CN108442382A - It crosses the pressure line in-situ conservation of deep basal pit and goes along with sb. to guard him soil-baffling structure and construction method - Google Patents
It crosses the pressure line in-situ conservation of deep basal pit and goes along with sb. to guard him soil-baffling structure and construction method Download PDFInfo
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- CN108442382A CN108442382A CN201810181717.9A CN201810181717A CN108442382A CN 108442382 A CN108442382 A CN 108442382A CN 201810181717 A CN201810181717 A CN 201810181717A CN 108442382 A CN108442382 A CN 108442382A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
Abstract
The present invention provides a kind of pressure line in-situ conservation crossing deep basal pit and goes along with sb. to guard him soil-baffling structure and construction method.The work progress of the soil-baffling structure is first to wait for in-situ conservation pipeline both sides one phase diaphram wall, and close to the position interruption for waiting for in-situ conservation pipeline, then construction steel sheet pile supporting construction and composite pile retaining wall on the outside of a phase diaphram wall, composite pile retaining wall is placed on the outside of interruptive area, the MJS rotary churning piles reinforcing body that the MJS rotary churning piles being mutually twisted by more form is formed with more miniature steel pipe piles being plugged in MJS rotary churning pile reinforcing bodies, interruptive area is blocked completely, the steel sheet pile supporting construction is made of the two rows of steel sheet piles constructed in composite pile retaining wall both sides.The influence to environment is greatly reduced in the present invention, before excavation of foundation pit, reach the closed effect of building enclosure, the inverse possibility made continuous wall displacement and infiltration leak and landslide occur when effectively reducing excavation of foundation pit increases excavation of foundation pit and inverse safety coefficient when making construction of diaphragm wall.
Description
Technical field
The present invention relates to Underground Construction original position pipeline protection fields, and in particular to a kind of to pass through stratum cross suitable for high standard
It wears the pressure line in-situ conservation of deep basal pit and goes along with sb. to guard him soil-baffling structure construction method.
Background technology
With the upgrading and transformation of urbanization, accelerate the infrastructure construction of China's urbanization, especially city underground rail
The construction of road traffic is more swift and violent, and subway work inevitably will bring extreme influence to original various municipal pipelines, to original
Have and planned and made troubles building pipeline layout, pipeline, which moves, to be changed and how to have become subway to the problem of existing pipeline protection
Problem in construction.
It cannot arbitrarily change in the pipeline of some special areas and move, for example Hangzhou subway line construction site there is diameter
273 airport petroleum pipelines of Φ cross foundation pit, and since the subway station is F3/B3 island station, there are an oil transportations for station north side
Manage it is east-west tiltedly wear another station agent structure, petroleum pipeline diameter of phi 273, buried depth about 3.4m is inclined cross length and reaches 29m, this is defeated
Oil pipe is the unique oil supply pipe in airport, can not change and move, and since structure of the subway is constructed, can only carry out suspension protection in situ.But
The in-situ conservation of pipeline also causes strong influence to the construction of the building enclosure at station, leads to herein that building enclosure can not be complete
Closing can only carry out the building enclosure below petroleum pipeline using the contrary sequence method done when digging and construct in excavation of foundation pit.And inverse work
Method construction before, need to building enclosure open position herein in advance carry out reinforce and sealing, occur when preventing adverse construction method water burst,
Gush the security risks such as sand, earthwork landslide.But foundation pit is the ultra-deep foundation pit that cutting depth reaches 26m herein, residing stratum is also mark
The high standard for passing through 45 or more passes through stratum, and conventional double pipe, triple pipe rotary spray are reinforced engineering method on such depth and stratum, almost risen not
To what consolidation effect, the requirement of site operation cannot be satisfied, and the significance level of the pipeline above building enclosure, also to reinforcing
The deformation displacement of pipeline proposes the requirement of intimate harshness in the process.
Invention content
Insufficient provide a kind of passing through the pressure that deep basal pit is crossed on stratum to the present invention suitable for weathering high standard according to prior art
Pipeline in-situ conservation and soil-baffling structure construction method is gone along with sb. to guard him, which uses the comprehensive high-pressure rotary-spray construction technologies of MJS, adds
Gu stake diameter is big, fastening strength is high, a stake heart can avoid pipeline when construction, still can guarantee being mutually twisted between pile body, by with
The steel pipe being inserted into stake forms composite force system, can meet inverse earth-retaining when making construction of diaphragm wall and sealing requirement, can
Meet the contrary sequence method building enclosure construction under pipeline in-situ conservation.
Technical solution provided by the invention：A kind of pressure line in-situ conservation crossing deep basal pit and go along with sb. to guard him earth-retaining knot
Structure, including construction, in the phase diaphram wall for waiting for in-situ conservation pipeline both sides, the phase diaphram wall is waiting for guarantor in situ
Pillar line is formed about interruptive area, and retaining wall construction area has been dug on the outside of interruptive area, the retaining wall construction area
Width is more than the width of interruptive area, and less than in-situ conservation pipeline is waited for, constructing in retaining wall construction area has steel sheet pile for bottom surface
Supporting construction and composite pile retaining wall；The composite pile retaining wall is placed on the outside of interruptive area, is mutually twisted by more
The MJS rotary churning piles reinforcing body of MJS rotary churning piles composition and the more miniature steel pipe piles composition being plugged in MJS rotary churning pile reinforcing bodies,
Its width is more than the width of interruptive area, and interruptive area is blocked completely, and more of the MJS rotary churning piles reinforcing body mutually sting
The MJS rotary churning piles of conjunction are arranged in a row or more, and are often mutually twisted between row's MJS rotary churning piles, close to a phase diaphram wall
MJS rotary churning piles edge is mutually twisted with a phase diaphram wall, and the stake bottom of more MJS rotary churning piles is continuous not higher than a phase underground
The wall bottom of wall；The steel sheet pile supporting construction is made of the two rows of steel sheet piles constructed in composite pile retaining wall both sides, Liang Paigang
Sheet pile is separately positioned on the marginal position of retaining wall construction area, and extends on the outside of retaining wall construction area in excavation slope.
The present invention preferably technical solution：The every rotary churning pile stake bottom MJS of the composition composite pile retaining wall is with a phase
Lower continuous wall bottom is in same plane, after more MJS jet grouting pile constructions form reinforcing body, is revolved in MJS by way of pilot hole
Multiple holes are offered in spray stake reinforcing body, and enter miniature steel pipe pile, the miniature steel pipe pile reinforced body in each hole interpolation
It is integral by grouting reinforcement with more miniature steel pipe piles.
The present invention preferably technical solution：The bottom surface of the retaining wall construction area, which is placed in, waits for below in-situ conservation pipeline at least
The gradient of the position of 1m, the excavation slope on the outside of retaining wall construction area is 1:1.
The present invention preferably technical solution：The steel sheet pile supporting construction is the Larsen steel for 9m~10m by two rows of length
Sheet pile forms, and two rows of Larsen steel sheet piles and waits for that the distance between in-situ conservation pipeline is all higher than 5m, and two rows of Larsen steel sheet piles it
Between spacing be more than composite pile retaining wall width.
The present invention preferably technical solution：The MJS rotary churning piles are using the high-pressure rotary jet grouting pile of MJS engineering methods construction, often
360 ° of the churning angle of root MJS rotary churning piles, stake diameter 1500mm, spacing 1100mm, cement mixing content 25%~30%, stake top, which is located at, manages
1000mm below road,；The every miniature steel pipe pile uses material for the steel pipe of Q235, a diameter of 108mm, wall thickness 4mm, stake
Body spacing 450mm~500mm.
The present invention preferably technical solution：The height of the every miniature steel pipe pile is equal with the height of MJS rotary churning piles, more
Root miniature steel pipe pile is consolidated into an entirety between MJS rotary churning pile reinforcing bodies at quincunx distribution by cement.
The present invention preferably technical solution：The width of the interruptive area is not more than 2.5m, and two interruptions of interruptive area
It face and waits for reserving the gap more than 0.5m between in-situ conservation pipeline.
A kind of pressure line in-situ conservation crossing deep basal pit provided by the invention and the construction method for going along with sb. to guard him soil-baffling structure,
It is characterized in that being as follows：
(1) first waiting for that in-situ conservation pipeline both sides construct a phase diaphram wall, a phase diaphram wall waiting for guarantor in situ
Pillar line nearby interrupts, and interrupts distance controlling and is not more than 2.5m；
(2) wait for in-situ conservation pipeline be placed in outside each 5m ranges in both sides of a phase diaphram wall exterior portion use static pressure
One row's Larsen steel sheet pile of mechanical execution forms steel sheet pile supporting construction；
(3) Larsen steel sheet pile enclosure excavates region, and far from diaphram wall side, the gradient in slope open cut region is 1：1, it is right
Steel sheet pile supporting construction is enclosed the earthwork set within range and is excavated in such a way that manual zoning is segmented, and is excavated to and waits for guarantor in situ
The position of at least 1m below pillar line stops, making to wait for in-situ conservation pipeline be placed on the outside of a phase diaphram wall be partially in it is outstanding
It is empty；
(4) after completing hanging protection after in-situ conservation pipeline, interruptive area is corresponded on the outside of a phase diaphram wall
Construction composite pile retaining wall in position uses a row or multi-row high-pressure rotary jet grouting pile of MJS engineering methods construction, the shape on the outside of interruptive area first
At rotary churning pile reinforcing body, multiple holes are then drilled with using drilling machine on rotary churning pile reinforcing body, and miniature steel is inserted into each hole
Then pile pile carries out slip casting filling, multiple miniature steel pipe piles and rotary churning pile reinforcing body are consolidated into a closely knit entirety, are completed
The construction of entire soil-baffling structure；
(5) after the retaining wall structure construction that MJS rotary churning piles and interpolation double-row steel pipe stake are composed, open-cut station
After pit earthwork stage excavation 1.5m~2m depth, a phase diaphram wall interruptive area is completed using conventional reverse construction
Part.
The further technical solution of the present invention：The Specific construction process of rotary churning pile reinforcing body in the step (4) is as follows：
A. the stake position setting-out of MJS rotary churning piles is first carried out with total powerstation, then geological drilling rig is used to carry out pilot hole, pilot hole depth
1~2m deeply than projected depth, and bentonite slurry retaining wall is used in pilot hole, it is buried and the depths such as stake in hole after the completion of pilot hole
Low-intensity PVC casings carry out hole wall protection；
B.MJS machines are in place, carry out alignment to stake machine, adjust the verticality of stake machine, borehole perpendicularity error is less than
0.5%；Then stake driver drilling rod should carry out the construction of MJS rotary churning piles, slip casting with stake heart position consistency, deviation within 10mm
Pressure >=40MPa, 0.5~0.8MPa of air pressure, suck-back 8~25MPa of water pressure, air mass flow：8~10m3/min, cement
Volume 25%~30%；
C.MJS rotary churning piles all construction finish to form rotary churning pile reinforcing body after construct miniature steel pipe pile when, first use geology
Drilling machine pilot hole on rotary churning pile reinforcing body, machines miniature steel pipe pile in the venue, and by crane by miniature steel pipe pile from
Right is put into pre-drilled hole, fixes miniature steel pipe pile on the ground by hangs muscle according to designed elevation, uses Grouting Pipe
It is inserted into bottom from steel pipe top, carries out slip casting filling, steel pipe and reinforcing body are consolidated into a closely knit entirety.
The present invention preferably technical solution：The stake diameter of every MJS rotary churning pile of rotary churning pile reinforcing body in the step (4)
1500mm, spacing 1100mm, stake top are located at 1000mm below pipeline；Every miniature steel pipe pile uses material for the steel pipe of Q235,
A diameter of 108mm, wall thickness 4mm, pile body spacing 500mm.
Soil-baffling structure passes through stratum ultra-deep foundation pit suitable for weathering high standard in the present invention, includes mainly Larsen steel sheet pile, MJS rotations
Stake, miniature steel pipe pile are sprayed, a phase diaphram wall of petroleum pipeline both sides of first constructing, diaphragm wall interrupts near petroleum pipeline, interrupts
Reverse construction can be used after the completion of MJS compound soil-baffling structures in the diaphragm wall in region；It constructs in foundation pit Outer Tube both sides two rows of
Steel sheet pile, artificial slope excavate the upper earthing of pipeline, are exposed and carry out protection；Make to construct on the outside of diaphragm wall inverse
MJS rotary churning piles after reinforcing, enter miniature steel pipe pile, miniature steel pipe pile and MJS churnings by way of pilot hole in hole interpolation
Stake by grouting reinforcement at one can shearing resistance bending resistance whole composite force structure.
Beneficial effects of the present invention：
1, the present invention carries out soil stabilization using MJS rotary churning piles, is adopted on the basis of conventional high-tension jet groutinl technique
Device is caused with unique antipriming pipe and front end, realizes and forces pressure monitoring in plasma discharge and ground in hole, and by adjusting strong
Plasma discharge amount processed controls pressure in ground, the influence to environment is greatly reduced, and the reduction of pressure also further ensures in ground
Expanded diameter passes through soil layer in Weathering-residual high standard and still can reach good pile-forming effect.
2, of the invention to bear outer lateral earth pressure together by MJS pile bodies and miniature steel pipe pile, force way is similar to reinforcing bar
Concrete structure greatly reduces the thickness of ultra-deep foundation pit MJS pile bodies reinforcing, significantly reduces construction cost, plays preferable
Economic effect.
3, before excavation of foundation pit, it is closed to reach building enclosure by MJS reinforcing bodies and diaphragm wall collective effect by the present invention
Effect, the inverse possibility made continuous wall displacement and infiltration leak and landslide occur, increases foundation pit when effectively reducing excavation of foundation pit
It excavates and inverse safety coefficient when making construction of diaphragm wall；
Description of the drawings
Fig. 1 is the planar structure schematic diagram of the present invention；
Fig. 2 is the schematic view of facade structure of the present invention.
In figure：1-composite pile retaining wall, 1-1-MJS rotary churning piles, 1-2-miniature steel pipe pile, 2-wait for in-situ conservation pipe
Line, 3-steel sheet pile supporting construction, 4-excavation slopes, 5-interruptive areas, 6- mono- phase diaphram walls, 7-Guan Liangs, 8-stations
Structure, 9-go along with sb. to guard him inner support, 10-retaining wall construction areas.
Specific implementation mode
The invention will be further described with reference to the accompanying drawings and examples.A kind of deep basal pit that crosses as shown in Figure 1
Pressure line in-situ conservation and soil-baffling structure is gone along with sb. to guard him, including construction is in the phase diaphram wall for waiting for 2 both sides of in-situ conservation pipeline
6, the phase diaphram wall 6 is waiting for that in-situ conservation pipeline 2 is formed about interruptive area 5, and the width of the interruptive area 5 is not
It section and waits for reserving the gap more than 0.5m between in-situ conservation pipeline 2 more than 2.5m, and in the two of interruptive area 5, interrupt
Diaphram wall at region is constructed using contrary sequence method, soil-baffling structure of first constructing before construction, in 5 outside of interruptive area
Retaining wall construction area 10 is dug, the width of the retaining wall construction area 10 is more than the width of interruptive area 5, and bottom surface is less than
In-situ conservation pipeline 2 is waited for, disposed at least in the position for waiting for 2 lower section 1m of in-situ conservation pipeline, the excavation in 10 outside of retaining wall construction area
The gradient of side slope 4 is 1:1, it is below using band protection pipeline 2 and belongs to vacant state.The construction in retaining wall construction area 10
There are steel sheet pile supporting construction 3 and composite pile retaining wall 1.
As depicted in figs. 1 and 2, the composite pile retaining wall 1 is placed in 5 outside of interruptive area, is mutually twisted by more
The MJS rotary churning piles reinforcing body of MJS rotary churning piles 1-1 compositions and more miniature steel pipe pile 1-2 being plugged in MJS rotary churning pile reinforcing bodies
Composition, width are more than the width of interruptive area 5, and interruptive area 5 are blocked completely, the MJS rotary churning piles reinforcing body it is more
The MJS rotary churning piles 1-1 that root is mutually twisted is arranged in a row or more, and is often mutually twisted between row's MJS rotary churning piles 1-1, close to one
The edges rotary churning pile 1-1 MJS of phase diaphram wall 6 are mutually twisted with a phase diaphram wall 6, and more MJS rotary churning piles 1-1
Stake bottom it is concordant with the wall bottom of a phase diaphram wall 6；After more MJS rotary churning piles 1-1 construct and to form reinforcing body, pass through pilot hole
Mode offer multiple holes in MJS rotary churning pile reinforcing bodies, and enter miniature steel pipe pile 1-2 in each hole interpolation, it is described
The height of every miniature steel pipe pile 1-2 is equal with the height of MJS rotary churning piles 1-1, and more miniature steel pipe pile 1-2 are at quincunx point
Cloth, and an entirety is consolidated by cement between MJS rotary churning pile reinforcing bodies.The steel sheet pile supporting construction 3 is by constructing
The Larsen steel sheet pile that two rows of length in 1 both sides of composite pile retaining wall are 9m~10m forms, and two rows of steel sheet piles are separately positioned on gear
The marginal position of cob wall construction area 10, and extend in 10 outside excavation slope 4 of retaining wall construction area.Two rows of Larsen steel sheet piles with
Wait for that the distance between in-situ conservation pipeline 2 is all higher than 5m, and the spacing between two rows of Larsen steel sheet piles is more than composite pile retaining wall 1
Width.
Heretofore described MJS rotary churning piles 1-1 is using the high-pressure rotary jet grouting pile of MJS engineering methods construction, every MJS rotary churning pile
360 ° of churning angle, stake diameter 1500mm, spacing 1100mm, cement mixing content 25%~30%, stake top is located at below pipeline
1000mm；The every miniature steel pipe pile 1-2 uses material for the steel pipe of Q235, a diameter of 108mm, wall thickness 4mm, pile body
Spacing 450mm~500mm.
With reference to embodiment, the invention will be further described, and the present embodiment is with Hangzhou subway station airport petroleum pipeline original
The construction of position protection, which there is 273 airport petroleum pipeline of diameter of phi and crosses foundation pit.The station is F3/B3 island
The subway station north section agent structure, petroleum pipeline diameter of phi are tiltedly worn there are a petroleum pipeline is east-west in formula station, station north side
273, buried depth about 3.4m are inclined cross length and reach 29m, which is the unique oil supply pipe in Hangzhou Xiaoshan airport, can not change and move, by
It constructs in structure of the subway, suspension protection in situ can only be carried out.
Piedmont plain landforms are pertained generally on the subway station landforms, hillock landforms in front of the mountains is in north side of standing.Disclose the
Four be stratum be artificial fill stratum, punching~proluvial sedimentary, fluvio-lacustrine sediments layer and eluvium, basement rock be the Triassic system intrusion flower hilllock
Rock.The variation of level of ground water is by the factor controllings such as topography and geomorphology and recharge of ground water source.Our station area underground water fixed level buries
Depth is 2.10~3.80m, and average buried depth is about 2.80m, and water level elevation is 23.29~27.49m, average elevation 24.59m.It should
Bid section level of ground water has close relationship with season, weather, groundwater occurrence, supply and excretion, during rainy season, level of ground water meeting
Risen, during dry season, level of ground water can be declined, water level year amplitude of variation be 1.00~3.00m.
Because of the influence of airport petroleum pipeline, which need to carry out inverse work with petroleum pipeline intersection, inverse to make to connect
Continuous wall width is 2500mm, to ensure security of foundation ditch construction, need to carry out sealing to the soil body on the outside of diaphragm wall before excavation of foundation pit and add
Gu in addition the special geomorphology at this, general reinforcement means effect is simultaneously bad, and inventor uses the reinforcing side in the present invention
Method, the present invention in construction be use MJS engineering method stakes, MJS engineering methods construction before need carry out test pile, test pile choose reinforcing scope most
Unfavorable stratum carries out, and after the completion of test pile, constructs, steps are as follows for Specific construction：
(1) it first constructs a phase diaphragm wall 6 in petroleum pipeline both sides in situ to be protected, during a phase diaphragm wall 6 is near the petroleum pipeline
It is disconnected, it interrupts distance controlling and is not more than 2.5m, this interruptive area is that the inverse of later stage makees diaphragm wall；
(2) it is the influence for reducing the high pressure slurries of pile foundation construction and being generated to petroleum pipeline, needs in advance to open oil pipe soil at both sides
It digs, and exposed tube is hanging, cutting depth is 1m below oil pipe, and foundation pit east side oil pipe buried depth is subsurface 2m, cutting depth
3m, foundation pit west side petroleum pipeline subsurface buried depth 3m, cutting depth 4m form retaining wall construction area 10, it is contemplated that petroleum pipeline both sides
Cutting depth is deeper, and steel sheet pile supporting, specifically setting in petroleum pipeline both sides are carried out to oil pipe soil at both sides in advance before excavation
Fixed excavation area edge respectively using static pressure machinery constructed by one row's Larsen steel sheet pile of construction, Larsen steel sheet pile, Specific construction
It is as follows：
A. the specific stake position of steel sheet pile, and embedded stake site are first indicated in order；
B. according to starting steel sheet pile positioning on fixture；Crawler-type hydraulic pile driver is in place；Steel sheet pile uses IV shaped steel of Larsen
Sheet pile, steel sheet pile effective length are 9 meters；
C, it is oriented to fixture and clamps Longkou, and steel sheet pile is clamped.The good insurance of band, lifts by crane pile hammer and steel sheet pile；
D, the verticality or gradient for adjusting stake, are accurately positioned；
E, to stake under good stake position, verticality or the plan-position of gradient and stake of stake is calibrated, stake is allowed to drown oneself.If stake position has
Error pulls up, and calibration in place, while controlling the verticality or gradient of stake, carries out pile；
F, first light hammer taps, after certain depth is buried in stake, then weight bang, until projected depth；
G, the deviation and absolute altitude of stake are measured；
H, next steel sheet pile holds in the mouth stake, clamps into Longkou, and pile holder is tight, the good insurance of band, lifting steel sheet pile adjustment stake
Verticality or gradient, to the small tooth mouth of good steel sheet pile；
I, lower stake calibrates verticality or the plan-position of gradient and stake of stake, allows stake to drown oneself, if there is error in stake position, pull out
It rises, calibration is in place；The verticality or gradient of stake are controlled simultaneously, plants stake in place, and control errors pile sinking in error range is done
Good record of sunk plies；
J, steel sheet pile is lifted by crane successively, beats steel sheet pile in place.
It should be noted that in Larsen steel plate construction：It needs to confirm periphery pipeline, structures situation before steel sheet pile construction；Piling
It is preceding that steel sheet pile is carried out by root inspection, the steel sheet pile of removal connection lock corrosion and gross distortion, underproof qualification to be trimmed
Rear can be used；Before piling, the grease in the fore shaft of steel sheet pile squeezes into extraction to facilitate；It is measured at any time during inserting piling
The gradient for monitoring every piece of stake was pulled up and is beaten again when gradient excessive (being more than 2%).
(4) after Larsen steel sheet pile construction, according to preset region excavation slope, the slope in slope open cut region
Degree is 1：1, the earthwork set within range is enclosed to steel sheet pile supporting construction 3 and is excavated in such a way that manual zoning is segmented, and is opened
It digs to depth to be designed and stops, making to wait for that in-situ conservation pipeline is placed in being partially in vacantly on the outside of a phase diaphram wall；
(5) after petroleum pipeline excavates exposure, composite pile retaining wall of constructing on the outside of 6 intersection of petroleum pipeline and a phase diaphragm wall
1, it is specifically made of two rows of MJS engineering methods stakes, the real pile length 28.08m of every MJS rotary churning piles 1-1, reinforcement depth to foundation pit bottom
Following 8.0m, is mutually twisted between stake and stake, and MJS rotary churning piles 1-1 is also mutually twisted with 6 junction of a phase diaphragm wall；Before construction
The stake position setting-out of MJS rotary churning piles 1-1 is first carried out with total powerstation, and pilot hole is carried out using geological drilling rig, and pilot hole depth is slightly than design
Depth depth 1m, since Weathering-residual stratum rainwater easily softens disintegration, when pilot hole, need to use bentonite slurry retaining wall, after the completion of pilot hole
It is buried in hole and carries out hole wall protection with deep low-intensity PVC casings such as stakes, then MJS machines is used to carry out MJS rotary churning piles 1-
1 construction carries out alignment to stake machine, adjusts the verticality of stake machine, and borehole perpendicularity error is less than 0.5%；Stake driver drilling rod
The construction of MJS rotary churning piles 1 should should be then carried out within 10mm with stake heart position consistency, deviation, grouting pressure >=40MPa is empty
0.5~0.8MPa of atmospheric pressure, suck-back 8~25MPa of water pressure, air mass flow：8~10m3/min, cement mixing content 25%~30%.
(6) MJS rotary churning piles are reinforced after the completion of body construction, and 3 row, 108 steel pipe (t=4mm) miniature steel is inserted into reinforcing body
Pile pile 1-2 specifically first uses geological drilling rig pilot hole on reinforcing body, miniature steel pipe pile 1-2 to shift to an earlier date completion of processing in the venue,
Miniature steel pipe pile 1-2 is naturally put into pre-drilled hole by crane, is led to miniature steel pipe pile 1-2 according to designed elevation
It crosses hangs muscle to fix on the ground, is inserted into bottom from steel pipe top with Grouting Pipe, carries out slip casting filling, steel pipe and reinforcing body are consolidated
At a closely knit entirety, Guan Liang of finally constructing completes the construction of entire compound retaining wall 1；
(5) after the construction of compound retaining wall 1 is completed, square tube beam under retaining wall and oil pipe is performed, and take mountain flour will be oily
The backfill of pipe both sides is closely knit, and restores road surface；After last open-cut station pit earthwork stage excavation 1.5m~2m depth, using routine
Reverse construction complete a phase diaphram wall interruptive area part.
Soil stabilization is carried out using MJS rotary churning piles in above-described embodiment, is greatly reduced the influence to environment, and ground internal pressure
The reduction of power also further ensures expanded diameter, and passing through soil layer in Weathering-residual high standard still can reach good pile-forming effect,
Before excavation of foundation pit, reach the closed effect of building enclosure, it is inverse when effectively reducing excavation of foundation pit to make continuous wall displacement and ooze
The possibility of water leak and landslide increases excavation of foundation pit and inverse safety coefficient when making construction of diaphragm wall.
Above example describes the invention in detail, but content is only the preferred embodiment of the present invention, no
It can be believed to be used to limit the scope of the invention.Any changes and modifications in accordance with the scope of the present application,
It should still fall within the scope of the patent of the present invention.
Claims (10)
1. a kind of pressure line in-situ conservation crossing deep basal pit and going along with sb. to guard him soil-baffling structure, it is characterised in that：The soil-baffling structure packet
Construction is included in the phase diaphram wall (6) for waiting for in-situ conservation pipeline (2) both sides, the phase diaphram wall (6) is waiting for original
Position protection pipeline (2) is formed about interruptive area (5), and has dug retaining wall construction area (10), institute on the outside of interruptive area (5)
The width for stating retaining wall construction area (10) is more than the width of interruptive area (5), and bottom surface, which is less than, waits for in-situ conservation pipeline (2),
Construction has steel sheet pile supporting construction (3) and composite pile retaining wall (1) in retaining wall construction area (10)；The composite pile retaining wall
(1) it is placed on the outside of interruptive area (5), the MJS rotary churning pile reinforcing bodies that the MJS rotary churning piles (1-1) being mutually twisted by more form
With more miniature steel pipe piles (1-2) composition being plugged in MJS rotary churning pile reinforcing bodies, width is more than the width of interruptive area (5)
Degree, and interruptive area (5) is blocked completely, the more MJS rotary churning piles (1-1) being mutually twisted of the MJS rotary churning piles reinforcing body
It is arranged in a row or more, is often mutually twisted between row's MJS rotary churning piles (1-1), the MJS close to a phase diaphram wall (6) revolves
The spray stake edge (1-1) is mutually twisted with a phase diaphram wall (6), and the stake bottom of more MJS rotary churning piles (1-1) is not higher than a phase
The wall bottom of diaphram wall (6)；The steel sheet pile supporting construction (3) is the two rows by constructing in composite pile retaining wall (1) both sides
Steel sheet pile forms, and two rows of steel sheet piles are separately positioned on the marginal position of retaining wall construction area (10), and extends to retaining wall construction
On the outside of area (10) in excavation slope (4).
2. a kind of pressure line in-situ conservation crossing deep basal pit according to claim 1 and soil-baffling structure is gone along with sb. to guard him, it is special
Sign is：Every MJS rotary churning piles (1-1) the stake bottom and phase diaphram wall (6) wall bottom of the composition composite pile retaining wall (1)
It is reinforced in MJS rotary churning piles by way of pilot hole after more MJS rotary churning piles (1-1) constructions form reinforcing body in same plane
Offer multiple holes in vivo, and enter miniature steel pipe pile (1-2) in each hole interpolation, the miniature steel pipe pile reinforced body with it is more
Root miniature steel pipe pile (1-2) is integral by grouting reinforcement.
3. a kind of pressure line in-situ conservation crossing deep basal pit according to claim 1 or 2 and soil-baffling structure is gone along with sb. to guard him,
It is characterized in that：The bottom surface of the retaining wall construction area (10), which is placed in, waits for in-situ conservation pipeline (2) the lower section at least position of 1m, earth-retaining
The gradient of excavation slope (4) on the outside of wall construction area (10) is 1:1.
4. a kind of pressure line in-situ conservation crossing deep basal pit according to claim 1 or 2 and soil-baffling structure is gone along with sb. to guard him,
It is characterized in that：The steel sheet pile supporting construction (3) is made of the Larsen steel sheet pile that two rows of length are 9m~10m, two rows of Larsens
Steel sheet pile is all higher than 5m with the distance between in-situ conservation pipeline (2) is waited for, and the spacing between two rows of Larsen steel sheet piles is more than again
Close the width of stake retaining wall (1).
5. a kind of pressure line in-situ conservation crossing deep basal pit according to claim 1 or 2 and soil-baffling structure is gone along with sb. to guard him,
It is characterized in that：The MJS rotary churning piles (1-1) are using the high-pressure rotary jet grouting pile of MJS engineering methods construction, the rotation of every MJS rotary churning pile
360 ° of spray angle degree, stake diameter 1500mm, spacing 1100mm, cement mixing content 25%~30%, stake top are located at 1000mm below pipeline,；
The every miniature steel pipe pile (1-2) uses material for the steel pipe of Q235, a diameter of 108mm, wall thickness 4mm, pile body spacing
450mm~500mm.
6. a kind of pressure line in-situ conservation crossing deep basal pit according to claim 1 or 2 and soil-baffling structure is gone along with sb. to guard him,
It is characterized in that：The height of the every miniature steel pipe pile (1-2) is equal with the height of MJS rotary churning piles (1-1), more miniature steel pipes
Stake (1-2) is consolidated into an entirety between MJS rotary churning pile reinforcing bodies at quincunx distribution by cement.
7. a kind of pressure line in-situ conservation crossing deep basal pit according to claim 1 or 2 and soil-baffling structure is gone along with sb. to guard him,
It is characterized in that：The width of the interruptive area (5) is not more than 2.5m, and section and waits for in-situ conservation in the two of interruptive area (5)
The gap more than 0.5m is reserved between pipeline (2).
8. a kind of pressure line in-situ conservation crossing deep basal pit and the construction method for going along with sb. to guard him soil-baffling structure, it is characterised in that specific
Steps are as follows：
(1) first waiting for that in-situ conservation pipeline both sides construct a phase diaphram wall, a phase diaphram wall waiting for in-situ conservation pipe
Line nearby interrupts, and interrupts distance controlling and is not more than 2.5m；
(2) wait for in-situ conservation pipeline be placed in outside each 5m ranges in both sides of a phase diaphram wall exterior portion use static pressure machinery
It constructs row's Larsen steel sheet pile, forms steel sheet pile supporting construction；
(3) Larsen steel sheet pile enclosure excavates region, and far from diaphram wall side, the gradient in slope open cut region is 1：1, to steel plate
Stake supporting construction is enclosed the earthwork set within range and is excavated in such a way that manual zoning is segmented, and is excavated to and waits for in-situ conservation pipe
The position of at least 1m below line stops, and makes to wait for that in-situ conservation pipeline is placed in being partially in vacantly on the outside of a phase diaphram wall；
(4) after completing hanging protection after in-situ conservation pipeline, the position of interruptive area is corresponded on the outside of a phase diaphram wall
Composite pile retaining wall of constructing forms rotation first using a row or multi-row high-pressure rotary jet grouting pile of MJS engineering methods construction on the outside of interruptive area
Stake reinforcing body is sprayed, multiple holes are then drilled with using drilling machine on rotary churning pile reinforcing body, and miniature steel pipe pile is inserted into each hole,
Then slip casting filling is carried out, multiple miniature steel pipe piles and rotary churning pile reinforcing body are consolidated into a closely knit entirety, is completed entire
The construction of soil-baffling structure；
(5) after the retaining wall structure construction that MJS rotary churning piles and interpolation double-row steel pipe stake are composed, open-cut station foundation pit
After earthwork stage excavation 1.5m~2m depth, a phase diaphram wall interruptive area portion is completed using conventional reverse construction
Point.
9. a kind of pressure line in-situ conservation crossing deep basal pit according to claim 8 and the construction for going along with sb. to guard him soil-baffling structure
Method, it is characterised in that the Specific construction process of the rotary churning pile reinforcing body in the step (4) is as follows：
A. the stake position setting-out of MJS rotary churning piles is first carried out with total powerstation, then geological drilling rig is used to carry out pilot hole, and pilot hole depth ratio is set
Depth 1~2m deeply is counted, and uses bentonite slurry retaining wall in pilot hole, pilot hole is buried in hole low strong with the depths such as stake after the completion
It spends PVC casings and carries out hole wall protection；
B.MJS machines are in place, carry out alignment to stake machine, adjust the verticality of stake machine, borehole perpendicularity error is less than
0.5%；Then stake driver drilling rod should carry out the construction of MJS rotary churning piles, slip casting with stake heart position consistency, deviation within 10mm
Pressure >=40MPa, 0.5~0.8MPa of air pressure, suck-back 8~25MPa of water pressure, air mass flow：8~10m3/min, cement
Volume 25%~30%；
C.MJS rotary churning piles all construction finish to form rotary churning pile reinforcing body after construct miniature steel pipe pile when, first use geological drilling rig
The pilot hole on rotary churning pile reinforcing body machines miniature steel pipe pile in the venue, and by crane that miniature steel pipe pile is natural
It is put into pre-drilled hole, is fixed miniature steel pipe pile on the ground by hangs muscle according to designed elevation, with Grouting Pipe from steel
Tube top portion is inserted into bottom, carries out slip casting filling, and steel pipe and reinforcing body are consolidated into a closely knit entirety.
10. a kind of pressure line in-situ conservation crossing deep basal pit according to claim 8 or claim 9 and going along with sb. to guard him soil-baffling structure
Construction method, it is characterised in that：The stake diameter 1500mm of every MJS rotary churning pile of rotary churning pile reinforcing body, spacing in the step (4)
1100mm, stake top are located at 1000mm below pipeline；Every miniature steel pipe pile uses material for the steel pipe of Q235, a diameter of
108mm, wall thickness 4mm, pile body spacing 500mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810181717.9A CN108442382B (en) | 2018-03-06 | 2018-03-06 | In-situ protection and enclosure soil-retaining structure for pressure pipeline crossing deep foundation pit and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810181717.9A CN108442382B (en) | 2018-03-06 | 2018-03-06 | In-situ protection and enclosure soil-retaining structure for pressure pipeline crossing deep foundation pit and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108442382A true CN108442382A (en) | 2018-08-24 |
| CN108442382B CN108442382B (en) | 2020-06-16 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810181717.9A Active CN108442382B (en) | 2018-03-06 | 2018-03-06 | In-situ protection and enclosure soil-retaining structure for pressure pipeline crossing deep foundation pit and construction method |
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| CN (1) | CN108442382B (en) |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109371980A (en) * | 2018-11-28 | 2019-02-22 | 深圳市市政工程总公司 | The inverse Extra-Deep Foundation Pit construction method for making to combine with Percussion Piles of spray anchor |
| CN109723065A (en) * | 2019-02-26 | 2019-05-07 | 济南轨道交通集团有限公司 | Deep basal pit freezing partly reinforced construction method in bracing means and rich water sandy pear variety |
| CN110158649A (en) * | 2019-06-05 | 2019-08-23 | 浙江交工集团股份有限公司 | The construction method of Adjacent Underground Pipeline when a kind of caisson sinking construction |
| CN110318401A (en) * | 2019-06-05 | 2019-10-11 | 中铁七局集团有限公司 | Suitable for the construction method to open cut area large size pipeline in-situ conservation and pattern foundation pit supporting structure |
| CN110593264A (en) * | 2019-08-01 | 2019-12-20 | 中建五局土木工程有限公司 | Excavation construction method for underground pipeline in-situ protection long and narrow deep foundation pit |
| CN111576446A (en) * | 2020-06-10 | 2020-08-25 | 中铁四局集团有限公司 | In-situ protection device for pressure pipeline in underground foundation pit and construction method |
| CN111648373A (en) * | 2020-05-15 | 2020-09-11 | 中铁六局集团有限公司 | Excavation supporting construction process for water-rich deep foundation pit fender pile gap |
| CN111663538A (en) * | 2020-06-24 | 2020-09-15 | 广州市恒盛建设工程有限公司 | Construction method for deep foundation pit miniature steel pipe pile support in complex geology of clearance limited area |
| CN111851578A (en) * | 2020-07-15 | 2020-10-30 | 中铁第一勘察设计院集团有限公司 | Local top plate reverse building structure of subway station for moving and changing gravity flow pipe culvert and construction method |
| CN113818431A (en) * | 2021-10-21 | 2021-12-21 | 东南大学溧阳研究院 | High-pressure jet grouting pile optimized construction method for protecting adjacent building |
| CN115030136A (en) * | 2022-06-15 | 2022-09-09 | 中铁十一局集团有限公司 | Construction method for underground continuous wall with pipeline crossing foundation pit area |
| CN116398701A (en) * | 2023-04-23 | 2023-07-07 | 中铁十一局集团有限公司 | Improved large-diameter main water pipe traversing foundation pit protection structure and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109371980A (en) * | 2018-11-28 | 2019-02-22 | 深圳市市政工程总公司 | The inverse Extra-Deep Foundation Pit construction method for making to combine with Percussion Piles of spray anchor |
| CN109723065A (en) * | 2019-02-26 | 2019-05-07 | 济南轨道交通集团有限公司 | Deep basal pit freezing partly reinforced construction method in bracing means and rich water sandy pear variety |
| WO2020173100A1 (en) * | 2019-02-26 | 2020-09-03 | 济南轨道交通集团有限公司 | Reinforcement apparatus and construction method for local freezing reinforcement of deep foundation pit in water-rich sand gravel stratum |
| CN109723065B (en) * | 2019-02-26 | 2023-11-03 | 济南轨道交通集团有限公司 | Reinforcing device and deep foundation pit local freezing reinforcing construction method in water-rich gravel stratum |
| CN110158649A (en) * | 2019-06-05 | 2019-08-23 | 浙江交工集团股份有限公司 | The construction method of Adjacent Underground Pipeline when a kind of caisson sinking construction |
| CN110318401A (en) * | 2019-06-05 | 2019-10-11 | 中铁七局集团有限公司 | Suitable for the construction method to open cut area large size pipeline in-situ conservation and pattern foundation pit supporting structure |
| CN110593264A (en) * | 2019-08-01 | 2019-12-20 | 中建五局土木工程有限公司 | Excavation construction method for underground pipeline in-situ protection long and narrow deep foundation pit |
| CN110593264B (en) * | 2019-08-01 | 2021-02-26 | 中建五局土木工程有限公司 | Excavation construction method for underground pipeline in-situ protection long and narrow deep foundation pit |
| CN111648373B (en) * | 2020-05-15 | 2021-11-09 | 中铁六局集团有限公司 | Excavation supporting construction process for water-rich deep foundation pit fender pile gap |
| CN111648373A (en) * | 2020-05-15 | 2020-09-11 | 中铁六局集团有限公司 | Excavation supporting construction process for water-rich deep foundation pit fender pile gap |
| CN111576446A (en) * | 2020-06-10 | 2020-08-25 | 中铁四局集团有限公司 | In-situ protection device for pressure pipeline in underground foundation pit and construction method |
| CN111663538A (en) * | 2020-06-24 | 2020-09-15 | 广州市恒盛建设工程有限公司 | Construction method for deep foundation pit miniature steel pipe pile support in complex geology of clearance limited area |
| CN111851578B (en) * | 2020-07-15 | 2021-12-07 | 中铁第一勘察设计院集团有限公司 | Construction method for local roof inverse building structure of subway station for moving and changing gravity flow pipe culvert |
| CN111851578A (en) * | 2020-07-15 | 2020-10-30 | 中铁第一勘察设计院集团有限公司 | Local top plate reverse building structure of subway station for moving and changing gravity flow pipe culvert and construction method |
| CN113818431A (en) * | 2021-10-21 | 2021-12-21 | 东南大学溧阳研究院 | High-pressure jet grouting pile optimized construction method for protecting adjacent building |
| CN113818431B (en) * | 2021-10-21 | 2022-09-09 | 东南大学溧阳研究院 | High-pressure jet grouting pile optimized construction method for protecting adjacent building |
| CN115030136A (en) * | 2022-06-15 | 2022-09-09 | 中铁十一局集团有限公司 | Construction method for underground continuous wall with pipeline crossing foundation pit area |
| CN116398701A (en) * | 2023-04-23 | 2023-07-07 | 中铁十一局集团有限公司 | Improved large-diameter main water pipe traversing foundation pit protection structure and construction method thereof |
| CN116398701B (en) * | 2023-04-23 | 2024-01-02 | 中铁十一局集团有限公司 | Improved large-diameter main water pipe traversing foundation pit protection structure and construction method thereof |
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