headframe, pit shaft freezing, pick |
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| CN109441453A (en) * | 2018-11-28 | 2019-03-08 | 中煤邯郸特殊凿井有限公司 | Partial freezing's construction method in inclines |
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| CN108643625A (en) * | 2018-05-28 | 2018-10-12 | 山东科技大学 | The building structure of vertical circulation class underground parking garage and its construction method in urban district |
| CN108643625B (en) * | 2018-05-28 | 2020-02-28 | 山东科技大学 | Urban vertical circulation type underground parking garage building structure and construction method thereof |
| CN108678750A (en) * | 2018-07-19 | 2018-10-19 | 淮矿西部煤矿投资管理有限公司 | A kind of headframe pile foundation and freezing drill bore parallel construction system and parallel construction method |
| CN108843325A (en) * | 2018-07-19 | 2018-11-20 | 淮矿西部煤矿投资管理有限公司 | Cross parallel construction system and method are built in vertical headframe, pit shaft freezing, pick |
| CN108952728A (en) * | 2018-07-19 | 2018-12-07 | 淮矿西部煤矿投资管理有限公司 | A kind of headframe main body construction and self well digging freeze parallel construction system and method |
| CN108952728B (en) * | 2018-07-19 | 2019-06-25 | 淮矿西部煤矿投资管理有限公司 | A kind of headframe main body construction and self well digging freeze parallel construction system and method |
| AU2019376347B2 (en) * | 2018-11-06 | 2022-03-24 | China University Of Mining And Technology | A method for coal mining based on frozen aquifer for underground longwall face under water-conservation condition |
| CN109441453A (en) * | 2018-11-28 | 2019-03-08 | 中煤邯郸特殊凿井有限公司 | Partial freezing's construction method in inclines |
| CN111472343A (en) * | 2020-03-19 | 2020-07-31 | 中国矿业大学 | Bidirectional reinforced freezing device and working method |
| CN111535769A (en) * | 2020-05-08 | 2020-08-14 | 中国石油大学(华东) | Anti-settling system, checking method, checking system and system for preventing target well from settling |
| CN112942306A (en) * | 2021-02-05 | 2021-06-11 | 中煤第五建设有限公司 | Freezing method for large foundation pit |
| CN112962624A (en) * | 2021-03-19 | 2021-06-15 | 中煤第五建设有限公司 | Double-curtain freezing groove wall method for ultra-deep and ultra-large complex foundation pit construction |
| CN112962624B (en) * | 2021-03-19 | 2022-05-10 | 中煤第五建设有限公司 | Double-curtain freezing groove wall method for ultra-deep and ultra-large complex foundation pit construction |
| CN113266373A (en) * | 2021-06-24 | 2021-08-17 | 北京中煤矿山工程有限公司 | Freezing wall and cement reinforcement combined enclosure system in large-section tunnel construction and excavation method thereof |
| CN113266373B (en) * | 2021-06-24 | 2024-03-26 | 北京中煤矿山工程有限公司 | Freezing wall and cement reinforcement combined enclosure structure in large-section tunnel construction and excavation method thereof |
| CN113356887A (en) * | 2021-07-09 | 2021-09-07 | 中国矿业大学 | Single-layer well wall with grouting water-stopping connecting piece and construction method thereof |
| CN113356887B (en) * | 2021-07-09 | 2023-12-22 | 中国矿业大学 | Single-layer well wall with grouting water-stop connecting piece and construction method thereof |
| CN113356858A (en) * | 2021-07-13 | 2021-09-07 | 中煤第一建设有限公司 | Non-equal-strength composite freezing wall freezing method |
| CN113356858B (en) * | 2021-07-13 | 2023-02-28 | 中煤第一建设有限公司 | Non-equal-strength composite freezing wall freezing method |
| CN113529770B (en) * | 2021-07-23 | 2022-06-03 | 湖北工业大学 | Method for blasting excavation of open caisson and shaft construction of rock foundation by using sand bag |
| CN113529770A (en) * | 2021-07-23 | 2021-10-22 | 湖北工业大学 | Method for blasting excavation of open caisson and shaft construction of rock foundation by using sand bag |
| CN113638396B (en) * | 2021-08-13 | 2022-05-17 | 海南大学 | Underwater artificial freezing device |
| CN113638396A (en) * | 2021-08-13 | 2021-11-12 | 海南大学 | Underwater manual freezing device |
| CN114645629A (en) * | 2022-04-18 | 2022-06-21 | 中国矿业大学 | Shaft type underground parking garage construction method |
| CN115094953A (en) * | 2022-07-07 | 2022-09-23 | 西安热工研究院有限公司 | Vertical shaft of gravity compressed air energy storage system for unconsolidated formation and construction method |
| CN115094953B (en) * | 2022-07-07 | 2024-02-06 | 西安热工研究院有限公司 | Vertical shaft of gravity compressed air energy storage system for loose stratum and construction method |
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