CN107100172B - Without inner support basement construction method for supporting - Google Patents
Without inner support basement construction method for supporting Download PDFInfo
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- CN107100172B CN107100172B CN201710293005.1A CN201710293005A CN107100172B CN 107100172 B CN107100172 B CN 107100172B CN 201710293005 A CN201710293005 A CN 201710293005A CN 107100172 B CN107100172 B CN 107100172B
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- frozen soil
- soil wall
- equal
- basement
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- 238000010276 construction Methods 0.000 title claims abstract description 9
- 239000002689 soil Substances 0.000 claims abstract description 84
- 230000008014 freezing Effects 0.000 claims abstract description 24
- 238000007710 freezing Methods 0.000 claims abstract description 24
- 238000011065 in-situ storage Methods 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 38
- 239000010959 steel Substances 0.000 claims description 38
- 239000004927 clay Substances 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 description 6
- 238000012544 monitoring process Methods 0.000 description 5
- 239000004568 cement Substances 0.000 description 4
- 238000000034 method Methods 0.000 description 4
- 239000004567 concrete Substances 0.000 description 3
- 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
- 230000008602 contraction Effects 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
- 230000000694 effects Effects 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 238000005516 engineering process 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
Abstract
The invention discloses a kind of no inner support basement construction method for supporting, it is characterized in that cast-in-situ bored pile is arranged as support pile in basement outer edge, from the position 1~1.3m on the outside of cast-in-situ bored pile, frozen soil wall is set, pressure relief vent is arranged in the position 50~60cm on the outside of freezing hole, each freezing hole two pressure relief vents of corresponding arrangement, release bore dia are 25~30cm.Frozen soil arch springing is arranged every 8m~12m in frozen soil wall, and freezing pipe is arranged according to soil property in frozen soil wall.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 no inner support basement construction method for supporting, are suitable for the realm of building construction.
Background technique
Basement support form is many kinds of at present, and various supporting schemes reach its maturity, and different basement support systems are suitable
For different situations, when selection, should follow the principle of " safety, economic, feasible ", first according to engineering geology and hydrogeology
Condition, basement depth, adjacent buildings and road traffic condition and surrounding enviroment etc., it is comprehensive by calculating, then through technology, economy
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 and then can not only accelerate construction progress, and can bring very big economic benefit.But omit underground after inner support
The capping beam pressure of room can be very big, on the one hand to try the active earth pressure for reducing soil, on the other hand to reinforce the rigid of capping beam
Degree.
Summary of the invention
Technical problem to be solved by the invention is to provide a kind of no inner support basement construction method for supporting, solve to omit
The problem of basement safety after inner support.
Cast-in-situ bored pile is arranged as support pile, from drilling in basement outer edge in technical solution provided by the invention thus
Frozen soil wall is arranged in the position 1~1.3m on the outside of bored concrete pile, and pressure relief vent, each freezing hole is arranged in the position 50~60cm on the outside of freezing hole
Two pressure relief vents of corresponding arrangement, release bore dia are 25~30cm.Frozen soil arch springing is arranged every 8m~12m in frozen soil wall.
Freezing pipe is arranged according to soil property in frozen soil wall, Computer Numerical Simulation has been carried out to basement supporting, in computer number
Be worth in simulation process, following parameter determined according to isothermal distribution trend: for muck soil, freeze tube spacing be greater than or
Equal to 0.9m and it is less than 1m；For silt, freezing tube spacing is more than or equal to 1m and to be less than 1.05m；For clay, freezing pipe
Spacing be more than or equal to 1.05m, and be less than or equal to 1.1m.Frozen soil wall on the outside answered by curved scissors pressure by passive earth pressure effect
Power, frozen soil wall every 3 across horizontal prestressing apparatus is arranged, 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 using two channel steel Two bors d's oeuveres welding, from frozen soil wall
Floor stringer is arranged in the mandrel position 0.8~1m of line, and floor stringer uses channel steel, and floor stringer is supported on above engineering pile, at the top of floor stringer
Absolute altitude is identical as frozen soil wall elevation of top, and steel strand wires support is arranged at the top of floor stringer, and steel strand wires support uses I-steel, steel strand wires
Support is vertically arranged with floor stringer, the two weld connection, and steel strand wires support one end is shelved on above frozen soil wall, and steel strand wires support is another
One end overhangs floor stringer out, and steel strand wires support overhangs direction top and preformed hole is arranged, and steel strand wires pass through capping beam preformed hole and steel
Twisted wire support preformed hole is fixed the steel strand wires after tensioning by anchorage.
Room cutting depth is chosen under frozen soil wall thickness base area, when being greater than or equal to 8m for basement depth, freezes
The control of cob wall amount of deflection is basement cutting depth in 0.015H, H；When being less than 8m for basement depth and be greater 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.Surrounding enviroment require basement supporting, frozen soil wall thickness to carry out it is following adjust, for basement 10m
There is the frozen soil wall deflection value of building multiplied by 1.2 in range；For there is the frozen soil wall of building within the scope 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 more than or equal to -10 DEG C and less than -9 DEG C, and for clay, mean temperature is average
Temperature is more than or equal to -9 DEG C and to be 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 more than or equal to -14 DEG C and less than -13 DEG C, and for clay, mean temperature is flat
Equal temperature is more than or equal to -13 DEG C and to be 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, becomes the variable strength arch ring of reasonable stress in this way, can save and largely freeze required energy consumption.
As basement excavates, the exposure of frozen soil wall is gradually increased and loss of refrigeration capacity increases, especially true in summer.Temperature
Degree, which increases, 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 become work
The key of journey success or failure.Frozen soil wall top surface selects following measure to carry out insulated heat:
(1) plastic covering film or insulation foam plate is nailed on；
(2) top surface gunite concrete, concrete ejection layer make a part of bearing structure simultaneously；
(3) polyurethane foam heat-insulation layer is sprayed in top surface；
(4) cement mixing pile is set outside frozen soil wall, and cement mixing pile diameter is 500~600mm, adjacent cement mixing pile
It is mutually twisted, length of action 200mm, cement mixing piling wall not only can be heat-insulated, while combining retaining wall with frozen soil wall.
Frost line develops to non-frozen soil direction when soil freezes, while moisture is reversely migrated to freezing face, at this moment non-frozen soil hole
Gap hydraulic pressure reduces, and effective stress increases, and the non-frozen soil contraction caused by consolidating counteracts part frost heave.In order to reduce frost heave to neighbour
Intermittent freezing method is taken in the influence closely built, and the frost heave generated when freezing is thus reduced, to reduce freeze-off time and save
Freeze expense.Intermittent freezing parameter is as follows: every freeze-off time 30min interval 10min.
The present invention is adaptable, and water isolating is good and does not pollute to ambient enviroment, and social benefit is good；On the other hand the present invention
Construction speed is fast, and economic benefit is also very considerable.
Detailed description of the invention
Fig. 1 is foundation pit supporting construction schematic diagram.
In each attached drawing: 1, frozen soil wall, 2, frozen soil arch springing, 3, capping beam, 4, floor stringer, 5, steel strand wires support, 6, steel strand wires,
7, engineering pile, 8, anchorage.
Specific embodiment
Certain basement a length of 67m, width 48m, depth 6.8m, support pile use the cast-in-situ bored pile of diameter 1.4m, 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.Freezing hole number is 132
A, freezing tube spacing is 1.05m.Pressure relief vent is on the outside of freezing hole, each freezing hole two pressure relief vents of corresponding arrangement.
As shown, capping beam 3 is arranged at the top of frozen soil wall 1 and frozen soil arch springing 2 in the present embodiment, capping beam 3 uses two
Floor stringer 4 is arranged from 1 position 0.8~1m of central axis of frozen soil wall in the welding of channel steel Two bors d's oeuveres, and floor stringer 4 uses channel steel, floor stringer 4
It is supported on above engineering pile 7,4 elevation of top of floor stringer is identical as 1 elevation of top of frozen soil wall, and steel strand wires are arranged at the top of floor stringer 4
Support 5, steel strand wires support 5 use I-steel, and 6 support of steel strand wires is vertically arranged with floor stringer 4, the two weld connection, steel strand wires
5 one end of support is shelved on above frozen soil wall 1, and 5 other end of steel strand wires support overhangs floor stringer 4 out, and steel strand wires support 5 overhangs direction
Preformed hole is arranged in top, and steel strand wires 6 are complete by tensioning by anchorage 8 by 5 preformed hole of 3 preformed hole of capping beam and steel strand wires support
Steel strand wires 6 after finishing are fixed.Frozen soil wall 1 is curved to alleviate frozen soil wall every 3 bracing means across setting basement supporting capping beam
Cut compressive stress state.
1 mean temperature of frozen soil wall is -9 DEG C.Frozen soil arch springing is -13 DEG C.
1 top surface of frozen soil wall selects following measure to carry out insulated heat: plastic covering film nails on insulation foam plate；
Using intermittent freezing method, every freeze-off time 30min interval 10min.
This engineering sets 16 deviational survey holes, 32 horizontal displacement monitoring points, it was found from monitoring result: from soil mass displacement at the deep layer altogether
Monitoring situation sees that 16 deviational survey hole maximum displacements are much smaller than alarming value 50mm, illustrates that soil mass displacement at the deep layer is little, goes 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 no inner support basement construction method for supporting, it is characterized in that: cast-in-situ bored pile conduct is arranged in basement outer edge
Frozen soil wall is arranged from the position 1~1.3m on the outside of cast-in-situ bored pile in support pile, and release is arranged in the position 50~60cm on the outside of freezing hole
Hole, each freezing hole two pressure relief vents of corresponding arrangement, release bore dia is 25~30cm；Frozen soil wall is arranged every 8m~12m and freezes
Freezing pipe is arranged according to soil property in native arch springing, frozen soil wall, and for muck soil, freezing tube spacing is more than or equal to 0.9m and to be less than
1m；For silt, freezing tube spacing is more than or equal to 1m and to be less than 1.05m；For clay, freezing tube spacing is to be greater than or wait
In 1.05m, and it is less than or equal to 1.1m；Room cutting depth is chosen under frozen soil wall thickness base area, for basement depth
When more than or equal to 8m, the control of frozen soil wall amount of deflection is basement cutting depth in 0.015H, H；8m is less than for basement depth
And when being greater 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
In 0.01H and it is not less than 50cm；Surrounding enviroment require basement supporting, frozen soil wall thickness will be carried out to lower
It is whole, for there is the frozen soil wall deflection value of building multiplied by 1.2 within the scope of basement 10m；For within the scope of basement 10m to 20m
There is the frozen soil wall deflection value of building multiplied by 1.1；
Every 3, across horizontal prestressing apparatus is arranged, capping beam is arranged, capping beam uses in frozen soil wall at the top of frozen soil wall and frozen soil arch springing
Floor stringer is arranged from the frozen soil wall position 0.8~1m of central axis in two channel steel Two bors d's oeuveres welding, and floor stringer uses channel steel, floor stringer
It being supported on above engineering pile, floor stringer elevation of top is identical as frozen soil wall elevation of top, steel strand wires support is set at the top of floor stringer,
Steel strand wires support uses I-steel, and steel strand wires support is vertically arranged with floor stringer, and the two weld connection, steel strand wires support one end is put
It sets on frozen soil wall, the steel strand wires support other end overhangs floor stringer out, and steel strand wires support overhangs direction top and preformed hole is arranged,
Steel strand wires are fixed the steel strand wires after tensioning by anchorage by capping beam preformed hole and steel strand wires support preformed hole；
Frozen soil wall mean temperature is chosen according to soil property, for muck soil, mean temperature be more than or equal to -12 DEG C and is less than -
10℃；For silt, mean temperature is more than or equal to -10 DEG C and less than -9 DEG C, and for clay, mean temperature is mean temperature
For 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, and for muck soil, mean temperature is more than or equal to -16 DEG C and small
In -14 DEG C；For silt, mean temperature is more than or equal to -14 DEG C and less than -13 DEG C, and for clay, mean temperature is average
Temperature is more than or equal to -13 DEG C and to be less than -12 DEG C.
Priority Applications (1)
| 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 |
Applications Claiming Priority (2)
| 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 |
| CN201510562855.8A CN105200995B (en) | 2015-08-31 | 2015-08-31 | Basement construction method for supporting |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510562855.8A Division CN105200995B (en) | 2015-08-31 | 2015-08-31 | Basement construction method for supporting |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107100172A CN107100172A (en) | 2017-08-29 |
| CN107100172B true CN107100172B (en) | 2018-12-18 |
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ID=54948928
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| Application Number | Title | Priority Date | Filing Date |
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| CN201710293005.1A Active CN107100172B (en) | 2015-08-31 | 2015-08-31 | Without inner support basement construction method for supporting |
| CN201510562855.8A Active 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 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201510562855.8A Active 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 |
Country Status (1)
| Country | Link |
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| CN (3) | CN107100172B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000282495A (en) * | 1999-03-26 | 2000-10-10 | Tokyo Gas Co Ltd | Low-temperature underground tank |
| 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 |
| 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 |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4093670B2 (en) * | 1999-02-23 | 2008-06-04 | 株式会社大林組 | Dismantling method of underground structure |
| 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 |
| 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 |
| 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 |
| CN104074525B (en) * | 2014-07-02 | 2016-02-24 | 南京林业大学 | Full-face pouring, rectangular horizontal are freezed and pipe canopy joint reinforcement structure and method |
| 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 active Active
- 2015-08-31 CN CN201710435924.8A patent/CN107165171B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000282495A (en) * | 1999-03-26 | 2000-10-10 | Tokyo Gas Co Ltd | Low-temperature underground tank |
| 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 |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107100172A (en) | 2017-08-29 |
| CN107165171A (en) | 2017-09-15 |
| CN105200995B (en) | 2018-01-19 |
| CN107165171B (en) | 2019-06-07 |
| CN105200995A (en) | 2015-12-30 |
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Effective date of registration: 20201120 Address after: No. 100, North Ring Road, Hede Town, Sheyang County, Yancheng City, Jiangsu Province Patentee after: Gu Yaobin Address before: Dasan street of Ouhai District 325000 Zhejiang city of Wenzhou province higher education garden building 16 room 1204 Patentee before: Luo Haijun |
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Effective date of registration: 20230104 Address after: Room 707, Administrative Committee of Tancheng Economic Development Zone, Linyi City, Shandong Province, 276100 Patentee after: Tancheng Economic Development Zone Pharmaceutical Development Co.,Ltd. Address before: No. 100, North Ring Road, Hede Town, Sheyang County, Yancheng City, Jiangsu Province Patentee before: Gu Yaobin |
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