CN114232668A - Water sealing structure for anchorage support - Google Patents
Water sealing structure for anchorage support Download PDFInfo
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- CN114232668A CN114232668A CN202111450102.XA CN202111450102A CN114232668A CN 114232668 A CN114232668 A CN 114232668A CN 202111450102 A CN202111450102 A CN 202111450102A CN 114232668 A CN114232668 A CN 114232668A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 119
- 238000007789 sealing Methods 0.000 title claims abstract description 60
- 230000002787 reinforcement Effects 0.000 claims description 35
- 239000002002 slurry Substances 0.000 claims description 18
- 229910000831 Steel Inorganic materials 0.000 claims description 16
- 239000010959 steel Substances 0.000 claims description 16
- 239000004568 cement Substances 0.000 claims description 10
- 239000011398 Portland cement Substances 0.000 claims description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 38
- 230000000694 effects Effects 0.000 abstract description 11
- 238000005507 spraying Methods 0.000 description 19
- 238000000034 method Methods 0.000 description 18
- 230000002829 reductive effect Effects 0.000 description 11
- 238000005553 drilling Methods 0.000 description 10
- 230000008569 process Effects 0.000 description 8
- 239000002689 soil Substances 0.000 description 8
- 238000004519 manufacturing process Methods 0.000 description 6
- 101150054854 POU1F1 gene Proteins 0.000 description 5
- 239000004567 concrete Substances 0.000 description 5
- 238000004140 cleaning Methods 0.000 description 4
- 238000011010 flushing procedure Methods 0.000 description 4
- 239000011440 grout Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000003801 milling Methods 0.000 description 3
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 230000000670 limiting effect Effects 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 230000002441 reversible effect Effects 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 238000003860 storage Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 239000003638 chemical reducing agent Substances 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 229910003460 diamond Inorganic materials 0.000 description 1
- 239000010432 diamond Substances 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 230000036961 partial effect Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000004065 semiconductor Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—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
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- Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
A water sealing structure for anchor support is arranged in a foundation pit in a stratum and comprises a plurality of pile foundations arranged on the periphery of the foundation pit, connecting piles arranged between adjacent pile foundations, grouting water-stopping curtains arranged at the bottom ends of the pile foundations and the connecting piles, and second water-stopping members arranged on the outer sides of the connecting parts between the pile foundations and the connecting piles; the pile foundation and the connecting pile are sequentially connected in a circulating mode at intervals and are enclosed to form a water sealing structure. By adopting the technical scheme, the water stopping device has a good water stopping effect and is high in construction efficiency.
Description
[ technical field ] A method for producing a semiconductor device
The invention relates to the technical field of bridge foundation engineering, in particular to a water sealing structure for anchorage support.
[ background of the invention ]
The strong permeable stratum is gradually eroded by underground water flow to form eroded grooves or karst caves, has abundant underground water, and is even communicated with nearby rivers under the water-rich engineering environment of crossing rivers, canyons and the like. When the bridge pile foundation construction is carried out in a karst area, the phenomenon of strong water permeability is often encountered, and great adverse effect is caused on the normal construction of the pile foundation; meanwhile, the construction site is often influenced by tides, the water flow of the construction site is more turbulent during the rising tide and the falling tide, the time for leveling the tide in one day is shorter, and the time period of relatively stable tide level is short.
The existing waterproof curtain is formed by constructing a plurality of mutually-meshed reinforced concrete piles outside a foundation pit side by side, can meet the requirement of foundation pit water stopping under the general condition, but cannot meet the requirement of water stopping when a strong permeable stratum is under the unstable condition of a tide level, cannot meet the operation of a dry groove in the foundation pit, and influences the construction progress and the construction quality.
[ summary of the invention ]
Aiming at the defects in the prior art, the application aims to provide the construction method of the anchorage supporting and water sealing structure, which has a better water stopping effect and high construction efficiency.
In order to achieve the purpose, the invention provides the following technical scheme:
a water sealing structure for anchor support is arranged in a foundation pit in a stratum and comprises a plurality of pile foundations arranged on the periphery of the foundation pit, connecting piles arranged between adjacent pile foundations, first water sealing components arranged at the bottom ends of the pile foundations and the connecting piles, and second water sealing components arranged on the outer sides of the joints of the pile foundations and the connecting piles; the pile foundation with the connection stake is interval cyclic connection in proper order and encloses and covers and form and seal water structure.
The invention is further configured to: the pile foundation is including first steel reinforcement cage and be fixed in the first pre-buried pipe of first steel reinforcement cage preset position, the connection stake is including the second steel reinforcement cage and be fixed in the second pre-buried pipe of second steel reinforcement cage preset position.
The invention is further configured to: the first embedded pipe is welded in the horizontal inner side of the first reinforcement cage, and the second embedded pipe is welded in the horizontal inner side of the second reinforcement cage.
The invention is further configured to: the distance range from the bottom end ports of the first embedded pipe and the second embedded pipe to the bottom end of the slotted hole is 150-250 mm.
The invention is further configured to: and a plurality of grouting holes for forming the first water stopping component are drilled in pile crowns of the pile foundation and the connecting pile, the grouting holes respectively penetrate through the pile crowns of the pile foundation and the connecting pile, and the bottom ends of the grouting holes are respectively communicated with the first embedded pipe and the second embedded pipe.
The invention is further configured to: the axial direction of the grouting hole, the axial direction of the pile foundation and the axial direction of the connecting pile are parallel to each other.
The invention is further configured to: the grouting holes are alternately arranged between two side edges of the pile foundation and the connecting pile.
The invention is further configured to: the edge of the grouting hole on at least one side of the connecting pile is tangent to the edge of the pile foundation.
The invention is further configured to: the cross section of connecting the stake sets up for the strip, the width of connecting the stake is less than the diameter of pile foundation, the length of connecting the stake is greater than the diameter of pile foundation.
The invention is further configured to: the second water stopping member is a high-pressure jet grouting pile which is constructed by adopting a single-pipe high-pressure jet grouting.
The invention is further configured to: the distance range from the high-pressure jet grouting pile to the connection part between the pile foundation and the connecting pile is 0.3-0.4 m, and the reinforcing range of the high-pressure jet grouting pile is 2-23.1 m.
The invention is further configured to: the high-pressure jet grouting pile is made of ordinary portland cement, and the water-cement ratio of the slurry of the ordinary portland cement is set to be 1: 1.
the invention is further configured to: the water sealing structure is formed by alternately meshing and connecting the pile foundation and the connecting pile into a ring.
Compared with the prior art, the invention has the following advantages:
1. the pile foundations and the connecting piles are sequentially connected in a circulating mode at intervals and are enclosed to form a water sealing structure, so that a soil layer on the outer side of the foundation pit is reinforced, the situations of cofferdam landslide and collapse are effectively prevented, and the anchor is supported; meanwhile, a complete waterproof curtain system is formed together with the first waterproof member and the second waterproof member, the number of high-pressure jet grouting piles and grouting holes which need to be constructed is reduced, the construction cost is reduced, and the construction efficiency of the waterproof curtain is improved;
2. the connecting pile is a square pile, is different from a circular diaphragm wall water sealing structure, and is lapped with a pile foundation to form a milling joint, so that the measure that the rigidity of the water sealing structure is enhanced by adopting a reverse construction method to construct a lining when the circular diaphragm wall water sealing structure is constructed is overcome, a steel bar connecting piece is not required to be pre-embedded when a water sealing structure steel bar is manufactured, the construction process is reduced, the construction period is shortened, and the water sealing structure damage caused by lining construction is prevented;
3. compared with the existing scheme, the scheme is easier to form a water sealing structure, the required materials of the water sealing structure are reduced, and the manufacturing cost of the water sealing structure is reduced;
4. in a loose and slightly dense soil layer, the high-pressure jet grouting pile has higher forming cost and poor seepage-proofing effect, and compared with the existing scheme, the high-pressure jet grouting pile can realize better water-stopping effect by only a small amount of high-pressure jet grouting piles, thereby reducing the cost and being quicker to construct;
5. the first embedded pipe and the second embedded pipe are respectively fixed in the first reinforcement cage and the second reinforcement cage in advance, so that the first embedded pipe and the second embedded pipe are respectively embedded in the pile hole and the connecting groove, the embedded pipes do not need to be additionally installed, and the workload of construction engineering is reduced;
6. the positions of the high-pressure jet grouting pile and the grouting hole are arranged, so that the water stopping effect of the first water stopping member and the second water stopping member on the anchor support is maximized; meanwhile, the first water stopping component and the second water stopping component are matched with the periphery of the dewatering well to construct a double water stopping curtain.
[ description of the drawings ]
Fig. 1 is a partial schematic view of a connecting pile and a pile foundation of the present embodiment;
FIG. 2 is a sectional view of the present embodiment 1;
FIG. 3 is a sectional view of the present embodiment 2;
FIG. 4 is a construction flowchart of the present embodiment;
fig. 5 is a construction flowchart of the first water stop member of the present embodiment;
fig. 6 is a construction flowchart of the second water stop member of the present embodiment.
Reference numerals: 1. a foundation pit; 2. a pile foundation; 3. connecting piles; 4. grouting holes; 5. spirally spraying holes; 61. a first pre-buried pipe; 62. a second pre-buried pipe; 7. a second-stage groove; 8. a first water stopping member; 9. a second water stop member.
[ detailed description ] embodiments
The present invention is further described with reference to the drawings and the exemplary embodiments, wherein like reference numerals are used to refer to like elements throughout. In addition, if a detailed description of the known art is not necessary to show the features of the present invention, it is omitted.
As shown in fig. 1 and 3, the water sealing structure for anchor support disclosed by the invention is arranged in a foundation pit 1 in a stratum, the foundation pit 1 is provided with a plurality of dewatering wells, and the water sealing structure further comprises a plurality of pile foundations 2 arranged on the periphery of the foundation pit 1, connecting piles 3 arranged between adjacent pile foundations 2, first water sealing members 8 arranged at the bottom ends of the pile foundations 2 and the connecting piles 3, and second water sealing members 9 arranged at the outer sides of the joints of the pile foundations 2 and the connecting piles 3; the pile foundations 2 and the connecting piles 3 are sequentially connected in a circulating mode at intervals and are enclosed to form a water sealing structure, the soil layer on the outer side of the foundation pit 1 is reinforced, the situations of cofferdam landslide and collapse are effectively prevented, and the anchor is supported; meanwhile, a complete waterproof curtain system is formed together with the first waterproof member 8 and the second waterproof member 9, the number of high-pressure jet grouting piles and grouting holes 4 required to be constructed is reduced, the construction cost is reduced, and the construction efficiency of the waterproof curtain is improved.
In this embodiment, as shown in fig. 2 and 3, the pile foundation 2 is a circular pile or an elliptical pile, the pile foundation 2 includes a first reinforcement cage, a predetermined position of the first reinforcement cage is fixedly connected with a first embedded pipe 61, the first embedded pipe 61 is welded in a horizontal inner side of the first reinforcement cage, an axial direction of the first embedded pipe 61 is the same as an axial direction of the first reinforcement cage, and the first embedded pipe 61 is welded on the first reinforcement cage and is simultaneously lowered into a pile hole along with the first reinforcement cage, so that the first embedded pipe 61 is more convenient to install; meanwhile, the first embedded pipe 61 can be used for guiding the pile body concrete in the pile hole.
Specifically, the distance from the bottom end port of the first embedded pipe 61 to the bottom end of the slotted hole is 200mm, wherein the first embedded pipe 61 is a steel pipe with a diameter of phi 108 multiplied by 3.5 mm.
In the embodiment, the connecting pile 3 is a square pile, the cross section of the connecting pile 3 is in a strip shape, the width of the connecting pile 3 is smaller than the diameter of the pile foundation 2, the length of the connecting pile 3 is larger than the diameter of the pile foundation 2, and different from a circular diaphragm wall water sealing structure, a milling joint is formed by overlapping the connecting pile 3 and the pile foundation 2, so that the measure that the liner is constructed by adopting a reverse construction method to strengthen the rigidity of the water sealing structure during the construction of the circular diaphragm wall water sealing structure is overcome, and a steel bar connecting piece is not required to be pre-embedded during the manufacture of the water sealing structure steel bar, so that the construction process is reduced, the construction period is saved, and the water sealing structure damage caused by the construction of the liner is prevented; simultaneously, because the length of connecting pile 3 is greater than the diameter of pile foundation 2, compare in current scheme, the scheme of this embodiment is changeed in forming and is sealed the water structure, reduces the required materials that seals the water structure, reduces the manufacturing cost who seals the water structure.
The connecting pile 3 comprises a second reinforcement cage, a second embedded pipe 62 is fixedly connected to a preset position of the second reinforcement cage, the second embedded pipe 62 is welded in the horizontal inner side of the second reinforcement cage, the axial direction of the second embedded pipe 62 is the same as that of the second reinforcement cage, and the second embedded pipe 62 is welded on the second reinforcement cage and is simultaneously lowered into a pile hole along with the second reinforcement cage, so that the second embedded pipe 62 is more convenient to install; meanwhile, the second embedded pipe 62 can be used for guiding the pile body concrete in the pile hole.
Specifically, the distance range from the bottom end port of the second embedded pipe 62 to the bottom end of the slotted hole is 150-250 mm, preferably 200mm, wherein the second embedded pipe 62 is a phi 108 x 3.5mm steel pipe.
In this embodiment, the pile foundation 2 and the connecting pile 3 are engaged with each other to form a ring, a plurality of grouting holes 4 for forming the first water stopping member 8 are drilled in the pile crowns of the pile foundation 2 and the connecting pile 3, the diameter of each grouting hole 4 is selected to be 56mm, the grouting holes 4 penetrate through the bottom ends of the pile crowns of the pile foundation 2 and the connecting pile 3 respectively, and the bottom ends of the grouting holes 4 are communicated with the first embedded pipe 61 and the second embedded pipe 62 respectively. The grouting holes 4 are respectively arranged in the pile foundation 2 and the connecting pile 3 in a quincunx shape, the axial direction of the grouting holes 4, the axial direction of the pile foundation 2 and the axial direction of the connecting pile 3 are arranged in the same mode, the grouting holes 4 penetrate through the bottom ends of the pile foundation 2 and the connecting pile 3 respectively, a first water stop component 8 structure is formed below the bottom ends of the pile foundation 2 and the connecting pile 3 by grouting the grouting holes 4, three functions of soil retaining, seepage prevention and bearing are achieved, and the requirements of deep overburden areas and the operating stage on the performance of a large-span arch bridge under the working condition that a lower soil layer and a river-adjacent water system are in hydraulic connection can be met.
Because the inboard side contained angle between pile foundation 2 and the connecting pile 3 is less than the contained angle on outside limit, tangent setting between 4 edges of the inboard side grout hole of connecting pile 3 and the edge of pile foundation 2 for it is inseparabler to connect between pile foundation 2 and the connecting pile 3, and better stagnant water effect can be played to single stagnant water curtain, and forms stagnant water curtain below the inboard side junction between pile foundation 2 and the connecting pile 3.
In the embodiment, the second water stopping member 9 is constructed by adopting a single-pipe high-pressure rotary jet grouting construction to manufacture a high-pressure rotary jet pile, the single-pipe high-pressure rotary jet grouting is suitable for loose and slightly dense soil layers, the diameter of the high-pressure rotary jet pile is 100-200 mm, and specifically, the diameter of the high-pressure rotary jet pile is selected to be 150 mm; the distance range from the high-pressure jet grouting pile to the connection part between the pile foundation 2 and the connecting pile 3 is 300-400 mm, and the reinforcing range of the high-pressure jet grouting pile is 2000-23100 mm. A second water stopping component 9 is formed on the periphery of the first water stopping component 8 structure through a high-pressure jet grouting pile, so that the water sealing structure has a better water stopping effect; meanwhile, since the second waterproof member 9 is provided outside the junction between the pile foundation 2 and the connecting pile 3, a single waterproof curtain can play a better waterproof effect and form a waterproof curtain below the outer periphery of the junction between the pile foundation 2 and the connecting pile 3.
The manufacturing material of the high-pressure jet grouting pile is ordinary portland cement, specifically, the grade of the ordinary portland cement is P.O.42.5 grade, and the water-cement ratio of the slurry of the ordinary portland cement is set as 1: 1.
on the other hand, as shown in fig. 4, a construction method of an anchor supporting and water sealing structure is provided, which comprises the following steps:
s1, alternately constructing the mutually meshed pile foundation 2 and connecting pile 3 along the preset boundary of the anchor in sequence to form a water sealing structure of the enclosure;
s2, forming a first water stopping component 8 below the bottom end of the water sealing structure in a grouting mode through a first embedded pipe 61 embedded in a reinforcement cage of the pile foundation 2;
and S3, forming a second water stopping member 9 on the periphery of the water sealing structure in a high-pressure rotary spraying mode through embedding a second embedded pipe 62 at the joint of the pile foundation 2 and the connecting pile 3.
Optionally, in S1, the mutually engaged pile foundations 2 and connecting piles 3 are alternately applied in sequence along the preset boundary of the anchor, where the pile foundations 2 include the following steps:
construction preparation, through the predetermined place of excavator flattening, measure in the predetermined place and emit stake hole center, the staff has drawn pile protection rope, carries out the construction of cement mixing pile around pile foundation 2 at the predetermined place after the flattening simultaneously.
Arranging a slurry circulating system on the outer side of the anchorage access road, drilling a plurality of pile holes at a preset pier position after a drilling machine is in place, and drilling the pile holes to a designed elevation;
after cleaning the pile hole, assembling and lowering a first reinforcement cage in the pile hole by using a crawler crane, and respectively lowering limiting steel boxes on two sides of the first reinforcement cage;
installing a guide pipe, a storage hopper and other matched devices in the pile hole, and pouring pile body concrete in the pile hole through the guide pipe;
when the pile foundation 2 reaches 80% of the design strength, the limiting steel box is pulled out, and the two sides of the pile foundation 2 are respectively provided with the secondary groove 7.
Optionally, in S1, the mutually engaged pile foundations 2 and connecting piles 3 are alternately applied in sequence along the preset boundary of the anchor, where the connecting piles 3 include the following steps:
construction preparation, namely measuring the position of the positioning connecting groove;
the construction of the connecting groove is carried out between the adjacent pile foundations 2 by using a hydraulic grab bucket machine in cooperation with a slot milling machine, and the connecting groove after the construction is communicated with the second-stage groove 7 of the adjacent pile foundations 2;
after cleaning the connecting groove, assembling and lowering a second reinforcement cage in the connecting groove by using a crawler crane;
and the connecting grooves are internally provided with matching devices such as a guide pipe and a storage hopper, pile body concrete is poured in the connecting grooves through the guide pipe, and the pile body concrete is poured in the connecting grooves and the secondary grooves 7 communicated with the connecting grooves.
Optionally, before the first reinforcement cage and the second reinforcement cage are assembled and lowered, the first embedded pipe 61 and the second embedded pipe 62 are welded to the horizontal inner sides of the first reinforcement cage and the second reinforcement cage respectively, the distance from the bottom end port of the first embedded pipe 61 to the bottom end of the slotted hole is 200mm, and the distance from the bottom end port of the second embedded pipe 62 to the bottom end of the slotted hole is 200 mm.
Alternatively, as shown in fig. 5, after forming the enclosed water sealing structure in S2, a grouting hole 4 is drilled in the pile crowns of both the pile foundations 2 and the connecting piles 3, and the drilling of the grouting hole 4 includes the steps of:
and determining the positions of the grouting holes 4 on the pile foundation 2 and the connecting pile 3, wherein the grouting holes 4 on the outer side edges of the pile foundation 2 and the connecting pile 3 are drilled and grouted firstly, and then the grouting holes 4 on the inner side edges of the pile foundation 2 and the connecting pile 3 are drilled and grouted.
In the construction process, the grouting holes 4 comprise pilot holes, the aim of the method is to check the investigation result, namely, to perform a water-pressurizing test on the pilot holes, wherein the water-pressurizing test is to perform a single-point method water-pressurizing test on the pilot holes in a segmented manner from top to bottom, and parameters of other grouting holes 4 are adjusted according to the water-pressurizing test of the pilot holes;
specifically, the single-point method water pressure test is divided into three sections from top to bottom in the pilot hole: the first section is 0.3MPa, the second section is 0.5MPa, and the third section and below are 1 MPa; the flow stability standard of the single-point method pressurized water test is as follows: and measuring and reading the flow rate every 5min under the design pressure, wherein the difference between the maximum value and the minimum value in the four continuous readings is less than 10% of the final value, or the difference between the maximum value and the minimum value is less than 1L/min, the test at the stage can be finished, and the final value is taken as a calculated value.
After determining the parameters of the grouting holes 4, the grouting holes 4 are arranged at preset positions, the bottom end ports of the grouting holes 4 penetrate through pile crowns above the pile foundations 2 and the connecting piles 3, the grouting holes 4 are communicated with the first embedded pipes 61 and the second embedded pipes 62 respectively, and the projections of the grouting holes 4 in the vertical direction are respectively overlapped with the projections of the first embedded pipes 61 in the vertical direction and the projections of the second embedded pipes 62 in the vertical direction.
Specifically, the maximum deviation of the hole slope of the grouting hole 4 is less than 300mm, the drilling of the grouting hole 4 adopts a method of clean water flushing and rotary drilling, a diamond or hard alloy drill bit is selected for drilling the grouting hole 4, the grouting hole 4 is flushed, and specifically, the flushing mode of the grouting hole 4 is to alternately adopt high-pressure pulse type flushing and low-pressure pulse type flushing;
and after the final hole of the grouting hole 4 is filled, grouting the grouting hole 4 by using common Portland cement with the grade of 42.5MPa and the slurry ratio of water, cement, bentonite and a water reducing agent being 0.7:1:0.015: 0.002.
Specifically, the grouting method adopts a full-hole deep-hole opening sealing and in-hole circulation synchronous grouting method, and the distance between the grouting pipe and the grouting section is less than or equal to 500 mm. When the slurry injection flow rate of the grouting hole 4 is not more than 0.5L/min, continuously injecting for 30 min; or when the slurry injection flow is not more than 1L/min, after the slurry is continuously injected for 60min, the grouting of the grouting hole 4 is finished.
And after the grouting hole 4 is filled, sealing the grouting hole 4, wherein a pressure grouting sealing method is selected as the sealing treatment of the grouting hole 4, and the sealing pressure is controlled within the range of 0.5-1 MPa.
Specifically, after grouting of the grouting hole 4 is finished, replacing the water body in the grouting hole 4 with thick slurry, plugging and sealing the hole opening of the grouting hole 4, wherein the sealing pressure is selected to be 0.5MPa, the time is 30min, after the slurry in the grouting hole 4 is solidified, the upper vacant part of the grouting hole 4 is sealed with thick cement slurry for the second time, and the vacant part of the hole opening of the grouting hole 4 is sealed and compacted by cement slurry manually.
Alternatively, as shown in fig. 6, in S3, forming a second water stop member 9 on the periphery of the water sealing structure in a high-pressure jet manner, includes the following steps:
drilling a rotary spraying hole 5 in the second embedded pipe, and inserting a rotary spraying pipe into the rotary spraying hole 5;
specifically, after the drilling machine drills a hole, the drill rod is pulled out, the rotary spray pipe is inserted, in the pipe inserting process, in order to prevent mud and sand from blocking the nozzle, the pressure is controlled to be 0.5-1.0 MPa, and the rotary spray pipe jets water in the inserting process.
After the rotary spraying pipe is inserted to the designed depth, the rotary spraying pipe is started to operate, and meanwhile, the rotary spraying pipe is gradually lifted;
specifically, after the rotary spraying pipe reaches the designed depth, the rotary spraying pipe comprises a high-pressure water pipe and an air pressure pipe, the rotary spraying pipe is connected with a high-pressure clean water pump, a slurry pump and an air compressor, the high-pressure clean water pump, the slurry pump, the air compressor and a drilling machine are started to rotate, pressure, flow and air quantity are controlled by instruments, lifting is started when preset values are respectively reached, the lifting speed of the rotary spraying pipe is 15-25 cm/min, rotary spraying and lifting are continued, and the rotary spraying pipe stops until the expected reinforcement height is reached.
Cleaning the rotary spraying holes 5;
specifically, a proper amount of clear water is injected into the grouting hole 4, a high-pressure clear water pump is started, and the residual cement slurry in the grouting hole 4 is cleaned until the cement slurry is basically clean; and simultaneously, cleaning the soil adhered to the head of the guniting pipe.
And (5) slurry is supplemented to the rotary spraying holes 5, so that the construction of the high-pressure rotary spraying pile is completed.
Before the second water stop member 9 is constructed, the strength of the pile foundation 2 and the connecting pile 3 reaches at least 80% of the design standard.
In this embodiment, a single-pipe high-pressure jet grouting method is adopted for the construction of the high-pressure jet grouting pile, wherein the pressure control of the method is as follows: the air pressure is not less than 0.7MPa, and the hydraulic pressure of the cement paste is not less than 20 MPa.
When the grouting pipe is placed into the drill hole, the nozzle reaches the designed elevation, and then grouting can be sprayed. And after the jet grouting parameters reach specified values, lifting the grouting pipe according to the process requirements of the jet grouting pile, and jet grouting from bottom to top. The rotating speed of the drill rod in the lifting process is 15-20 r/min, and the overlapping length of the grouting pipe in sectional lifting is preferably larger than 300 mm.
The central displacement deviation of the rotary spraying hole 5 is less than 500mm, the deviation of the verticality is less than 200mm, and the slurry outflow amount in the rotary spraying pipe operation process is controlled to be 10-25%.
To sum up, the water sealing structure that anchor was strutted that this application provided has following beneficial effect:
through the water sealing structure, the pile foundations 2 and the connecting piles 3 are sequentially connected in a circulating mode at intervals and are enclosed to form the water sealing structure, soil layers on the outer side of the foundation pit 1 are reinforced, the situations of cofferdam landslide and collapse are effectively prevented, and the anchor is supported; meanwhile, grouting holes 4 which are arranged in a quincunx shape are drilled and grouted in the pile foundation 2 and the connecting pile 3, a first water stop component 8 is formed in the position between the pile foundation 2 and the connecting pile 3 and at the bottom end of the pile foundation 2 and the connecting pile 3, and a second water stop component 9 is arranged on the periphery of the outer side connecting part of the pile foundation 2 and the connecting pile 3, so that an anchorage supporting mechanism, the first water stop component 8 and the second water stop component 9 jointly form a complete water stop curtain system, the number of high-pressure jet grouting piles and grouting holes 4 required to be constructed is reduced, the construction cost is reduced, and the construction efficiency of the water stop curtain is improved; meanwhile, the water stopping effect of the second water stopping member 9 and the first water stopping member 8 on the anchor support is maximized.
Some exemplary embodiments of the present invention will become apparent to those skilled in the art, however, that changes may be made in these exemplary embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the claims and their equivalents.
Claims (13)
1. The utility model provides a water structure that seals that anchorage was strutted sets up foundation ditch (1) in the stratum, its characterized in that: the water-stopping foundation pit comprises a plurality of pile foundations (2) arranged on the periphery of the foundation pit (1), connecting piles (3) arranged between the adjacent pile foundations (2), first water-stopping components (8) arranged at the bottom ends of the pile foundations (2) and the connecting piles (3), and second water-stopping components (9) arranged at the outer sides of the joints of the pile foundations (2) and the connecting piles (3); the pile foundation (2) and the connecting pile (3) are sequentially connected in a circulating mode at intervals and are enclosed to form a water sealing structure.
2. The water sealing structure of an anchor support according to claim 1, characterized in that: pile foundation (2) are including first steel reinforcement cage and be fixed in first pre-buried pipe (61) of first steel reinforcement cage preset position, connecting pile (3) are including the second steel reinforcement cage and be fixed in second pre-buried pipe (62) of second steel reinforcement cage preset position.
3. The water sealing structure of an anchor support according to claim 2, characterized in that: the first pre-buried pipe (61) is welded into the horizontal inner side of the first reinforcement cage, and the second pre-buried pipe (62) is welded into the horizontal inner side of the second reinforcement cage.
4. The water sealing structure of an anchor support according to claim 3, characterized in that: the distance range from the bottom end ports of the first embedded pipe (61) and the second embedded pipe (62) to the bottom end of the slotted hole is 150-250 mm.
5. The water sealing structure of an anchor support according to claim 4, characterized in that: the pile foundation is characterized in that a plurality of grouting holes (4) used for forming the first water stop component (8) are drilled in pile crowns of the pile foundation (2) and the connecting pile (3), the grouting holes (4) penetrate through the pile crowns of the pile foundation (2) and the connecting pile (3) respectively, and the bottom end of each grouting hole (4) is communicated with the first embedded pipe (61) and the second embedded pipe (62) respectively.
6. The water sealing structure of an anchor support according to claim 5, characterized in that: the axial direction of the grouting holes (4), the axial direction of the pile foundation (2) and the axial direction of the connecting piles (3) are parallel to each other.
7. The water sealing structure of an anchor support according to claim 5, characterized in that: the grouting holes (4) are alternately arranged between two side edges of the pile foundation (2) and the connecting pile (3).
8. The water sealing structure of an anchor support according to claim 7, characterized in that: the edge of the grouting hole (4) at least one side edge of the connecting pile (3) is tangent to the edge of the pile foundation (2).
9. The water sealing structure of an anchor support according to claim 1, characterized in that: the cross section of connecting pile (3) is the strip setting, the width of connecting pile (3) is less than the diameter of pile foundation (2), the length of connecting pile (3) is greater than the diameter of pile foundation (2).
10. The water sealing structure of an anchor support according to claim 1, characterized in that: the second water stopping component (9) is a high-pressure jet grouting pile (8) which is made by single-pipe high-pressure jet grouting.
11. The water sealing structure of an anchor support according to claim 10, characterized in that: the distance range from the high-pressure jet grouting pile (8) to the connection part between the pile foundation (2) and the connecting pile (3) is 0.3-0.4 m, and the reinforcing range of the high-pressure jet grouting pile (8) is set to be 2-23.1 m.
12. The water sealing structure of an anchor support according to claim 10, characterized in that: the high-pressure jet grouting pile (8) adopts ordinary portland cement, and the water-cement ratio of the slurry of the ordinary portland cement is set to be 1: 1.
13. the water sealing structure of an anchor support according to claim 1, characterized in that: the water sealing structure is formed by alternately meshing and connecting the pile foundation (2) and the connecting pile (3) into a ring.
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|---|---|---|---|
| CN202111450102.XA CN114232668A (en) | 2021-11-30 | 2021-11-30 | Water sealing structure for anchorage support |
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| CN202111450102.XA CN114232668A (en) | 2021-11-30 | 2021-11-30 | Water sealing structure for anchorage support |
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| CN216664152U (en) * | 2021-11-30 | 2022-06-03 | 中交路桥华南工程有限公司 | Water sealing structure for anchorage support |
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2021
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| KR101696916B1 (en) * | 2016-02-29 | 2017-01-16 | (주)한국리페어엔지니어링 | Construction method of permanent wall with retaining wall combined PHC pile and steel pipe |
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Application publication date: 20220325 |