CN105200995B - Basement construction method for supporting - Google Patents
Basement construction method for supporting Download PDFInfo
- Publication number
- CN105200995B CN105200995B CN201510562855.8A CN201510562855A CN105200995B CN 105200995 B CN105200995 B CN 105200995B CN 201510562855 A CN201510562855 A CN 201510562855A CN 105200995 B CN105200995 B CN 105200995B
- Authority
- CN
- China
- Prior art keywords
- frozen soil
- soil wall
- basement
- strand wires
- steel strand
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 238000010276 construction Methods 0.000 title claims abstract description 9
- 239000002689 soil Substances 0.000 claims abstract description 80
- 230000008014 freezing Effects 0.000 claims abstract description 16
- 238000007710 freezing Methods 0.000 claims abstract description 16
- 238000011065 in-situ storage Methods 0.000 claims abstract description 6
- 239000004927 clay Substances 0.000 claims abstract description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 38
- 239000010959 steel Substances 0.000 claims description 38
- 239000000843 powder Substances 0.000 claims 1
- 238000006073 displacement reaction Methods 0.000 description 6
- 238000012544 monitoring process Methods 0.000 description 5
- 239000004568 cement Substances 0.000 description 4
- 239000004567 concrete Substances 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000009413 insulation Methods 0.000 description 2
- 239000004033 plastic Substances 0.000 description 2
- 229920003023 plastic Polymers 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 239000002937 thermal insulation foam Substances 0.000 description 2
- 229920005830 Polyurethane Foam Polymers 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 235000013399 edible fruits Nutrition 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 230000005012 migration Effects 0.000 description 1
- 238000013508 migration Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000011496 polyurethane foam Substances 0.000 description 1
- 238000005057 refrigeration Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- 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
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
- E02D3/115—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means by freezing
-
- 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
- E02D31/10—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 soil pressure or hydraulic pressure
- E02D31/14—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 soil pressure or hydraulic pressure against frost heaves in soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Agronomy & Crop Science (AREA)
- Hydrology & Water Resources (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a kind of basement construction method for supporting, it is characterized in that basement outward flange sets cast-in-situ bored pile as support pile, from 1~1.3m positions on the outside of cast-in-situ bored pile, frozen soil wall is set, 50~60cm positions set pressure relief vent on the outside of freezing hole, two pressure relief vents of each corresponding arrangement of freezing hole, a diameter of 25~30cm of pressure relief vent.Frozen soil wall sets frozen soil arch springing every 8m~12m, and frozen soil wall sets freezing pipe according to soil property, for muck soil, freezes tube pitch and is more than or equal to 0.9m and is less than 1m；For silt, freeze tube pitch and be more than or equal to 1m and be less than 1.05m；For clay, it is more than or equal to 1.05m to freeze tube pitch, and is less than or equal to 1.1m.Frozen soil wall is every 3 across the horizontal prestressing apparatus of setting；Capping beam is set at the top of frozen soil wall and frozen soil arch springing.
Description
Technical field
The present invention relates to a kind of basement construction method for supporting, suitable for the realm of building construction.
Background technology
Basement support form species is various at present, and various supporting schemes reach its maturity, and different basement support systems are fitted
The principle of " safe, economic, feasible " should be followed for different situations, during selection, first according to engineering geology and hydrogeology
Condition, basement depth, adjacent buildings and road traffic condition and surrounding enviroment etc., by calculating, then through technology, economic comprehensive
Final go along with sb. to guard him and supporting form is determined after composition and division in a proportion choosing.The inner support of basement can be excavated to basement and bring larger difficulty, such as
Fruit can omit inner support then not only can accelerating construction progress, and very big economic benefit can be brought.But omit underground after inner support
The capping beam pressure of room can be very big, on the one hand to try to reduce the active earth pressure of soil, on the other hand to reinforce the firm of capping beam
Degree.
The content of the invention
The technical problems to be solved by the invention are to provide a kind of basement construction method for supporting, solve after omitting inner support
The problem of basement is safe.
Cast-in-situ bored pile is set as support pile for basement outward flange in this technical scheme provided by the invention, from drilling
1~1.3m positions set frozen soil wall on the outside of bored concrete pile, and 50~60cm positions set pressure relief vent, each freezing hole on the outside of freezing hole
Two pressure relief vents of corresponding arrangement, a diameter of 25~30cm of pressure relief vent.Frozen soil wall sets frozen soil arch springing every 8m~12m.
Frozen soil wall sets freezing pipe according to soil property, Computer Numerical Simulation has been carried out to basement supporting, in computer number
It is worth in simulation process, following parameter is determined according to isothermal distribution trend：For muck soil, freeze tube pitch to be more than or
Equal to 0.9m and it is less than 1m；For silt, freeze tube pitch and be more than or equal to 1m and be less than 1.05m；For clay, freezing pipe
Spacing is more than or equal to 1.05m, and is less than or equal to 1.1m.Frozen soil wall acts in outside passive earth pressure should by curved scissors pressure
Power, frozen soil wall every 3 across setting horizontal prestressing apparatus, to alleviate frozen soil wall curved scissors compressive stress state.
Capping beam is set at the top of frozen soil wall and frozen soil arch springing, and capping beam is welded using two channel-section steel Two bors d's oeuveres, from frozen soil wall
Mandrel 0.8~1m of line positions set floor stringer, and floor stringer uses channel-section steel, and floor stringer is supported on above engineering pile, at the top of floor stringer
Absolute altitude is identical with frozen soil wall elevation of top, and steel strand wires bearing is set at the top of floor stringer, and steel strand wires bearing uses I-steel, steel strand wires
Bearing is vertically arranged with floor stringer, both weld connections, and steel strand wires bearing one end is shelved on above frozen soil wall, and steel strand wires bearing is another
One end is encorbelmented floor stringer, and steel strand wires bearing direction top of encorbelmenting sets preformed hole, and steel strand wires pass through capping beam preformed hole and steel
Twisted wire bearing preformed hole, the steel strand wires after tensioning are fixed by anchorage.
Room cutting depth is chosen under frozen soil wall thickness base area, when being more than or equal to 8m for basement depth, freezes
Cob wall amount of deflection is controlled in 0.015H, and H is basement cutting depth；When being less than 8m for basement depth and being more than or equal to 6m,
Frozen soil wall amount of deflection is controlled in 0.012H；When being less than 6m for basement depth, the control of frozen soil wall amount of deflection is in 0.01H and is not less than
50cm.Basement supporting is required for surrounding enviroment, frozen soil wall thickness to carry out it is following adjust, for basement 10m
In the range of have building frozen soil wall deflection value be multiplied by 1.2；For there is the frozen soil wall of building in the range of basement 10m to 20m
Deflection value is multiplied by 1.1.
Frozen soil wall mean temperature is chosen according to soil property, and for muck soil, mean temperature is more than or equal to -12 DEG C and small
In -10 DEG C；For silt, mean temperature is that, for clay, mean temperature is average more than or equal to -10 DEG C and less than -9 DEG C
Temperature is more than or equal to -9 DEG C and less than -8 DEG C.
Frozen soil arch springing mean temperature is chosen according to soil property, for muck soil, mean temperature be more than or equal to -16 DEG C and
Less than -14 DEG C；For silt, mean temperature is that, for clay, mean temperature is flat more than or equal to -14 DEG C and less than -13 DEG C
Equal temperature is more than or equal to -13 DEG C and less than -12 DEG C.Frozen soil arch springing is the region of high stress, reduces the temperature of this part soil body, with
Increase its intensity, so turn into the variable strength arch ring of reasonable stress, can save and largely freeze required energy consumption.
As basement excavates, the exposure of frozen soil wall gradually increases and loss of refrigeration capacity increases, especially true in summer.Temperature
Degree rise causes strength of wall body to reduce, and accelerates the development of creep.Therefore the adiabatic heat-insulation of wall is extremely important, or even can turn into work
The key of journey success or failure.Frozen soil wall top surface carries out insulated heat from following measure：
(1) plastic covering film or insulation foam plate is nailed on；
(2) top surface gunite concrete, concrete ejection layer make a part for bearing structure simultaneously；
(3) top surface injection polyurethane foam heat-insulation layer；
(4) cement mixing pile, a diameter of 500~600mm of cement mixing pile, adjacent cement mixing pile are set outside frozen soil wall
It is mutually twisted, length of action 200mm, cement mixing piling wall not only can be with heat-insulated, while combines retaining wall with frozen soil wall.
Frost line develops to non-frozen soil direction when soil freezes, while moisture is reversely to freezing face migration, at this moment non-frozen soil hole
Gap hydraulic pressure reduces, effective stress increase, and the non-frozen soil caused by consolidating, which shrinks, counteracts part frost heave.In order to reduce frost heave to neighbour
The influence closely built, intermittent freezing method is taken, thus reduce and freeze caused frost heave, saved so as to reduce freeze-off time
Freeze expense.Intermittent freezing parameter is as follows：Per freeze-off time 30min intervals 10min.
Strong adaptability of the present invention, water isolating is good and surrounding environment is not polluted, and social benefit is good；On the other hand the present invention
Construction speed is fast, and economic benefit is also very considerable.
Brief description of the drawings
Fig. 1 is foundation pit supporting construction schematic diagram.
In each accompanying drawing：1st, frozen soil wall, 2, frozen soil arch springing, 3, capping beam, 4, floor stringer, 5, steel strand wires bearing, 6, steel strand wires,
7th, engineering pile, 8, anchorage.
Embodiment
Certain basement a length of 67m, a width of 48m, depth 6.8m, support pile use diameter 1.4m cast-in-situ bored pile, along ground
Lower room periphery lays 136, spacing 1.6m, and the long 28m of stake, freezing hole is apart from supporting pile center 1.1m.Freeze hole number as 132
Individual, it is 1.05m to freeze tube pitch.Pressure relief vent is on the outside of freezing hole, each freezing hole two pressure relief vents of corresponding arrangement.
As illustrated, frozen soil wall 1 and the top of frozen soil arch springing 2 set capping beam 3 in the present embodiment, capping beam 3 uses two
Channel-section steel Two bors d's oeuveres welds, and sets floor stringer 4 from 0.8~1m of the central axis positions of frozen soil wall 1, floor stringer 4 uses channel-section steel, floor stringer 4
It is supported on above engineering pile 7, the elevation of top of floor stringer 4 is identical with the elevation of top of frozen soil wall 1, and the top of floor stringer 4 sets steel strand wires
Bearing 5, steel strand wires bearing 5 use I-steel, and the bearing of steel strand wires 6 is vertically arranged with floor stringer 4, both weld connections, steel strand wires
The one end of bearing 5 is shelved on above frozen soil wall 1, and the other end of steel strand wires bearing 5 is encorbelmented floor stringer 4, and steel strand wires bearing 5 is encorbelmented direction
Top setting preformed hole, steel strand wires 6 are complete by tensioning by anchorage 8 by the preformed hole of capping beam 3 and the preformed hole of steel strand wires bearing 5
Steel strand wires 6 after finishing are fixed.Frozen soil wall 1 every 3 across set basement supporting capping beam bracing means, it is curved to alleviate frozen soil wall
Cut compressive stress state.
The mean temperature of frozen soil wall 1 is -9 DEG C.Frozen soil arch springing is -13 DEG C.
The top surface of frozen soil wall 1 carries out insulated heat from following measure：Plastic covering film nails on insulation foam plate；
Using intermittent freezing method, per freeze-off time 30min intervals 10min.
This engineering sets 16 deviational survey holes, 32 horizontal displacement monitoring points, it was found from monitoring result altogether：From soil mass displacement at the deep layer
Monitoring situation sees that 16 deviational survey hole maximum displacements are much smaller than alarming value 50mm, illustrate that soil mass displacement at the deep layer is little, go along with sb. to guard him knot
Soil stabilization on the outside of structure, building enclosure are safe and reliable.In terms of underground ceiling and surrounding building horizontal displacement monitoring situation, 32
Horizontal displacement monitoring point is both less than alarming value 40mm, illustrates that building enclosure deformation is smaller, work progress is safe and reliable.
Claims (1)
1. a kind of basement construction method for supporting, it is characterized in that：Basement outward flange sets cast-in-situ bored pile as support pile, from
1~1.3m positions set frozen soil wall on the outside of cast-in-situ bored pile, and 50~60cm positions set pressure relief vent on the outside of freezing hole, each to freeze
Tie hole two pressure relief vents of corresponding arrangement, a diameter of 25~30cm of pressure relief vent；Frozen soil wall sets frozen soil arch springing every 8m~12m, freezes
Cob wall sets freezing pipe according to soil property, for muck soil, freezes tube pitch and is more than or equal to 0.9m and is less than 1m；For powder
Soil, freeze tube pitch and be more than or equal to 1m and be less than 1.05m；For clay, freeze tube pitch be more than or equal to 1.05m,
And it is less than or equal to 1.1m；Room cutting depth is chosen under frozen soil wall thickness base area, is more than or waits for basement depth
When 8m, frozen soil wall amount of deflection is controlled in 0.015H, and H is basement cutting depth；For basement depth be less than 8m and be more than or
During equal to 6m, frozen soil wall amount of deflection is controlled in 0.012H；When being less than 6m for basement depth, frozen soil wall amount of deflection is controlled in 0.01H
And it is not less than 50cm；Basement supporting is required for surrounding enviroment, frozen soil wall thickness to carry out it is following adjust, for ground
The frozen soil wall deflection value for having building in the range of lower room 10m is multiplied by 1.2；For having building in the range of basement 10m to 20m
Frozen soil wall deflection value is multiplied by 1.1；
Frozen soil wall is every 3 across the horizontal prestressing apparatus of setting：Capping beam is set at the top of frozen soil wall and frozen soil arch springing, and capping beam is adopted
Welded with two channel-section steel Two bors d's oeuveres, floor stringer is set from frozen soil wall 0.8~1m of central axis positions, floor stringer uses channel-section steel, aids in
For beam support on engineering pile, floor stringer elevation of top is identical with frozen soil wall elevation of top, and steel strand wires branch is set at the top of floor stringer
Seat, steel strand wires bearing use I-steel, and steel strand wires bearing is vertically arranged with floor stringer, both weld connections, steel strand wires bearing one
End is shelved on above frozen soil wall, and the steel strand wires bearing other end is encorbelmented floor stringer, steel strand wires bearing encorbelment direction top set it is pre-
Box out, steel strand wires are consolidated the steel strand wires after tensioning by anchorage by capping beam preformed hole and steel strand wires bearing preformed hole
It is fixed.
Priority Applications (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710293005.1A CN107100172B (en) | 2015-08-31 | 2015-08-31 | Without inner support basement construction method for supporting |
| CN201710435924.8A CN107165171B (en) | 2015-08-31 | 2015-08-31 | Basement supporting frozen construction method |
| CN201510562855.8A CN105200995B (en) | 2015-08-31 | 2015-08-31 | Basement construction method for supporting |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510562855.8A CN105200995B (en) | 2015-08-31 | 2015-08-31 | Basement construction method for supporting |
Related Child Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710293005.1A Division CN107100172B (en) | 2015-08-31 | 2015-08-31 | Without inner support basement construction method for supporting |
| CN201710435924.8A Division CN107165171B (en) | 2015-08-31 | 2015-08-31 | Basement supporting frozen construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105200995A CN105200995A (en) | 2015-12-30 |
| CN105200995B true CN105200995B (en) | 2018-01-19 |
Family
ID=54948928
Family Applications (3)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710293005.1A Active CN107100172B (en) | 2015-08-31 | 2015-08-31 | Without inner support basement construction method for supporting |
| CN201510562855.8A Expired - Fee Related CN105200995B (en) | 2015-08-31 | 2015-08-31 | Basement construction method for supporting |
| CN201710435924.8A Active CN107165171B (en) | 2015-08-31 | 2015-08-31 | Basement supporting frozen construction method |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710293005.1A Active CN107100172B (en) | 2015-08-31 | 2015-08-31 | Without inner support basement construction method for supporting |
Family Applications After (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710435924.8A Active CN107165171B (en) | 2015-08-31 | 2015-08-31 | Basement supporting frozen construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (3) | CN107100172B (en) |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000240077A (en) * | 1999-02-23 | 2000-09-05 | Ohbayashi Corp | Demolishing method for underground structure |
| CN102839670A (en) * | 2011-06-22 | 2012-12-26 | 上海市政工程设计研究总院（集团）有限公司 | Shallow foundation pit freezing enclosure and construction method thereof |
| CN104074525A (en) * | 2014-07-02 | 2014-10-01 | 南京林业大学 | Full-sectional grouting, rectangular horizontal freezing and pipe roof combined reinforcing structure and method |
Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000282495A (en) * | 1999-03-26 | 2000-10-10 | Tokyo Gas Co Ltd | Low-temperature underground tank |
| CN1243162C (en) * | 2003-04-01 | 2006-02-22 | 中国矿业大学 | Underground continuous wall frozen construction method |
| CN101487261B (en) * | 2009-01-21 | 2010-06-09 | 浙江中成建工集团有限公司 | Profiled bar freezing wall foundation ditch combined enclosure method and its structure |
| CN203361173U (en) * | 2013-07-03 | 2013-12-25 | 中交第一公路勘察设计研究院有限公司 | Anchoring supporting structure for side slope in permafrost region |
| CN203411994U (en) * | 2013-08-12 | 2014-01-29 | 中国建筑第四工程局有限公司 | Support pile basement outer wall structure |
| CN103850258B (en) * | 2014-03-24 | 2016-06-29 | 北京城建勘测设计研究院有限责任公司 | A kind of weather freezing method for protecting support |
| CN204199305U (en) * | 2014-11-06 | 2015-03-11 | 兰州理工大学 | A kind of active refrigeration and self-recoverage are trembled with fear district's slope retaining structure |
| CN104832196B (en) * | 2015-03-31 | 2018-08-21 | 中铁时代建筑设计院有限公司 | Pipe curtain freezing process supporting construction and its construction method |
-
2015
- 2015-08-31 CN CN201710293005.1A patent/CN107100172B/en active Active
- 2015-08-31 CN CN201510562855.8A patent/CN105200995B/en not_active Expired - Fee Related
- 2015-08-31 CN CN201710435924.8A patent/CN107165171B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000240077A (en) * | 1999-02-23 | 2000-09-05 | Ohbayashi Corp | Demolishing method for underground structure |
| CN102839670A (en) * | 2011-06-22 | 2012-12-26 | 上海市政工程设计研究总院（集团）有限公司 | Shallow foundation pit freezing enclosure and construction method thereof |
| CN104074525A (en) * | 2014-07-02 | 2014-10-01 | 南京林业大学 | Full-sectional grouting, rectangular horizontal freezing and pipe roof combined reinforcing structure and method |
Non-Patent Citations (1)
| Title |
|---|
| 地下室支护施工方法;马奕斌等;《广东交通职业技术学院学报》;20050930;第4卷(第3期);第20-22页第1-2节，图1 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107100172B (en) | 2018-12-18 |
| CN107165171A (en) | 2017-09-15 |
| CN105200995A (en) | 2015-12-30 |
| CN107100172A (en) | 2017-08-29 |
| CN107165171B (en) | 2019-06-07 |
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Effective date of registration: 20190612 Address after: 450000 Haihai East Road 1097, Zhengzhou Economic and Technological Development Zone, Henan Province Patentee after: Henan Industrial Construction Group Co.,Ltd. Address before: 325000 Room 1204, 16 High Education Expo Garden, Chashan Street, Ouhai District, Wenzhou City, Zhejiang Province Patentee before: Luo Haijun |
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