CN109339079A - A kind of foundation pit water-stopping system and its construction technology close to river permeable stratum - Google Patents
A kind of foundation pit water-stopping system and its construction technology close to river permeable stratum Download PDFInfo
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- CN109339079A CN109339079A CN201811476537.XA CN201811476537A CN109339079A CN 109339079 A CN109339079 A CN 109339079A CN 201811476537 A CN201811476537 A CN 201811476537A CN 109339079 A CN109339079 A CN 109339079A
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- 238000010276 construction Methods 0.000 title claims abstract description 47
- 238000005516 engineering process Methods 0.000 title claims abstract description 11
- 239000004567 concrete Substances 0.000 claims abstract description 68
- 239000004927 clay Substances 0.000 claims abstract description 64
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 44
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 40
- 239000004746 geotextile Substances 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims description 18
- 238000005553 drilling Methods 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 15
- 230000002787 reinforcement Effects 0.000 claims description 12
- 239000011440 grout Substances 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 230000008569 process Effects 0.000 claims description 6
- 230000008595 infiltration Effects 0.000 claims description 4
- 238000001764 infiltration Methods 0.000 claims description 4
- 230000010412 perfusion Effects 0.000 claims description 4
- 239000000203 mixture Substances 0.000 claims description 3
- 230000000979 retarding effect Effects 0.000 claims description 3
- 238000007789 sealing Methods 0.000 abstract description 16
- 241000968069 Asterolecaniidae Species 0.000 abstract 1
- 230000000694 effects Effects 0.000 description 14
- 101150054854 POU1F1 gene Proteins 0.000 description 11
- 239000010410 layer Substances 0.000 description 11
- 238000001556 precipitation Methods 0.000 description 6
- 239000000463 material Substances 0.000 description 5
- 238000009412 basement excavation Methods 0.000 description 4
- 230000009471 action Effects 0.000 description 3
- 239000011241 protective layer Substances 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 241000209202 Bromus secalinus Species 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 2
- 238000005345 coagulation Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 235000013399 edible fruits Nutrition 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 238000004078 waterproofing Methods 0.000 description 2
- 208000002193 Pain Diseases 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 238000010009 beating Methods 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000003204 osmotic effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000000746 purification Methods 0.000 description 1
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- 239000000243 solution Substances 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
Abstract
The present invention provides a kind of foundation pit water-stopping system and its construction technology close to river permeable stratum, including set gradually cofferdam, protecting wall, mine dam, the second dewatering well, clay interlocking pile group, the first interlocking pile group；All dewatering wells, clay interlocking pile, plain concrete pile and reinforced concrete pile bottom enter impermeable stratum.According to foundation pit scale, engineering geology and hydrogeologic condition, cofferdam range and scale are determined；Code block protecting wall, is laid with waterproof geotextiles, piles up cofferdam, beat dewatering well, place suction pump in all dewatering wells, and water level is made in the dewatering well of remote river side to flow water level in dewatering well higher than bordering on the river；Build clay interlocking pile group；Build the interlocking pile group of reinforced concrete pile and plain concrete pile；Adjacent reinforced concrete stake and plain concrete pile wrap up unidirectional grouting sleeve valve pipe, build up the foundation pit water-stopping system close to river permeable stratum.The water-stopping system forms " besieging and chasing " to water by multiple tracks sealing defence line, effectively meets engineering sealing needs.
Description
Technical field
The invention belongs to technical field of building construction, be related to the engineering measure of a kind of foundation pit waterproof, sealing, in particular to one
Kind is close to river and stratum is the waterproof of the high permeable stratum base pit engineerings such as sandy gravel, measures of preventing water, can be widely applied to foundation pit
Sealing in engineering can also be applied to the waterproofing work of other foundation pits relatively high to waterproof requirement and buildings or structures.
Background technique
In engineering construction, waterproofing work is always the emphasis of engineering construction person's concern, is put into operation certainly to the later period and is runed, and is prevented
The quality of Hydraulic Projects has large effect to the links of engineering construction.Especially in deep-foundation pit engineering, waterproof measure
Engineering effort directly affects the safety of base pit engineering, therefore in base pit engineering, more especially for the base pit engineering close to waters
It needs to take effective waterproof measure, guarantees deep pit monitor.
To guarantee deep pit monitor, fender post+inner supporting structure is generally used in base pit engineering, foundation pit waterproof is generally using hole
The waterproof measures such as outer precipitation, diaphram wall, but for close to river and when stratum is the high water-permeabilities stratum such as sandy gravel, underground
Water penetration pressure is larger, and permeability is strong, and general waterproof measure may reduce waterproof effect under this biggish osmotic pressure
Fruit, or even failure.Diaphram wall measure needs slot grooving, is also needing to carry out mud off close to river region, still
In rich groundwater, the region that stratum is land pebble, there are grooving difficulty, mud off spillage problem etc. is unfavorable for underground company
Continuous wall slurry trench stability, difficulty of construction is big, and cannot be guaranteed construction quality, and water-stagnating effect is affected.
Summary of the invention
The object of the present invention is to provide a kind of foundation pit water-stopping systems suitable for close to river, high water-permeability stratum, are protecting
While demonstrate,proving construction quality, difficulty of construction is reduced.
It is a further object to provide a kind of construction technologies of above-mentioned foundation pit water-stopping system.
To achieve the above object, the technical scheme adopted by the invention is that: a kind of foundation pit close to river permeable stratum stops
Water system, including set gradually cofferdam, protecting wall, mine dam, second collection drainage facility, the second interlocking pile group, the first interlocking pile
Group) and the first collection drainage facility；
Cofferdam is piled up by reinforced gabion, and the lower part in cofferdam is located at the water surface in river or less；Protecting wall by clay bag code build and
At；Waterproof layer is formed by waterproof geotextile laying, and waterproof layer is between protecting wall and river levee；Second collection drainage facility by setting side by side
The second dewatering well of at least a bite set is constituted；Second interlocking pile group is made of multiple clay interlocking piles；First interlocking pile group is by more
A plain concrete pile and multiple reinforced concrete piles composition, plain concrete pile and the setting of reinforced concrete pile interval, and it is adjacent
Plain concrete pile and reinforced concrete pile are mutually twisted；Second dewatering well, clay interlocking pile, plain concrete pile and armored concrete
Foundation pit bottom surface is protruded into hereinafter, into impermeable stratum in the bottom of stake.
Another technical solution of the present invention is: a kind of above-mentioned foundation pit water-stopping system close to river permeable stratum
Construction technology, specifically sequentially include the following steps:
1) according to the scale of foundation pit, engineering geology and hydrogeologic condition, the range and scale in cofferdam are determined；
2) clay is packed into woven bag, forms clay bag；The clay bag is built along river levee code, constitutes protecting wall, and protecting wall is towards river
The side of dike is laid with waterproof geotextiles, forms waterproof layer；
3) cofferdam made of being piled up in protecting wall away from the side of river levee setting reinforced gabion,
4) at least the second dewatering well of a bite is beaten between river levee and the foundation pit region of delimitation, is placed and is drawn water in all dewatering wells
Pump controls the water level in the second dewatering well, and remote river side water level is made in the second dewatering well to flow side water level higher than bordering on the river；
5) according to engineering geology and hydrological geological conditions, the diameter and occlusion amount of clay interlocking pile are determined, and in determining foundation pit
The outside of fender post determines to cut and seeps axial location；Centered on this section infiltration axis, construction guidance wall；Then, true along the guiding wall
The stake position for determining clay interlocking pile is drilled in the stake position of determining clay interlocking pile using full circle swinging casing drilling method, is made under casing
End enters impermeable stratum；In boring procedure, soil is taken in drilling along internal surface of sleeve pipe, casing pierces whole hole after design stake holes absolute altitude；
Passage is placed in drilling, then pass through passage back-filling in layers clay and hammers compacting, promotes guide while backfilling
Pipe, builds up a root clay interlocking pile；Then it is viscous that drilling above-mentioned, backfill are repeated on the adjacent stake position of the clay interlocking pile built up
The process of soil, builds up the second root clay interlocking pile；And so on, until build up the second interlocking pile group, from building the second root clay
Interlocking pile rises, and needs to cut off the occlusion portion of previous root clay interlocking pile before construction；
6) construction reinforced bar concrete and plain concrete interlocking pile
A. according to design data, stake position, stake diameter and the occlusion amount in the second interlocking pile group, assembling reinforcement concrete are determined at the scene
Steel reinforcement cage used in stake.
According to scheduled retarding time, the addition content for determining retarder in plain concrete is tested；
B. plain concrete pile stake holes is beaten, will be poured into the plain concrete pile stake holes mixed with the concrete of retarder, until designed elevation
Perfusion is terminated afterwards；Continue next plain concrete pile of constructing, until completing the construction of all plain concrete piles；
C. the occlusion portion of the plain concrete pile of the reinforced concrete pile stake holes two sides to be beaten is cut；Then, construction steel
Rib concrete pile, the reinforced concrete pile are engaged with plain concrete pile formation；After the completion of all reinforced concrete piles are built,
The top surface of the occlusion portion of all reinforced concrete piles and plain concrete pile drills downwards, penetrates list in all holes being drilled to
To grouting sleeve valve pipe, the upper end of unidirectional grout mini-valve tube is exposed outside stake top, builds up the foundation pit sealing system close to river permeable stratum
System.
Foundation pit water-stopping system of the present invention can play a very good protection to deep pit monitor, have the advantages that
1) reinforced gabion cofferdam is set after the river levee code of closing foundation ditch side builds clay bag, seepage action of ground water can be controlled in source,
External source is greatly reduced to the adverse effect after excavation of foundation pit.
2) cofferdam uses reinforced gabion, and material price is cheap, pollution-free, convenient for construction, and after the completion of construction, according to engineering
It needing to be recycled reinforced gabion, clay bag uses general woven bag, and built-in clay material, water isolating is good,
Pollution-free and cheap, clay can reuse, and reduce project cost.
3) dewatering well shuts off to underground water on seepage channel, this is permeated for through the first line of defence
Water carry out ejectment of shutting off, directly the security risk of water is discharged other than works scope, substantially increases the safety of foundation pit.It should
Scheme construction is simple, water-stagnating effect is good, can continue to play in construction period to draw drainage.It is deep that precipitation well depth is greater than foundation pit
Degree makes underground water under hydraulic gradient effect from foundation pit to dewatering well seepage flow.
4) foundation pit two sides use anisobaric precipitation, make after excavation of foundation pit under the action of lateral water pressure, and reduction is bordered on the river stream
Side group cheats the trend toppled over into foundation pit, reduces the axle power of internal support of foundation pit to a certain extent.
5) clay material used in clay interlocking pile, water isolating is good, is occlusive state between stake and stake, encloses the infiltration of water
Circulation road, waterproof, water-stagnating effect are good.And clay not will cause fugitive dust, not can cause environmental pollution.
6) clay material performance is relatively stable, can should not be played for a long time sealing effect by the corrosion of harmful ion in water.
7) clay stake formation of pile is convenient for mechanical execution, improves efficiency, and saves the time, pile is high-efficient, and effect is good, is easy to
Guarantee construction quality.
8) fender post is engaged supporting with plain concrete pile using reinforced concrete pile, forms last one of sealing barrier, and
Unidirectional grout mini-valve tube is buried after the drilling of occlusion position, slip casting is carried out when there is leakage problem for later period occlusion position and adds
Gu being later period repairing and reinforcing reservation conditions.
9) concrete and plain concrete occlusion structure, can not only play the role of waterproof, and integrally formed foundation pit
Building enclosure, rigidity significantly improve, and are greatly improved the stability of foundation pit.
10) in foundation pit enclosure structure calculating, consider contribution of the part plain concrete pile to reinforced concrete pile rigidity, it can
To reduce the section direct stress of reinforced concrete pile, to reduce certain arrangement of reinforcement, saving construction cost.
Detailed description of the invention
Fig. 1 is the schematic diagram of foundation pit water-stopping system of the present invention.
Fig. 2 is the top view of Fig. 1.
Fig. 3 foundation pit two sides anisobaric precipitation schematic diagram.
In figure: 1. foundation pits, 2. first dewatering wells, 3. first interlocking pile groups, 4. second interlocking pile groups, 5. second dewatering wells,
6. waterproof layer, 7. protecting walls, 8. cofferdam, 9. clay interlocking piles, 10. plain concrete piles, 11. reinforced concrete piles, 12. one-way sealings
Seal mini-valve tube.
Specific embodiment
The following describes the present invention in detail with reference to the accompanying drawings and specific embodiments.
As depicted in figs. 1 and 2, foundation pit water-stopping system of the present invention, including set gradually cofferdam 8, protecting wall 7, waterproof layer
6, the second collection drainage facility, the second interlocking pile group 4, the first interlocking pile group 3 and the first collection drainage facility；
Cofferdam 8 is piled up by reinforced gabion, and the lower part in cofferdam 8 is located at the water surface in river or less.Protecting wall 7 is built by clay bag code
It forms.Waterproof layer 6 is formed by waterproof geotextile laying, and waterproof layer 6 is between protecting wall 7 and river levee.Second collection drainage facility by
At least the second dewatering well 5 is constituted flatly, and all second dewatering wells 5 are located between protecting wall 7 and the second interlocking pile group 4.Second stings
Stake group 4 is closed to be made of multiple clay interlocking piles 9.First interlocking pile group 3 is by multiple plain concrete piles 10 and multiple armored concrete
Stake 11 forms, plain concrete pile 10 and the setting of the interval of reinforced concrete pile 11, and adjacent plain concrete pile 10 and reinforced concrete
Native stake 11 is mutually twisted, and the occlusion position of plain concrete pile 10 and reinforced concrete pile 11 is embedded with unidirectional grout mini-valve tube 12.
For first collection drainage facility by least the first dewatering well 2 forms flatly, all first dewatering wells 2 are located at side group in the first interlocking pile group 3
It cheats in 1 range, the first dewatering well 2 is gradually removed with excavation of foundation pit.
The bottom of first dewatering well 2, the second dewatering well 5, clay interlocking pile 9, plain concrete pile 10 and reinforced concrete pile 11
Portion protrudes into 1 bottom surface of foundation pit hereinafter, into impermeable stratum.First dewatering well 2 is located in foundation pit 1.
The present invention also provides a kind of construction technologies of above-mentioned foundation pit water-stopping system, specifically sequentially include the following steps:
1) according to the scale, engineering geology and hydrogeologic condition of foundation pit 1, the range and scale in cofferdam 8 are determined；
2) clay is filled into woven bag, forms clay bag；The clay bag is built along river levee code, constitutes protecting wall 7, protecting wall 7
Waterproof geotextiles are laid with towards the side of river levee, form waterproof layer 6, waterproof layer 6 is between protecting wall 7 and river levee；
3) it is piled up away from the side of river levee setting reinforced gabion into cofferdam 8 in protecting wall 7, the diameter of reinforcing bar used in steel reinforcement cage,
It is determined according to calculating；The reinforced gabion made is lifted into design position, is put into and is piled up cofferdam 8 in river and be located at underwater
Part, cofferdam 8 is located at the part on the water surface can be constructed using two methods: first is that directly being carried out with the reinforced gabion made
It piles up；Second is that first postponing reinforcing bar cage hoisting in place, then stone is loaded into gabion；
4) at least one second dewatering well 5 of injection between river levee and foundation pit 1, when the quantity of the second dewatering well 5 is more than two mouthfuls,
The line and protecting wall 7 of all second dewatering wells 5 are arranged in the same direction, at least one first drop is beaten in the region of the foundation pit 1 of delimitation
Well 2, when the quantity of the first dewatering well 2 is more than two mouthfuls, the line and protecting wall 7 of all first dewatering wells 2 are arranged in the same direction；Phase
The distance between two neighboring second dewatering well 5 of the distance between adjacent two the first dewatering wells 2 is provided according to Hydrogeologic Survey
Material determines, places suction pump in all dewatering wells, the water being pooled in dewatering well is guided to drainage system, is first precipitated
Purification, it is ensured that reach discharge standard,
It controls to border on the river in the second dewatering well 5 and flows the water level of side and remote river side, remote river side water level is kept to flow side water higher than bordering on the river
Position makes 1 two sides of foundation pit keep lateral water pressure centainly poor, flows lateral foundation pit 1 as shown in figure 3, reducing and bordering on the river after foundation pit 1 excavates
The trend inside toppled over；
If cofferdam soil lateral pressure is E1, remote river side soil lateral pressure is E2, borders on the river and flows the construction on side wall weir and will increase laterally
Soil pressure, and consolidation settlement has been completed in remote river side stratum, soil lateral pressure wants small with respect to the soil lateral pressure in cofferdam, and E2 <
E1, after excavation of foundation pit, under E1 effect, retaining design have it is whole roll trend to remote river, using two sides anisobaric precipitation,
Make remote river side water level H2Side water level H is flowed higher than bordering on the river1, lateral water pressure(γwFor the severe of water),
MeetWhen equation, the trend that foundation pit 1 is toppled over inwardly can be greatly reduced.
5) according to engineering geology and hydrological geological conditions, the diameter and occlusion amount of clay interlocking pile 9 are determined, and is enclosed in foundation pit
On the outside of fender pile, determines to cut and seep axial location；Centered on this section infiltration axis, construction guidance wall；Then, it is determined along the guiding wall viscous
The stake position of native interlocking pile 9；It drills in determining stake position, drilling uses full circle swinging casing drilling, pushes in revolution driving casing
Casing, for the interface between casing and casing using being threadedly coupled, lower end enters impermeable stratum；In boring procedure, along casing
Inner wall takes soil in drilling, and casing pierces whole hole after design stake holes absolute altitude；Passage is placed in drilling, then passes through passage
Back-filling in layers clay simultaneously hammers compacting, promotes passage while backfilling, builds up a root clay interlocking pile 9；Then it is building up
The adjacent stake position of clay interlocking pile 9 on repeat the process of drilling above-mentioned, backfill clay, build up the second root clay interlocking pile 9；
And so on, until building up the second interlocking pile group 4, from building the second root clay interlocking pile 9, needed before construction by previous root clay
The occlusion portion of interlocking pile 9 is cut off, and root clay interlocking pile 9 latter in this way and previous root clay interlocking pile 9 form new occlusion；
The second interlocking pile group 4 that more root clay interlocking piles 9 are formed has fully considered engineering geology and hydrogeologic condition, is come with this
Determine stake diameter and occlusion amount.Construction machinery used is full circle swinging all casing drill, and mature technology, once construction is completed to grow
Phase plays sealing effect.
6) construction reinforced bar concrete and plain concrete interlocking pile
A. according to design data, stake position, stake diameter and the occlusion amount in the second interlocking pile group 3, in advance assembling reinforcement are determined at the scene
Steel reinforcement cage used in concrete-pile 11 carries out the test of retarder addition content, according to scheduled retarding time, tests and determines plain coagulation
The addition content of retarder in soil；
B. using drill-pouring piling method or other construction methods construction plain concrete pile: beating plain concrete pile stake holes, will configure
Good concrete pours into the plain concrete pile stake holes, until terminating perfusion after designed elevation；Continue next plain concrete of constructing
Stake 10, until building up all plain concrete piles；
C. cast-in-situ bored pile or other method construction reinforced bar concrete-piles 11: drive reinforced concrete piles stake holes are used, according to determination
Occlusion amount the occlusion portion of the plain concrete pile 10 of the reinforced concrete pile stake holes two sides to be beaten is cut, in plain coagulation
It is exactly cutting for convenience at this time that retarder is added in soil, and steel reinforcement cage is hung after the completion of stake holes, and steel reinforcement cage placement will meet perpendicular
Requirement to verticality, later concrete perfusion are gradually completing the construction of reinforced concrete pile 11, and with 10 shape of plain concrete pile
At occlusion；Until after building up all reinforced concrete piles 11；In stinging for all reinforced concrete piles 11 and plain concrete pile 10
The top surface for closing part drills downwards, and the depth in the hole is long identical as the stake of reinforced concrete pile 11, then in all holes being drilled to
Unidirectional grout mini-valve tube 12 is inside penetrated, the upper end of unidirectional grout mini-valve tube 12 is exposed outside stake top, and later period mortar depositing construction is convenient for, single
It is blocked to 12 nozzle nut cap of grouting sleeve valve pipe, sundries is avoided to enter Grouting Pipe and block；Build up the base close to river permeable stratum
Cheat water-stopping system.
The building enclosure that foundation pit enclosure stake uses reinforced concrete pile to combine with plain concrete interlocking pile.Fender post is main
For resisting soil lateral pressure, independent concrete-pile can be equivalent to rectangular beam and be calculated, and section resistance moment is,
The rigidity for considering plain concrete pile, is combined into integrated member with two sides reinforced concrete pile group respectively from kernel of section, cuts after combination
Face resistance moment are as follows:
B=0.8d, h=0.8d, b1=r-c, h1=r；
In formula: b is the cross-sectional width that fender post is equivalent to rectangular beam；H is the depth of section that fender post is equivalent to rectangular beam；D is
Fender post diameter；b1For plain concrete pile equivalent width；h1For plain concrete pile height equivlent；R is plain concrete pile radius；C is
Occlusion portion bit width.
Under the effect of identical soil lateral pressure, moment M that foundation pit two sides soil generates fender post1=M2, section direct stress, because of W2>W1, so section direct stress σ2<σ1, the amount of reinforcement of reduction, reach saving construction cost
Purpose.
Foundation pit water-stopping system of the present invention, first after the river levee code of 1 side of closing foundation ditch builds clay bag, setting reinforced gabion is piled up
Made of cofferdam 8, as first of sealing defence line；Build again the second collection drainage facility that at least two mouthful of second dewatering well 5 forms and
The first collection drainage facility that at least two mouthful of first dewatering well 2 forms makes the underground in 1 range of foundation pit as second sealing defence line
Water collects to dewatering well, and with suction pump by dewatering well ponding extract out, introduce drainage of foundation pit system, dewatering well spacing according to
Underground hydrological condition determines.Foundation pit 1, which borders on the river, flows side and remote river side using anisobaric precipitation, keeps remote river side water level to be higher than and faces
River side water level makes 1 two sides of foundation pit keep lateral water pressure centainly poor, reduces to border on the river after foundation pit 1 excavates and flow in lateral foundation pit 1
The trend toppled over；The injection clay interlocking pile on the outside of 1 fender post of foundation pit forms the second interlocking pile group 4, anti-as third road sealing
Line.For the water-stagnating effect for ensuring base 1, foundation pit enclosure stake is formed using reinforced concrete pile 11 and the interval of plain concrete pile 10
First interlocking pile group 3 forms the 4th sealing defence line.In interlocking pile work progress, plain concrete pile 10 of first constructing, and it is mixed in element
A certain amount of retarder is added in solidifying soil, when being convenient for subsequent construction reinforced concrete pile 11, occlusion position is cut.Construction
Occlusion position is a weak link in the process, due to construction error, can exist occlusion amount not enough, occlusion position there is crack etc.
Phenomenon, for the quality problems at occlusion position, construction technology of the present invention is stung reinforced concrete pile 11 and plain concrete pile 10
The pre-buried unidirectional grout mini-valve tube 12 in position is closed, when mass defect occurs in occlusion position, can be carried out by grouting sleeve valve pipe 12
Occlusion position, the mass defect at repairing occlusion position, to guarantee the water-stagnating effect of interlocking pile are reinforced in slip casting.Clay interlocking pile 9
For flexible structure, allow to have certain deformation without failing, reinforced concrete pile 11 and plain concrete pile 10 are rigid structure, can
To play support action to foundation pit 1, the two composition " rigidity+flexible " structure has preferable engineering to imitate 1 sealing of foundation pit and supporting
Fruit.The multiple tracks foundation pit sealing defence line of setting forms " besieging and chasing " to water, can effectively meet engineering sealing needs.
In second dewatering well, 5 pump process, as water level reduces, seepage flow head is gradually increased, and in river levee and second
Between dewatering well 5, the intracorporal pore pressure of soil is gradually reduced, and protective layer 6 can be in pump process, and even closer is attached to river
On dike, weaken river water seepage flow significantly.Protecting wall 7 is pressed on 6 outside of protective layer, prevents protective layer 6 from being washed away by water, while protecting wall
7 can also separate the direct contact of external source and river levee to a certain extent, play the role of the water proof from source.
Claims (4)
1. a kind of foundation pit water-stopping system close to river permeable stratum, which is characterized in that including the cofferdam (8), anti-set gradually
Revetment (7), mine dam (6), the second collection drainage facility, the second interlocking pile group (4) and the first interlocking pile group (3)；
Cofferdam (8) is piled up by reinforced gabion, and the lower part of cofferdam (8) is located at the water surface in river or less；Protecting wall (7) is by clay
Bag code is built；Waterproof layer (6) is formed by waterproof geotextile laying, and waterproof layer (6) is located between protecting wall (7) and river levee；The
Two collection drainage facilities are made of at least the second dewatering well of a bite (5) being arranged side by side；Second interlocking pile group (4) is engaged by multiple clays
Stake (9) composition；First interlocking pile group (3) is made of multiple plain concrete piles (10) and multiple reinforced concrete piles (11), and element is mixed
Solidifying soil stake (10) and the setting of reinforced concrete pile (11) interval, and adjacent plain concrete pile (10) and reinforced concrete pile (11)
It is mutually twisted；Second dewatering well (5), clay interlocking pile (9), the bottom of plain concrete pile (10) and reinforced concrete pile (11) are equal
Foundation pit (1) bottom surface is protruded into hereinafter, into impermeable stratum.
2. the foundation pit water-stopping system according to claim 1 close to river permeable stratum, which is characterized in that plain concrete pile
(10) and the occlusion position of reinforced concrete pile (11) is embedded with unidirectional grout mini-valve tube (12).
3. a kind of construction technology of the foundation pit water-stopping system described in claim 1 close to river permeable stratum, which is characterized in that
The construction technology specifically sequentially includes the following steps:
1) according to the scale, engineering geology and hydrogeologic condition of foundation pit (1), the range and scale in cofferdam (8) are determined；
2) clay is packed into woven bag, forms clay bag；The clay bag is built along river levee code, is constituted protecting wall (7), protecting wall (7)
Waterproof geotextiles are laid with towards the side of river levee, are formed waterproof layer (6)；
3) cofferdam (8) made of being piled up in protecting wall (7) away from the side of river levee setting reinforced gabion,
4) at least the second dewatering well of a bite (5) is beaten between river levee and the foundation pit of delimitation (1) region, is placed in all dewatering wells
Suction pump, the water level in control the second dewatering well (5), makes in the second dewatering well (5) remote river side water level flow side water higher than bordering on the river
Position；
5) according to engineering geology and hydrological geological conditions, the diameter and occlusion amount of clay interlocking pile (9) are determined, and in determining base
The outside of pit enclosure stake determines to cut and seeps axial location；Centered on this section infiltration axis, construction guidance wall；Then, along the guiding wall
The stake position for determining clay interlocking pile (9) is drilled using full circle swinging casing drilling method in the stake position of determining clay interlocking pile (9),
Lower end is set to enter impermeable stratum；In boring procedure, soil is taken in drilling along internal surface of sleeve pipe, casing pierces design stake holes absolute altitude
Whole hole afterwards；Passage is placed in drilling, then pass through passage back-filling in layers clay and hammers compacting, is mentioned while backfilling
Passage is risen, a root clay interlocking pile (9) is built up；Then it is repeated on the adjacent stake position of the clay interlocking pile (9) built up aforementioned
Drilling, backfill clay process, build up the second root clay interlocking pile (9)；And so on, until building up the second interlocking pile group
(4), it from building the second root clay interlocking pile (9), needs to cut off the occlusion portion of previous root clay interlocking pile (9) before construction；
6) construction reinforced bar concrete and plain concrete interlocking pile
A. according to design data, stake position, stake diameter and the occlusion amount in the second interlocking pile group (3) are determined at the scene, and assembling reinforcement is mixed
Steel reinforcement cage used in solidifying soil stake (11)；
According to scheduled retarding time, the addition content for determining retarder in plain concrete is tested；
B. plain concrete pile stake holes is beaten, will be poured into the plain concrete pile stake holes mixed with the concrete of retarder, until designed elevation
Perfusion is terminated afterwards；Continue next plain concrete pile (10) of constructing, until completing the construction of all plain concrete piles (10)；
C. the occlusion portion of the plain concrete pile (10) of the reinforced concrete pile stake holes two sides to be beaten is cut；Then, it applies
Work reinforced concrete pile (11), the reinforced concrete pile (11) are formed with plain concrete pile (10) and are engaged；All reinforced concretes
It is downward in all reinforced concrete piles (11) and the top surface of the occlusion portion of plain concrete pile (10) after the completion of native stake (11) is built
Drilling, penetrates unidirectional grout mini-valve tube (12) in all holes being drilled to, and stake is exposed in the upper end of unidirectional grout mini-valve tube (12)
Top is outer, builds up the foundation pit water-stopping system close to river permeable stratum.
4. a kind of foundation pit water-stopping system and construction technology close to river permeable stratum according to claim 3, feature
It is, in the step 6), the placement of steel reinforcement cage need to meet the requirement of vertical verticality, later first in the river levee of closing foundation ditch side
Code builds clay bag, and reinforced gabion cofferdam is arranged later.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258606A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Projecting wall encloses well construction |
| CN110468860A (en) * | 2019-09-18 | 2019-11-19 | 南水北调中线干线工程建设管理局 | For the water sealing structure between underwater canopy cofferdam bottom panel and lining cutting |
| CN112195938A (en) * | 2020-09-04 | 2021-01-08 | 北京市轨道交通建设管理有限公司 | Treatment method for water seepage of occlusive pile |
| CN114673185A (en) * | 2022-04-11 | 2022-06-28 | 安徽水安建设集团股份有限公司 | Comprehensive anti-seepage system for temporary road for construction of temporary channel and construction method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08269948A (en) * | 1995-03-29 | 1996-10-15 | Kiso Koji Kk Saitougumi | Pile head treatment method for site construction pile |
| JPH09328748A (en) * | 1996-06-07 | 1997-12-22 | Masaharu Ookawa | Pile cap of reinforced concrete pile, base plate of pile cap, and construction method for reinforced concrete pile |
| CN102011397A (en) * | 2010-11-09 | 2011-04-13 | 中安泰达建设发展(北京)有限公司 | Construction process of concrete form water-stopping occlusion pile |
| CN103255764A (en) * | 2013-05-22 | 2013-08-21 | 浙江省地质矿产工程公司 | Construction method for vibrating sunken tube construction secant pile wall |
| CN104404960A (en) * | 2014-11-26 | 2015-03-11 | 中建三局第二建设工程有限责任公司 | Grouting device for joint of underground diaphragm wall and construction method |
| CN104480929A (en) * | 2014-10-17 | 2015-04-01 | 中建四局第六建筑工程有限公司 | Pile and wall integrated construction method for applying occlusive pile into permanent basement external wall |
| CN209260739U (en) * | 2018-12-05 | 2019-08-16 | 中铁科学研究院有限公司 | A kind of foundation pit water-stopping system close to river permeable stratum |
-
2018
- 2018-12-05 CN CN201811476537.XA patent/CN109339079B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08269948A (en) * | 1995-03-29 | 1996-10-15 | Kiso Koji Kk Saitougumi | Pile head treatment method for site construction pile |
| JPH09328748A (en) * | 1996-06-07 | 1997-12-22 | Masaharu Ookawa | Pile cap of reinforced concrete pile, base plate of pile cap, and construction method for reinforced concrete pile |
| CN102011397A (en) * | 2010-11-09 | 2011-04-13 | 中安泰达建设发展(北京)有限公司 | Construction process of concrete form water-stopping occlusion pile |
| CN103255764A (en) * | 2013-05-22 | 2013-08-21 | 浙江省地质矿产工程公司 | Construction method for vibrating sunken tube construction secant pile wall |
| CN104480929A (en) * | 2014-10-17 | 2015-04-01 | 中建四局第六建筑工程有限公司 | Pile and wall integrated construction method for applying occlusive pile into permanent basement external wall |
| CN104404960A (en) * | 2014-11-26 | 2015-03-11 | 中建三局第二建设工程有限责任公司 | Grouting device for joint of underground diaphragm wall and construction method |
| CN209260739U (en) * | 2018-12-05 | 2019-08-16 | 中铁科学研究院有限公司 | A kind of foundation pit water-stopping system close to river permeable stratum |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258606A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Projecting wall encloses well construction |
| CN110468860A (en) * | 2019-09-18 | 2019-11-19 | 南水北调中线干线工程建设管理局 | For the water sealing structure between underwater canopy cofferdam bottom panel and lining cutting |
| CN112195938A (en) * | 2020-09-04 | 2021-01-08 | 北京市轨道交通建设管理有限公司 | Treatment method for water seepage of occlusive pile |
| CN114673185A (en) * | 2022-04-11 | 2022-06-28 | 安徽水安建设集团股份有限公司 | Comprehensive anti-seepage system for temporary road for construction of temporary channel and construction method |
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| CN109339079B (en) | 2023-12-22 |
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