CN104831737A - Construction method of basement support for subway station - Google Patents
Construction method of basement support for subway station Download PDFInfo
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- CN104831737A CN104831737A CN201510234313.8A CN201510234313A CN104831737A CN 104831737 A CN104831737 A CN 104831737A CN 201510234313 A CN201510234313 A CN 201510234313A CN 104831737 A CN104831737 A CN 104831737A
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- slope
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- 238000010276 construction Methods 0.000 title claims abstract description 19
- 239000004567 concrete Substances 0.000 claims abstract description 16
- 239000002344 surface layer Substances 0.000 claims abstract description 5
- 239000011378 shotcrete Substances 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 49
- 239000010959 steel Substances 0.000 claims description 49
- 150000001875 compounds Chemical class 0.000 claims description 29
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 28
- 239000002689 soil Substances 0.000 claims description 18
- 239000004744 fabric Substances 0.000 claims description 15
- 239000004568 cement Substances 0.000 claims description 14
- 239000002002 slurry Substances 0.000 claims description 11
- 238000007569 slipcasting Methods 0.000 claims description 10
- 238000005553 drilling Methods 0.000 claims description 9
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 7
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 7
- 241001330002 Bambuseae Species 0.000 claims description 7
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 7
- 239000011425 bamboo Substances 0.000 claims description 7
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injection Substances 0.000 claims description 6
- 238000001746 injection moulding Methods 0.000 claims description 6
- 238000000034 method Methods 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 5
- 239000004570 mortar (masonry) Substances 0.000 claims description 5
- 238000012544 monitoring process Methods 0.000 claims description 4
- 239000004677 Nylon Substances 0.000 claims description 3
- 239000011230 binding agent Substances 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 239000000706 filtrate Substances 0.000 claims description 3
- 229920001778 nylon Polymers 0.000 claims description 3
- 239000002985 plastic film Substances 0.000 claims description 3
- 229920006255 plastic film Polymers 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000003566 sealing material Substances 0.000 claims description 3
- 238000007493 shaping process Methods 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 239000002131 composite material Substances 0.000 abstract description 5
- 239000010409 thin film Substances 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000003592 biomimetic effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000036244 malformation Effects 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
-
- 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
-
- 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
- E02D19/20—Restraining of underground water by damming or interrupting the passage of underground water by displacing the water, e.g. by compressed air
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Sustainable Development (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Piles And Underground Anchors (AREA)
- Revetment (AREA)
Abstract
The invention discloses a construction method of a basement support for a subway station. The construction method of the basement support for the subway station is characterized in that electro-osmotic wells are arranged on the outer edge of the basement support, wherein the electro-osmotic wells are uniformly arranged along the outer edge of the basement support; a plastic thin film covers the upper surface of topsoil between every slope protection pile and the corresponding electro-osmotic well; a two-time slope grading way is adopted for the basement support; the first-time slope grading is from a ground surface to places which are at 2/3 of the depth of a basement; first-time slope grading places are provided with high-strength composite battens; the high-strength composite battens are short at upper parts and long at lower parts; the second slope grading is from the places which are at 2/3 of the depth of the basement to the bottom of the basement; second slope grading places are provided with anchor rods; the downward inclination angles of the anchor rods are gradually increased from top to bottom; a high-strength composite batten thin-bamboo-strip mesh is adopted for a surface layer; sprayed concrete is adopted for concrete for the surface layer; the middle part of the basement is provided with water-lowering wells; the water-lowering wells are arranged at a distance of every 12m to 15m.
Description
Technical field
The present invention relates to a kind of basement supporting, particularly a kind of subway station basement construction method for supporting.
Background technology
Along with Chinese society expanding economy, the construction of subway station will certainly cause the disturbance of soil layer around.When the displacement of around soil layer is beyond compass, with regard to the safety of the building around entail dangers to.When basement excavation and precipitation, because the stress condition of the soil body changes, cause basement surrounding soil to be subjected to displacement and corresponding ground deformation, basement support system is also subject to the effect of side direction Water And Earth Pressures and produces internal forces distribution simultaneously.In addition, if basement inside arranges inner support, not only can increase construction cost, and very large inconvenience can be brought to excavation.If the effect being reached safety support by the method for putting slope is the problem that engineers and technicians consider.
Summary of the invention
The technical problem that the present invention solves is to provide a kind of subway station basement construction method for supporting, solves existing technical deficiency.
The present invention arranges electric osmose well at basement supporting outward flange, electric osmose well basement supporting outward flange is evenly arranged, electric osmose well setting space is 2 ~ 2.5m, and electric osmose well is 5 ~ 7m from the distance of slope protection pile, buries well-point pipe underground as negative electrode in electric osmose well, slope protection pile adopts bored pile, bored pile setting space is 1.1 ~ 1.5m, the reinforcing bar of slope protection pile as anode, covered with plastic film above topsoil between slope protection pile and electric osmose well, reduce power consumption, increase electric osmose effect.Basement supporting adopts and puts slope mode for twice, it is ground surface to 2/3 basement degree of depth position that first time puts slope, and putting the slope gradient is 55 ° ~ 70 °, and first time puts position, slope and arranges high-strength compound lath, short lower length on high-strength compound lath, to adapt to the Changing Pattern of native active earth pressure.Circle made by high-strength compound lath, and round diameter is 8 ~ 12mm, and outer ring arranges the rib of evagination, makes screw-shaped structure.High-strength compound lath arranges core bore, core bore is positioned at high-strength compound lath center, core bore diameter is 6 ~ 8mm, grouting pressure is 0.3 ~ 0.5MPa, in work progress, high-strength compound lath core bore can eject slurries, makes weak soil produce splitting, form the biomimetic features of similar fishbone on high-strength compound lath top, larger anchored force can be provided in Soft Soil Layer.Meanwhile, in high-strength compound lath end, core bore carries out slip casing by pressure, forms one cement-soil choked flow curtain, blocks the outer deep layer mud of basement to underground indoor moveable.Have the advantages that self-stable ability is high, distortion is relatively little.
It is bottom 2/3 basement degree of depth position to basement that second time puts slope, and putting the slope gradient is 30 ° ~ 50 °.Second time is put position, slope and is arranged anchor pole.The downward inclination angle of anchor pole increases from top to bottom gradually, inclination angle is 15 ° ~ 20 °, and by upper short lower long layout, rock-bolt length is 0.6 ~ 1.2 times of basement cutting depth, whole section is made to form up-narrow and down-wide dykes and dams shape, to resist the soil pressure constantly increased that the outside soil body transmits from top to bottom.
In the present invention, anchor pole adopts the shaping pore-creating of examination, and repeatedly creep into gradually in upper and lower blanking movement, motion amplitude is 50cm, and speed is 20 ~ 30 times/min, and jetting pressure will reach 0.3MPa.Spiral steel blade is installed at drill bit position, and spiral steel blade is controlled by motor switch, and when motor switch is opened, spiral steel blade is that umbrella struts.Spiral steel blade treats 1/3 position of drill bit to predetermined length, and the spiral steel blade opening drill bit surrounding carries out reaming, and this position anchor pole is expanded into large diameter cone by drill bit spiral steel blade; Spiral steel blade treats 2/3 position of drill bit to predetermined length, and the spiral steel blade opening drill bit surrounding carries out reaming, and this position anchor pole is expanded into large diameter cone by drill bit spiral steel blade; Spiral steel blade treats that drill bit is to predetermined length position, and the spiral steel blade opening drill bit surrounding carries out reaming, and this position anchor pole is expanded into large diameter cone by drill bit spiral steel blade.Due to different soil property, slip casting difficulty is different, therefore takes different technologies scheme.Take different counter bore diameter for different soil property, counter bore diameter is controlled by spiral steel blade, and according to a large amount of engineering practice, for silt, spiral steel length of blade is 0.4m; For clay, spiral steel length of blade is 0.5m; For mucky soil, spiral steel length of blade is 0.6m.
Water is adopted to carry out in anchor bolt construction process after injection reaming completes, carry out high pressure rotary injection with cement paste immediately, cement paste water/binder ratio is 1.0 ~ 1.5, and the spray beam that cement paste is formed stirs mortar to get up to make it to mix with cement paste, make mortar become cement paste aggregate, improve the intensity of slurry.High-pressure slip-casting pressure is 0.4 ~ 0.6MPa, to guarantee that mud can cement out by cement paste completely, ensures the intensity of enlarged footing anchoring body.
Anchor pole of the present invention larger than common bolt uplift resistance 30% ~ 40% under equal conditions.
Surface layer adopts high-strength compound lath thin bamboo strip net, and facing concrete adopts sprayed mortar, and sprayed concrete strength is C30 or more than C30.Adopt high-strength compound lath thin bamboo strip net to replace traditional steel mesh reinforcement, basement soldier pile and high-strength compound lath connect together forming composite structure, and basement can be made to obtain reliable supporting.High-strength compound lath thin bamboo strip net concrete formation adopts injection molding device, each horizontal arrangement in injection molding device both sides 3 fan nozzles, and nozzle and the adjacent concrete surface distance be washed are 6 ~ 8cm, and expulsion pressure is 0.3 ~ 0.5MPa,
Arrange pressure reduction well in the middle part of basement, pressure reduction well arranges distance for every 12 ~ 15m.
Pressure reduction well diameter is 600 ~ 700mm, adopts concrete pipe retaining wall, arranges filter pipe, be wound around nylon gauze outside filter pipe, filling 2 ~ 4mm peastone filtrate at artesian water position, adopts clay ball as sealing material.
Close pressure reduction well before basement bottom board concreting, the above 2m position of absolute altitude at the bottom of step-down wellhole pours into non-shrinkage concrete; By expanded rubber water-stop drilling rod down to design elevation, utilize after 24 hours to be connected after drilling rod dismantled by anti-silk between water-stop with drilling rod and propose in well; Under enter submersible pump more than water-stop water extract out; By SEA LEVEL VARIATION in water-level observation meter monitoring pressure reduction well, after confirming that pressure reduction well is shut completely, propose suction pump, from design elevation, well casing is blocked, with steel plate, well head is welded, and guarantee not seep water in pressure reduction well well head commissure.
If there is artesian water in place, in enlarged footing, injects water glass carry out secondary grouting.Take to fill slurry sealing cloth bag method in the setting of anchor bundle lever front end and carry out shutoff artesian water, sealing cloth bag is tied in body of rod free segment, apart from aperture 50cm.Leave Grouting Pipe in grouting cloth bag, until slip casting, mend after slurry completes and immediately slurry is filled to grouting cloth bag, be full of and rear shutoff carried out to the slip casting mouth of pipe, utilize the cement paste cloth bag shutoff aperture of expanding, reach the object stoping artesian water excessive.
The present invention defines composite foundation by high-strength compound lath and soil, and top keeps the stable of body of wall by the counter-pressure that high-strength compound lath and soil body frictional resistance provide.Because bottom soil active earth pressure can be larger, that to slow down soil in bottom according to this loading characteristic puts the slope gradient, and adopts hole reaming of anchor rod to form the supporting of Complex subsurface room.
Accompanying drawing explanation
Fig. 1 basement supporting and protection structure schematic diagram.
Accompanying drawing mark: 1, slope protection pile, 2, electric osmose well, 3, high-strength compound lath, 4, anchor pole, 5, pressure reduction well.
Detailed description of the invention
Describe the present invention below in conjunction with accompanying drawing.
The present embodiment arranges electric osmose well 2 at basement supporting outward flange, electric osmose well 2 is evenly arranged along basement supporting outward flange, electric osmose well 2 setting space is 2.2m, electric osmose well 2 is 6m from the distance of slope protection pile 1, bury well-point pipe in electric osmose well 2 underground as negative electrode, slope protection pile 1 adopts bored pile, and bored pile setting space is 1.2m, the reinforcing bar of slope protection pile 1 as anode, covered with plastic film above topsoil between slope protection pile 1 and electric osmose well 2.Basement supporting adopts and puts slope mode for twice, and it is ground surface to 2/3 basement degree of depth position that first time puts slope, and putting the slope gradient is 55 ° ~ 70 °, and first time puts position, slope and arranges high-strength compound lath 3, short lower length on high-strength compound lath 3.High-strength compound lath 3 does circular, and round diameter is 10mm, and outer ring arranges the rib of evagination, makes screw-shaped structure.High-strength compound lath 3 arranges core bore, and core bore is positioned at high-strength compound lath 3 center, and core bore diameter is 7mm, and grouting pressure is 0.3 ~ 0.5MPa.
It is bottom 2/3 basement degree of depth position to basement that second time puts slope, and putting the slope gradient is 35 °.Second time is put position, slope and is arranged anchor pole 4.Anchor pole 4 increases at inclination angle downwards from top to bottom gradually, and inclination angle is 18 °, and by upper short lower long layout, anchor pole 4 length is 0.7 times of basement cutting depth.
Anchor pole 4 adopts the shaping pore-creating of examination, and repeatedly creep into gradually in upper and lower blanking movement, motion amplitude is 50cm, and speed is 20 ~ 30 times/min, and jetting pressure will reach 0.3MPa.Spiral steel blade is installed at drill bit position, and spiral steel blade is controlled by motor switch, and when motor switch is opened, spiral steel blade is that umbrella struts.Spiral steel blade treats 1/3 position of drill bit to predetermined length, and the spiral steel blade opening drill bit surrounding carries out reaming, and this position anchor pole 4 is expanded into large diameter cone by drill bit spiral steel blade; Spiral steel blade treats 2/3 position of drill bit to predetermined length, and the spiral steel blade opening drill bit surrounding carries out reaming, and this position anchor pole 4 is expanded into large diameter cone by drill bit spiral steel blade; Spiral steel blade treats that drill bit is to predetermined length position, and the spiral steel blade opening drill bit surrounding carries out reaming, and this position anchor pole 4 is expanded into large diameter cone by drill bit spiral steel blade.Spiral steel length of blade selects 0.5m.
Adopt water to carry out in anchor pole 4 work progress after injection reaming completes, carry out high pressure rotary injection with cement paste immediately, cement paste water/binder ratio is 1.2, and high-pressure slip-casting pressure is 0.4 ~ 0.6MPa.
Surface layer adopts high-strength compound lath thin bamboo strip net, and facing concrete adopts sprayed mortar, and sprayed concrete strength is C30.High-strength compound lath thin bamboo strip net concrete formation adopts injection molding device, each horizontal arrangement in injection molding device both sides 3 fan nozzles, and nozzle and the adjacent concrete surface distance be washed are 7cm, and expulsion pressure is 0.3 ~ 0.5Mpa.
Arrange pressure reduction well 5 in the middle part of basement, pressure reduction well 5 arranges distance for every 12 ~ 15m.
Pressure reduction well 5 diameter is 650mm, adopts concrete pipe retaining wall, arranges filter pipe, be wound around nylon gauze outside filter pipe, filling 2 ~ 4mm peastone filtrate at artesian water position, adopts clay ball as sealing material.
Close pressure reduction well 5 before basement bottom board concreting, at the bottom of pressure reduction well 5 hole, the above 2m position of absolute altitude pours into non-shrinkage concrete; By expanded rubber water-stop drilling rod down to design elevation, utilize after 24 hours to be connected after drilling rod dismantled by anti-silk between water-stop with drilling rod and propose in well; Under enter submersible pump more than water-stop water extract out; By SEA LEVEL VARIATION in water-level observation meter monitoring pressure reduction well 5, after confirming that pressure reduction well 5 is shut completely, propose suction pump, from design elevation, well casing is blocked, with steel plate, well head is welded, and guarantee not seep water in pressure reduction well 5 well head commissure.
If there is artesian water in place, in enlarged footing, injects water glass carry out secondary grouting.Take to fill slurry sealing cloth bag method in the setting of anchor bundle lever front end and carry out shutoff artesian water, sealing cloth bag is tied in body of rod free segment, apart from aperture 50cm.Leave Grouting Pipe in grouting cloth bag, until slip casting, mend after slurry completes and immediately slurry is filled to grouting cloth bag, be full of and rear shutoff carried out to the slip casting mouth of pipe, utilize the cement paste cloth bag shutoff aperture of expanding, reach the object stoping artesian water excessive.
The present embodiment monitoring finds that maximum outside horizontal movement is 10mm, and maximum inside horizontal movement is 15mm.Observed result is all within the scope of security control, and illustrate that supporting and protection structure of the present invention is safe and reliable, malformation is little, and allomeric function is better.
Claims (9)
1. a subway station basement construction method for supporting, it is characterized in that arranging electric osmose well at basement supporting outward flange, electric osmose well basement supporting outward flange is evenly arranged, electric osmose well setting space is 2 ~ 2.5m, and electric osmose well is 5 ~ 7m from the distance of slope protection pile, buries well-point pipe underground as negative electrode in electric osmose well, slope protection pile adopts bored pile, bored pile setting space is 1.1 ~ 1.5m, the reinforcing bar of slope protection pile as anode, covered with plastic film above topsoil between slope protection pile and electric osmose well; Basement supporting adopts and puts slope mode for twice, and it is ground surface to 2/3 basement degree of depth position that first time puts slope, and putting the slope gradient is 55 ° ~ 70 °, and first time puts position, slope and arranges high-strength compound lath, short lower length on high-strength compound lath; It is bottom 2/3 basement degree of depth position to basement that second time puts slope, and putting the slope gradient is 30 ° ~ 50 °; Second time is put position, slope and is arranged anchor pole; The downward inclination angle of anchor pole increases from top to bottom gradually, and inclination angle is 15 ° ~ 20 °, and by upper short lower long layout, rock-bolt length is 0.6 ~ 1.2 times of basement cutting depth; Surface layer adopts high-strength compound lath thin bamboo strip net, and facing concrete adopts sprayed mortar, and sprayed concrete strength is C30 or more than C30; Arrange pressure reduction well in the middle part of basement, pressure reduction well arranges distance for every 12 ~ 15m.
2. according to the subway station basement construction method for supporting shown in claim 1, it is characterized in that circle made by high-strength compound lath, round diameter is 8 ~ 12mm, and outer ring arranges the rib of evagination, makes screw-shaped structure; High-strength compound lath arranges core bore, and core bore is positioned at high-strength compound lath center, and core bore diameter is 6 ~ 8mm, and grouting pressure is 0.3 ~ 0.5MPa.
3. according to the subway station basement construction method for supporting shown in claim 1, it is characterized in that anchor pole adopts the shaping pore-creating of examination, repeatedly creep into gradually in upper and lower blanking movement, motion amplitude is 50cm, and speed is 20 ~ 30 times/min, and jetting pressure will reach 0.3MPa; Spiral steel blade is installed at drill bit position, and spiral steel blade is controlled by motor switch, and when motor switch is opened, spiral steel blade is that umbrella struts; Spiral steel blade treats 1/3 position of drill bit to predetermined length, and the spiral steel blade opening drill bit surrounding carries out reaming, and this position anchor pole is expanded into large diameter cone by drill bit spiral steel blade; Spiral steel blade treats 2/3 position of drill bit to predetermined length, and the spiral steel blade opening drill bit surrounding carries out reaming, and this position anchor pole is expanded into large diameter cone by drill bit spiral steel blade; Spiral steel blade treats that drill bit is to predetermined length position, and the spiral steel blade opening drill bit surrounding carries out reaming, and this position anchor pole is expanded into large diameter cone by drill bit spiral steel blade.
4., according to the subway station basement construction method for supporting shown in claim 1, it is characterized in that taking different anchoring-bolt broaching diameter for different soil property, anchoring-bolt broaching diameter is controlled by spiral steel blade, and for silt, spiral steel length of blade is 0.4m; For clay, spiral steel length of blade is 0.5m; For mucky soil, spiral steel length of blade is 0.6m.
5. according to the subway station basement construction method for supporting shown in claim 1, it is characterized in that adopting in anchor bolt construction process water to carry out after injection reaming completes, carry out high pressure rotary injection with cement paste immediately, cement paste water/binder ratio is 1.0 ~ 1.5, and high-pressure slip-casting pressure is 0.4 ~ 0.6MPa.
6. according to the subway station basement construction method for supporting shown in claim 1, it is characterized in that high-strength compound lath thin bamboo strip net concrete formation adopts injection molding device, the each horizontal arrangement in injection molding device both sides 3 fan nozzles, nozzle and the adjacent concrete surface distance be washed are 6 ~ 8cm, and expulsion pressure is 0.3 ~ 0.5MPa.
7. according to the subway station basement construction method for supporting shown in claim 1, it is characterized in that pressure reduction well diameter is 600 ~ 700mm, adopt concrete pipe retaining wall, at artesian water position, filter pipe is set, nylon gauze is wound around outside filter pipe, filling 2 ~ 4mm peastone filtrate, adopts clay ball as sealing material.
8., according to the subway station basement construction method for supporting shown in claim 1, close pressure reduction well before it is characterized in that basement bottom board concreting, the above 2m position of absolute altitude at the bottom of step-down wellhole pours into non-shrinkage concrete; By expanded rubber water-stop drilling rod down to design elevation, utilize after 24 hours to be connected after drilling rod dismantled by anti-silk between water-stop with drilling rod and propose in well; Under enter submersible pump more than water-stop water extract out; By SEA LEVEL VARIATION in water-level observation meter monitoring pressure reduction well, after confirming that pressure reduction well is shut completely, propose suction pump, from design elevation, well casing is blocked, with steel plate, well head is welded, and guarantee not seep water in pressure reduction well well head commissure.
9. according to the subway station basement construction method for supporting shown in claim 1, it is characterized in that if there is artesian water in place, in enlarged footing, inject water glass carry out secondary grouting.Take to fill slurry sealing cloth bag method in the setting of anchor bundle lever front end and carry out shutoff artesian water, sealing cloth bag is tied in body of rod free segment, apart from aperture 50cm.Leave Grouting Pipe in grouting cloth bag, until slip casting, mend after slurry completes and immediately slurry is filled to grouting cloth bag, be full of and rear shutoff carried out to the slip casting mouth of pipe, utilize the cement paste cloth bag shutoff aperture of expanding, reach the object stoping artesian water excessive.
Priority Applications (5)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510234313.8A CN104831737B (en) | 2015-04-29 | 2015-04-29 | Construction method of basement support for subway station |
| CN201610288427.5A CN105986580B (en) | 2015-04-29 | 2015-04-29 | A kind of subway station basement construction method for supporting |
| CN201610288400.6A CN105926671B (en) | 2015-04-29 | 2015-04-29 | The basement supporting construction technology of subway station |
| CN201610288398.2A CN105971008B (en) | 2015-04-29 | 2015-04-29 | The basement method for protecting support of subway station |
| CN201610288380.2A CN105926670B (en) | 2015-04-29 | 2015-04-29 | The basement construction method of subway station |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510234313.8A CN104831737B (en) | 2015-04-29 | 2015-04-29 | Construction method of basement support for subway station |
Related Child Applications (4)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610288427.5A Division CN105986580B (en) | 2015-04-29 | 2015-04-29 | A kind of subway station basement construction method for supporting |
| CN201610288380.2A Division CN105926670B (en) | 2015-04-29 | 2015-04-29 | The basement construction method of subway station |
| CN201610288400.6A Division CN105926671B (en) | 2015-04-29 | 2015-04-29 | The basement supporting construction technology of subway station |
| CN201610288398.2A Division CN105971008B (en) | 2015-04-29 | 2015-04-29 | The basement method for protecting support of subway station |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104831737A true CN104831737A (en) | 2015-08-12 |
| CN104831737B CN104831737B (en) | 2017-01-18 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610288380.2A Active CN105926670B (en) | 2015-04-29 | 2015-04-29 | The basement construction method of subway station |
| CN201510234313.8A Expired - Fee Related CN104831737B (en) | 2015-04-29 | 2015-04-29 | Construction method of basement support for subway station |
| CN201610288427.5A Expired - Fee Related CN105986580B (en) | 2015-04-29 | 2015-04-29 | A kind of subway station basement construction method for supporting |
| CN201610288400.6A Active CN105926671B (en) | 2015-04-29 | 2015-04-29 | The basement supporting construction technology of subway station |
| CN201610288398.2A Expired - Fee Related CN105971008B (en) | 2015-04-29 | 2015-04-29 | The basement method for protecting support of subway station |
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| CN201610288380.2A Active CN105926670B (en) | 2015-04-29 | 2015-04-29 | The basement construction method of subway station |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201610288427.5A Expired - Fee Related CN105986580B (en) | 2015-04-29 | 2015-04-29 | A kind of subway station basement construction method for supporting |
| CN201610288400.6A Active CN105926671B (en) | 2015-04-29 | 2015-04-29 | The basement supporting construction technology of subway station |
| CN201610288398.2A Expired - Fee Related CN105971008B (en) | 2015-04-29 | 2015-04-29 | The basement method for protecting support of subway station |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107476335A (en) * | 2017-08-10 | 2017-12-15 | 中国电建集团贵阳勘测设计研究院有限公司 | Be used for rock mass piping lane structure |
| CN108411912A (en) * | 2018-05-03 | 2018-08-17 | 大连理工大学 | A kind of convenient method of bolt stress slip casting |
| CN114837206A (en) * | 2022-05-07 | 2022-08-02 | 广西欣港交通投资有限公司 | Active waterproof system of suspension bridge anchorage foundation enclosing structure and construction method |
| CN117286870A (en) * | 2023-11-23 | 2023-12-26 | 中国建筑第六工程局有限公司 | Novel intelligent grouting reinforcement method for processing complex geology |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110374093B (en) * | 2019-07-16 | 2021-07-06 | 深圳市市政工程总公司 | Construction method of cast-in-situ bored pile for high-pressure-bearing fractured water stratum |
| CN114319389B (en) * | 2021-12-21 | 2023-04-18 | 中铁建设集团(杭州)建设有限公司 | Construction method for urban comprehensive pipe gallery foundation pit support |
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| CN107476335A (en) * | 2017-08-10 | 2017-12-15 | 中国电建集团贵阳勘测设计研究院有限公司 | Be used for rock mass piping lane structure |
| CN107476335B (en) * | 2017-08-10 | 2023-08-22 | 中国电建集团贵阳勘测设计研究院有限公司 | Be used for rock mass piping lane structure |
| CN108411912A (en) * | 2018-05-03 | 2018-08-17 | 大连理工大学 | A kind of convenient method of bolt stress slip casting |
| CN114837206A (en) * | 2022-05-07 | 2022-08-02 | 广西欣港交通投资有限公司 | Active waterproof system of suspension bridge anchorage foundation enclosing structure and construction method |
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| CN117286870A (en) * | 2023-11-23 | 2023-12-26 | 中国建筑第六工程局有限公司 | Novel intelligent grouting reinforcement method for processing complex geology |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105926670A (en) | 2016-09-07 |
| CN104831737B (en) | 2017-01-18 |
| CN105926670B (en) | 2018-03-02 |
| CN105986580A (en) | 2016-10-05 |
| CN105986580B (en) | 2018-09-04 |
| CN105926671A (en) | 2016-09-07 |
| CN105971008A (en) | 2016-09-28 |
| CN105926671B (en) | 2018-02-27 |
| CN105971008B (en) | 2018-09-04 |
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