CN105256834A - Building structure of underground space - Google Patents
Building structure of underground space Download PDFInfo
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- CN105256834A CN105256834A CN201510477960.1A CN201510477960A CN105256834A CN 105256834 A CN105256834 A CN 105256834A CN 201510477960 A CN201510477960 A CN 201510477960A CN 105256834 A CN105256834 A CN 105256834A
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- reinforcing steel
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- pressure
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Abstract
The invention discloses a building structure of an underground space. The underground space comprises a space bottom serving as a building foundation and a space top connected with the ground. The space bottom is at least provided with a first part used for bearing high pressure and a second part used for bearing low pressure. The difference value between a first force difference and a second force difference is larger than the highest breaking-resistant force of the joint of the first part and the second part, wherein the first force difference is the difference between buoyancy and pressure which are borne by the second part, and the second force difference is the difference between buoyancy and pressure which are borne by the first part. A first pile body set used for supporting and fixing the first part is arranged under the first part. A second pile body set used for supporting and fixing the second part is arranged under the second part. In this way, it is guaranteed that the force difference between buoyancy and pressure which are borne by the second part is smaller than the highest breaking-resistant force and the highest tensile resistance of the second pile body set.
Description
Technical field
The present invention relates to a kind of construction techniques and building structure, particularly a kind of building pile body construction method of the underground space and underground space building structure.
Background technology
At present, along with the development of economic society, increasing highrise building appears in the middle of our city, but along with the increase of building quantity in the middle of city, available space is more and more in short supply, and just because of so, the development and utilization of the underground space is more and more obtained attention.As shown in Figure 1, the common underground space 9, all be positioned at immediately below high-rise building 14, and there is darker longitudinal space, the underground space 9 generally includes as the space bottom 11 of ground and the top of space 10 with ground, some pile body one end stretched in soil support described space bottom and fix, the other end is then deep into ground prop on rock stratum 15, and the top of space carrying above-ground structures or other object then can be supported in described space bottom 11 by column 12.When described space bottom 11 receives different downward pressures, the Part I 17 bearing heavier pressure and the Part II 18 bearing lighter pressure can be had.But, the underground space 9 defines Ship Structure in soil, owing to there is moisture in soil, this soil with moisture can produce buoyancy to the underground space 9 of Ship Structure, the difference of the buoyancy that described Part II 18 is subject to and pressure is first definitely stressed, the difference of the buoyancy that described Part I 17 is subject to and pressure is second definitely stressed, when the power difference between described first is definitely stressed and second is definitely stressed is greater than the maximum fracture resistence force at the junction surface of two parts, this Part I 17 and Part II 18 in the vertical direction generation relative displacement, junction surface B point place then there will be situation about fractureing as the position the most easily fractureed, wherein, to be space bottom 11 can keep the maximum, force that not finding ruptures can bear not being subject to bottom any pressure and buoyancy time space 11 to this maximum fracture resistence force.The use of conventional pile body 13 can by preventing Part I 17 and Part II 18 from relative longitudinal displacement occurring to space bottom 11 by the mode pulled, but, conventional pile body 13 tension cracking resistance is poor, and understand because the underground space 9 buoyancy is excessive in the vertical direction generation cracking situation, this is because conventional pile body excessive under the effect of buoyancy, the effect of conventional pile body 13 inner reinforcing bar tension power is extended, and pile body cracking of reinforced concrete is poor, thus can cause pile body occur cracking, on pull out and still cause base arrangement damage layer, underground water pours in.In order to beam slab can be prevented bottom pile body and basement because buoyancy is excessive by drawing crack, usually the mode increasing pile body, stake number is adopted in existing design, form of construction work, or adopt pile body and the anchor pole with more reinforcing bar, thus prevent pile body and basement floor constructions by drawing crack.
But, the quantity of the stake number and anchor pole that roll up conventional stake can cause construction period long and improve building costs, if when not increasing pile body quantity, increase the reinforcing bar number of pile body inside, although also pile body crack resistance can be improved, but have little effect, and increase reinforcing bar number also can increase building costs.
Summary of the invention
For this reason, the technical problem to be solved in the present invention is, propose a kind ofly the space bottom of the underground space being subject to different downward pressure can be avoided to divide occur fracture, and can accelerating construction progress and the building pile body construction method of the underground space reduced costs and adopt the underground space building structure of this construction method largely.
The building pile body construction method of the underground space of the present invention, wherein, the described underground space comprises as the space bottom of building lot and the top of space with ground, and described space bottom at least has the Part I bearing heavier pressure and the Part II bearing lighter pressure;
Difference between the second power difference between the buoyancy that the first power difference between the buoyancy that described Part II is subject to and pressure and described Part I are subject to and pressure is greater than the maximum fracture resistence force at both junction surfaces;
The the first pile body group being used for supporting described Part I and fixing is set below described Part I, and the second pile body group being used for supporting described Part II and fixing is set below described Part II, thus guarantee that the buoyancy suffered by Part II is less than the maximum stretching resistance of described maximum fracture resistence force and described second pile body group with the power difference of the pressure be subject to;
Described second pile body group comprises some comprehensive function pile bodies, and described comprehensive function pile body comprises concrete pile body, and described concrete pile body has top and bottom; Also comprise bearing structure, described bearing structure is located at the top of described concrete pile body; Described concrete pile body has radial protuberance, reinforcing cage and presstressed reinforcing steel is provided with in described concrete pile body, wherein, one end of described presstressed reinforcing steel is fixed on described reinforcing cage on one end of described concrete pile body bottom, and the other end of described presstressed reinforcing steel is anchored on described bearing structure; Described presstressed reinforcing steel is in tensile state, realizes the compression to concrete pile body by described bearing structure.、
Described radial protuberance is positioned at the described bottom of described concrete pile body.
Each described concrete bodies comprises radial protuberance described in several, also has described radial protuberance between the described top of described coagulation body pile body and described bottom.
The described top of space of the described underground space is by upright supports in described space bottom, and described comprehensive function pile body one end is supported on rock stratum.
Above-mentioned building pile body construction method, described first pile body group comprises some described comprehensive function pile bodies.
A kind of underground space building structure, comprising:
As the space bottom of building lot and the top of space with ground, described top of space at least has the Part I bearing heavier pressure and the Part II bearing lighter pressure; Difference between the second power difference between the buoyancy that the first power difference between the buoyancy that wherein said Part II is subject to and pressure and described Part I are subject to and pressure is greater than the maximum fracture resistence force at the junction surface of two parts;
Also comprise the first pile body group and the second pile body group, be arranged in described Part I and the vertical below of described Part II respectively, and respectively described Part I and described Part II are supported and fixed, thus guarantee that the buoyancy suffered by Part II is less than the maximum stretching resistance of described maximum fracture resistence force and described second pile body group with the power difference of the pressure be subject to;
Wherein, described second pile body group comprises some comprehensive function pile bodies, and described comprehensive function pile body comprises concrete pile body, and described concrete pile body has top and bottom; Also comprise bearing structure, described bearing structure is located at the top of described concrete pile body; Described concrete pile body has radial protuberance, reinforcing cage and presstressed reinforcing steel is provided with in described concrete pile body, wherein, one end of described presstressed reinforcing steel is fixed on described reinforcing cage on one end of described concrete pile body bottom, and the other end of described presstressed reinforcing steel is anchored on described bearing structure; Described presstressed reinforcing steel is in tensile state, realizes the compression to concrete pile body by described bearing structure.
Above-mentioned underground space building structure, described radial protuberance is positioned at the described bottom of described concrete pile body.
Above-mentioned underground space building structure, each described concrete bodies comprises radial protuberance described in several, also has described radial protuberance between the described top of described coagulation body pile body and described bottom.
Above-mentioned underground space building structure, described presstressed reinforcing steel is some, and is axially evenly arranged along described concrete pile body.
Above-mentioned underground space building structure, described presstressed reinforcing steel is attached with separation layer, and described separation layer carries out physical isolation to described presstressed reinforcing steel and described concrete pile body, thus after making bearing structure reach the length of time, described presstressed reinforcing steel can by tension.
Above-mentioned underground space building structure, described bearing structure inside is provided with sheet steel pipe and steel mesh reinforcement, and described sheet steel pipe is connected with described bearing structure and described steel mesh reinforcement stationary positioned, and wherein, it is inner that described presstressed reinforcing steel is located at described sheet steel pipe.
Above-mentioned underground space building structure, described presstressed reinforcing steel is steel tendon, steel strand or cable wire rope.
Above-mentioned underground space building structure, described bearing structure is cushion cap, and described cushion cap comprises concrete floor and concrete cushion; Described bearing structure is provided with the fixed part for being anchored in by presstressed reinforcing steel on described bearing structure.
Above-mentioned underground space building structure, described bearing structure is base plate.
The present invention has the following advantages relative to prior art:
1. the first pile body group being used for supporting described Part I and fixing is set below described Part I, and the second pile body group being used for supporting described Part II and fixing is set below described Part II, thus guarantee that the buoyancy suffered by Part II is less than the maximum stretching resistance of described maximum fracture resistence force and described second pile body group with the power difference of the pressure be subject to; Described second pile body group comprises some comprehensive function pile bodies, and described comprehensive function pile body comprises concrete pile body, and described concrete pile body has top and bottom; Also comprise bearing structure, described bearing structure is located at the top of described concrete pile body; Described concrete pile body has radial protuberance, reinforcing cage and presstressed reinforcing steel is provided with in described concrete pile body, wherein, one end of described presstressed reinforcing steel is fixed on described reinforcing cage on one end of described concrete pile body bottom, and the other end of described presstressed reinforcing steel is anchored on described bearing structure; Described presstressed reinforcing steel is in tensile state, realizes the compression to concrete pile body by described bearing structure.More than in design, presstressed reinforcing steel is added, even if when receiving larger longitudinal pulling force, due to the effect of presstressed reinforcing steel in comprehensive function pile body, can prevent the reinforcing bar of pile body inside from extending well, thus greatly can strengthen the tension cracking resistance of pile body; In addition, described radial protuberance can increase the frictional force between pile body and soil greatly, thus increases soil to the resistance of upfloat, and the anti-floating of pile body is strengthened greatly.And when described space bottom at least there is the Part I bearing heavier pressure and the Part II bearing lighter pressure and described first definitely stressed and second definitely stressed between power difference be greater than the maximum fracture resistence force at the junction surface of two parts time, under by the Part II of lighter pressure, this pile body is set, compared to existing technology can under the prerequisite reducing pile body quantity, effectively can prevent that situation about rupturing occurs at the junction surface of described Part I and described Part II, and then under the prerequisite guaranteeing workmanship, the construction speed greatly accelerated and reduction construction cost.
Accompanying drawing explanation
In order to make content of the present invention be more likely to be clearly understood, below according to a particular embodiment of the invention and by reference to the accompanying drawings, the present invention is further detailed explanation, wherein:
Fig. 1 is the structural representation of the underground space in prior art;
Fig. 2 is the structural representation of the underground space of the first embodiment of the present invention;
Fig. 3 is the structural representation of comprehensive function pile body of the present invention wherein a kind of embodiment;
Fig. 4 is the structural representation of the another kind of embodiment of comprehensive function pile body of the present invention.
Detailed description of the invention
Embodiment 1
The building pile body construction method of the underground space of the present invention, wherein, as shown in Figure 2, the described underground space 13 comprises as the space bottom 11 of building lot and the top of space 10 with ground, and described space bottom 11 at least has the Part I 17 bearing heavier pressure and the Part II 18 bearing lighter pressure;
Difference between the second power difference between the buoyancy that the first power difference between the buoyancy that described Part II 18 is subject to and pressure and described Part I 17 are subject to and pressure is greater than the maximum fracture resistence force of both junction surface B points;
The the first pile body group 13 being used for supporting described Part I 17 and fixing is set below described Part I 17, described first pile body group can be conventional pile body group, and the second pile body group 16 being used for supporting described Part II 18 and fixing is set below described Part II 18, thus guarantee that the buoyancy suffered by Part II 18 is less than the maximum stretching resistance of described maximum fracture resistence force and described second pile body group 16 with the power difference of the pressure be subject to; Wherein, described maximum stretching resistance is the critical force that the concrete pulling of pile body can be ftractureed that pile body is subject in soil.
Described second pile body group 16 comprises some comprehensive function pile bodies, and as shown in Figure 3, described comprehensive function pile body comprises concrete pile body 1, and described concrete pile body has top and bottom; Also comprise bearing structure, described bearing structure is located at the top of described concrete pile body; Described concrete pile body has radial protuberance 19, reinforcing cage 8 and presstressed reinforcing steel 2 is provided with in described concrete pile body 1, wherein, one end of described presstressed reinforcing steel 2 is fixed on described reinforcing cage 8 on one end of described concrete pile body 1 bottom, and the other end of described presstressed reinforcing steel 2 is anchored on described bearing structure; Described presstressed reinforcing steel 2 is in tensile state, realizes the compression to concrete pile body 1 by described bearing structure.
Preferably, described radial protuberance 19 is positioned at the described bottom of described concrete pile body.
As another kind of embodiment, each described concrete bodies comprises radial protuberance 19 described in several, also has described radial protuberance 19 between the described top of described coagulation body pile body and described bottom.
Described comprehensive function pile body can improve self anti-floating and tension cracking resistance on the basis of the crushing resistance of conventional pile body, can realize adopting less pile body quantity to avoid this space bottom being subject to the underground space of different downward pressure to divide the situation occurring fracture, especially effectively can guarantee that the connecting portion B point of described Part I and described Part II can not rupture, and again can largely accelerating construction progress and reduce construction cost.
As wherein a kind of implementation method, the pressure that described Part I is subject to can come from the first building 14, and the pressure of described Part II can come from the second building.
Embodiment 2
Adopt a underground space building structure for the construction method of embodiment 1, comprising:
As the space bottom 11 of building lot and the top of space 10 with ground, described top of space 10 at least has the Part I 17 bearing heavier pressure and the Part II 18 bearing lighter pressure; Difference between the second power difference between the buoyancy that the first power difference between the buoyancy that wherein said Part II is subject to and pressure and described Part I are subject to and pressure is greater than the maximum fracture resistence force at the junction surface of two parts;
Also comprise the first pile body group 13 and the second pile body group 16, be arranged in described Part I 17 and described Part II 18 vertically below respectively, and respectively described Part I 17 and described Part II 18 are supported and fixed, thus guarantee that the buoyancy suffered by Part II is less than the maximum stretching resistance of described maximum fracture resistence force and described second pile body group with the power difference of the pressure be subject to;
Wherein, described second pile body group 16 comprises some comprehensive function pile bodies, and as shown in Figure 3, described comprehensive function pile body comprises concrete pile body 1, and described concrete pile body 1 has top and bottom; Also comprise bearing structure, described bearing structure is located at the top of described concrete pile body 1; Described concrete pile body has radial protuberance 19, reinforcing cage 8 and presstressed reinforcing steel 2 is provided with in described concrete pile body 1, wherein, one end of described presstressed reinforcing steel 2 is fixed on described reinforcing cage 8 on one end of described concrete pile body 1 bottom, and the other end of described presstressed reinforcing steel 2 is anchored on described bearing structure; Described presstressed reinforcing steel 2 is in tensile state, realizes the compression to concrete pile body 1 by described bearing structure.
As wherein a kind of embodiment, wherein, described radial protuberance 19 is positioned at the described bottom of described concrete pile body.
As shown in Figure 4, as another kind of embodiment, wherein, each described concrete bodies comprises radial protuberance 19 described in several, between the described top of described coagulation body pile body and described bottom, also there is described radial protuberance, be preferably described concrete pile body and there are 2 radial protuberances 19.
For the described underground space building structure of above-mentioned embodiment, described presstressed reinforcing steel is some, and is axially evenly arranged along described concrete pile body.
Described presstressed reinforcing steel is attached with separation layer, and described separation layer carries out physical isolation to described presstressed reinforcing steel 2 with described concrete pile body 1, thus after making bearing structure reach the length of time, described presstressed reinforcing steel 2 can by tension.
Described bearing structure inside is provided with sheet steel pipe 5 and steel mesh reinforcement (not marking) herein, and described sheet steel pipe 5 is connected with described bearing structure and described steel mesh reinforcement stationary positioned, and wherein, it is inner that described presstressed reinforcing steel 2 is located at described sheet steel pipe 5.
Described presstressed reinforcing steel 2 is steel tendon, steel strand or cable wire rope.
Described bearing structure is cushion cap, and described cushion cap comprises concrete floor 3 and concrete cushion 4; Described bearing structure is provided with the fixed part 6 for being anchored in by presstressed reinforcing steel 2 on described bearing structure, and described fixed part is pre-buried can 7.
Obviously, above-described embodiment is only for clearly example being described, and the restriction not to embodiment.For those of ordinary skill in the field, can also make other changes in different forms on the basis of the above description.Here exhaustive without the need to also giving all embodiments.And thus the apparent change of extending out or variation be still among the protection domain of the invention.
Claims (1)
1. a underground space building structure, is characterized in that comprising:
As the space bottom of building lot and the top of space with ground, described top of space at least has the Part I bearing heavier pressure and the Part II bearing lighter pressure; Difference between the second power difference between the buoyancy that the first power difference between the buoyancy that wherein said Part II is subject to and pressure and described Part I are subject to and pressure is greater than the maximum fracture resistence force at the junction surface of two parts;
Also comprise the first pile body group and the second pile body group, be arranged in described Part I and the vertical below of described Part II respectively, respectively described Part I and described Part II supported and fixed, thus guaranteeing that the buoyancy suffered by Part II is less than the maximum stretching resistance of described maximum fracture resistence force and described second pile body group with the power difference of the pressure be subject to;
Wherein, described second pile body group comprises some comprehensive function pile bodies, and described comprehensive function pile body comprises concrete pile body, and described concrete pile body has top and bottom; Also comprise bearing structure, described bearing structure is located at the top of described concrete pile body; Described concrete pile body has radial protuberance, reinforcing cage and presstressed reinforcing steel is provided with in described concrete pile body, wherein, one end of described presstressed reinforcing steel is fixed on described reinforcing cage on one end of described concrete pile body bottom, and the other end of described presstressed reinforcing steel is anchored on described bearing structure; Described presstressed reinforcing steel is in tensile state, realizes the compression to concrete pile body by described bearing structure;
Described radial protuberance is positioned at the described bottom of described concrete pile body;
Described concrete bodies comprises radial protuberance described in several, also has described radial protuberance between the described top of described coagulation body pile body and described bottom;
Described presstressed reinforcing steel is some, and is axially evenly arranged along described concrete pile body;
Described presstressed reinforcing steel is attached with separation layer, and described separation layer carries out physical isolation to described presstressed reinforcing steel and described concrete pile body, thus after making bearing structure reach the length of time, described presstressed reinforcing steel can by tension.
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| CN201410106329.6A CN103924617B (en) | 2014-03-21 | 2014-03-21 | A kind of building pile body construction method of the underground space and underground space building structure |
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| CN201410106329.6A Active CN103924617B (en) | 2014-03-21 | 2014-03-21 | A kind of building pile body construction method of the underground space and underground space building structure |
| CN201510478006.4A Pending CN105256835A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
| CN201510477872.1A Pending CN105256832A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
| CN201510474917.XA Pending CN105089071A (en) | 2014-03-21 | 2014-03-21 | Construction method for building pile of underground space |
| CN201510474918.4A Pending CN105155533A (en) | 2014-03-21 | 2014-03-21 | Construction method of underground space building pile |
| CN201510477404.4A Pending CN105275012A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
| CN201510477830.8A Pending CN105256831A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
| CN201510477960.1A Pending CN105256834A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
| CN201510477959.9A Pending CN105256833A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
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| CN201410106329.6A Active CN103924617B (en) | 2014-03-21 | 2014-03-21 | A kind of building pile body construction method of the underground space and underground space building structure |
| CN201510478006.4A Pending CN105256835A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
| CN201510477872.1A Pending CN105256832A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
| CN201510474917.XA Pending CN105089071A (en) | 2014-03-21 | 2014-03-21 | Construction method for building pile of underground space |
| CN201510474918.4A Pending CN105155533A (en) | 2014-03-21 | 2014-03-21 | Construction method of underground space building pile |
| CN201510477404.4A Pending CN105275012A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
| CN201510477830.8A Pending CN105256831A (en) | 2014-03-21 | 2014-03-21 | Building structure of underground space |
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| CN104196048B (en) * | 2014-09-25 | 2016-04-20 | 中交公路规划设计院有限公司 | The Compound Anchorage basis that hybrid ground-connecting-wall and gravity anchor are jointly stressed |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6268929A (en) * | 1985-09-20 | 1987-03-30 | Kajima Corp | Supporting construction for building |
| CN101096852A (en) * | 2007-06-11 | 2008-01-02 | 袁奕 | Method for anti-floating of underground building |
| CN101220595A (en) * | 2008-01-24 | 2008-07-16 | 广东水电二局股份有限公司 | Application method of novel post-tensioned pre-stress soil blocking pile |
| CN201095716Y (en) * | 2007-09-30 | 2008-08-06 | 中铁二院工程集团有限责任公司 | Slag-free orbit reinforced concrete pile net structure roadbed |
| CN201162214Y (en) * | 2007-11-27 | 2008-12-10 | 贵阳铝镁设计研究院 | Root type anti-pulling pile |
| CN201190281Y (en) * | 2008-01-17 | 2009-02-04 | 上海陆驱商贸有限公司 | High strength prestressed concrete tubular pile with node |
| CN201265157Y (en) * | 2008-09-17 | 2009-07-01 | 上海城建建设实业(集团)有限公司 | Post-tensioned unbounded prestressed concrete anti-floating pile |
| CN101476339A (en) * | 2009-01-15 | 2009-07-08 | 叶长青 | Method for reinforcing strip foundation by shoulder pole girder |
| CN203213136U (en) * | 2013-01-24 | 2013-09-25 | 中交公路规划设计院有限公司 | Caisson and pile combined foundation of consolidated subsoil |
| CN203808103U (en) * | 2014-03-21 | 2014-09-03 | 刘献刚 | Underground space building structure |
Family Cites Families (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2149419Y (en) * | 1993-01-19 | 1993-12-15 | 卫龙武 | Steel bar structure for reinforced convrete pile |
| JPH0949239A (en) * | 1995-08-09 | 1997-02-18 | Shimizu Corp | Foundation structure coping with liquefaction |
| JPH10121468A (en) * | 1996-10-17 | 1998-05-12 | Ohbayashi Corp | Concrete made foundation pile |
| JP2006033666A (en) * | 2004-07-21 | 2006-02-02 | Fuji Photo Film Co Ltd | Digital camera |
| JP2006233666A (en) * | 2005-02-28 | 2006-09-07 | Takenaka Komuten Co Ltd | Foundation structure of building receiving partial earth pressure |
| CN1970897A (en) * | 2005-11-23 | 2007-05-30 | 张准胜 | Method and device for building underground space structure for established building by using public land |
| CN101168962A (en) * | 2007-12-28 | 2008-04-30 | 张国梁 | Pile structure |
| JP5228862B2 (en) * | 2008-12-04 | 2013-07-03 | 株式会社大林組 | Underground structure, construction method of underground structure |
| CN101748727A (en) * | 2010-01-13 | 2010-06-23 | 浙江大东吴集团建设有限公司 | Uplift pile structure of basement |
| CN102071813B (en) * | 2010-11-18 | 2012-04-25 | 杭州岩土工程有限公司 | Method for constructing underground garage under old building |
| CN202073111U (en) * | 2011-05-04 | 2011-12-14 | 江苏建华管桩有限公司 | Connection structure of a concrete pile and a bearing platform |
| CN102277876B (en) * | 2011-05-17 | 2013-07-31 | 石家庄铁道大学 | Multifunctional pile-raft foundation and construction process thereof |
| CN202064366U (en) * | 2011-05-18 | 2011-12-07 | 北京中水恒信环境科技发展有限公司 | Posttensioned prestressing mini pile combination base structure |
| CN102345292B (en) * | 2011-07-21 | 2016-01-27 | 从卫民 | A kind of composite prestressed uplift pile with enlarged footing |
| CN102409672A (en) * | 2011-08-18 | 2012-04-11 | 从卫民 | Tube pile provided with posttensioned prestressing steel noose hole and posttensioned prestressing pulling tube pile |
| CN102444142B (en) * | 2011-09-20 | 2014-01-15 | 新世纪建设集团有限公司 | Pile group column replacement expanded basement and construction method of same |
| CN102720206A (en) * | 2012-07-16 | 2012-10-10 | 南京工业大学 | Novel connecting structure of prestressed concrete pile and cushion cap |
| CN103526770B (en) * | 2013-10-16 | 2015-09-09 | 鸿鑫建设集团有限公司 | A kind of construction method of high antiseepage anti-floating pile raft structure |
-
2014
- 2014-03-21 CN CN201410106329.6A patent/CN103924617B/en active Active
- 2014-03-21 CN CN201510478006.4A patent/CN105256835A/en active Pending
- 2014-03-21 CN CN201510477872.1A patent/CN105256832A/en active Pending
- 2014-03-21 CN CN201510474917.XA patent/CN105089071A/en active Pending
- 2014-03-21 CN CN201510474918.4A patent/CN105155533A/en active Pending
- 2014-03-21 CN CN201510477404.4A patent/CN105275012A/en active Pending
- 2014-03-21 CN CN201510477830.8A patent/CN105256831A/en active Pending
- 2014-03-21 CN CN201510477960.1A patent/CN105256834A/en active Pending
- 2014-03-21 CN CN201510477959.9A patent/CN105256833A/en active Pending
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6268929A (en) * | 1985-09-20 | 1987-03-30 | Kajima Corp | Supporting construction for building |
| CN101096852A (en) * | 2007-06-11 | 2008-01-02 | 袁奕 | Method for anti-floating of underground building |
| CN201095716Y (en) * | 2007-09-30 | 2008-08-06 | 中铁二院工程集团有限责任公司 | Slag-free orbit reinforced concrete pile net structure roadbed |
| CN201162214Y (en) * | 2007-11-27 | 2008-12-10 | 贵阳铝镁设计研究院 | Root type anti-pulling pile |
| CN201190281Y (en) * | 2008-01-17 | 2009-02-04 | 上海陆驱商贸有限公司 | High strength prestressed concrete tubular pile with node |
| CN101220595A (en) * | 2008-01-24 | 2008-07-16 | 广东水电二局股份有限公司 | Application method of novel post-tensioned pre-stress soil blocking pile |
| CN201265157Y (en) * | 2008-09-17 | 2009-07-01 | 上海城建建设实业(集团)有限公司 | Post-tensioned unbounded prestressed concrete anti-floating pile |
| CN101476339A (en) * | 2009-01-15 | 2009-07-08 | 叶长青 | Method for reinforcing strip foundation by shoulder pole girder |
| CN203213136U (en) * | 2013-01-24 | 2013-09-25 | 中交公路规划设计院有限公司 | Caisson and pile combined foundation of consolidated subsoil |
| CN203808103U (en) * | 2014-03-21 | 2014-09-03 | 刘献刚 | Underground space building structure |
Non-Patent Citations (1)
| Title |
|---|
| 邱明兵: "《建筑地基沉降控制与工程实例》", 31 July 2011 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105275012A (en) | 2016-01-27 |
| CN103924617A (en) | 2014-07-16 |
| CN105256835A (en) | 2016-01-20 |
| CN105256831A (en) | 2016-01-20 |
| CN105256832A (en) | 2016-01-20 |
| CN105089071A (en) | 2015-11-25 |
| CN105256833A (en) | 2016-01-20 |
| CN105155533A (en) | 2015-12-16 |
| CN103924617B (en) | 2015-10-21 |
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