CN100535262C - Method for reinforcing and increasing foundation pit passive earth pressure - Google Patents
Method for reinforcing and increasing foundation pit passive earth pressure Download PDFInfo
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- CN100535262C CN100535262C CNB2006100369420A CN200610036942A CN100535262C CN 100535262 C CN100535262 C CN 100535262C CN B2006100369420 A CNB2006100369420 A CN B2006100369420A CN 200610036942 A CN200610036942 A CN 200610036942A CN 100535262 C CN100535262 C CN 100535262C
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Abstract
The invention relates to a method of reinforcing and increasing the passive earth pressure of a pin. The method is characterized by the following procedures: (1) A high-pressure grouting pipe is in advanced bonded to the outer side of a retaining pile of the pin, and penetrated into the ground together with the retaining pile of the pin; (2) The cement grout is injected into the specified pressure area of the passive earth by a grouting pump through the grouting pipe and mixed with the passive earth. The invention benefits in: (1) The grouting pipe is penetrated into the ground together with the retaining pile of the pin, without need of extra construction; (2) The cement grout is injected to the specified passive earth pressure area by a pre-set grouting pipe, to reinforce and improve the pressure bearing capacity of the passive earth; (3) The grouting pipe is recovered after grouting and is reusable; (4) The construction technology during the whole construction process is simple, convenient and easy.
Description
Technical field
The present invention relates to civil works support technology to deep foundation ditch in Deep Excavation, relate in particular to a kind of method of reinforcing and improving foundation pit passive earth pressure.
Background technology
At present, in existing deep pit construction process, cause in the foundation ditch STRESS VARIATION in the soil body with the continuous increase of excavation depth when preventing excavation of foundation pit, cause foundation ditch to produce excessive deformation, even destroy, influence the construction of foundation ditch, jeopardize constructor's life security, all foundation ditch is carried out supporting construction.In Foundation Pit Support Design, force structure is no matter adopt cantilevered, external hanging type (anchor pole, soil nailing) or inner bearing type (containing diagonal brace).It all is very favourable if can improving passive earth pressure.The method of existing raising passive earth pressure is mainly done deep-mixed pile or is come the passive earth pressure district is reinforced with high-pressure slip-casting before foundation ditch does not excavate, often the engineering workload is big but adopt these methods, long construction period, cost height.
Summary of the invention
In order to overcome existing deficiency, the invention provides a kind of method of reinforcing and improving foundation pit passive earth pressure to the reinforcing technique of being broken ground.
The technical solution adopted for the present invention to solve the technical problems is:
A kind of method of reinforcing and improving foundation pit passive earth pressure comprises the steps:
Step 1, select suitable prefabricated reinforced concrete pile tube and high-pressure slip-casting pipe for use, utilize grating that the high-pressure slip-casting pipe is bundled on the prefabricated reinforced concrete pile tube, the head of high-pressure slip-casting pipe is airtight and be wedge shape, lozenges is reinforced concrete pipe pile dorsad, high-pressure slip-casting pipe afterbody is alignd with the concrete tubular pile top, and be welded to connect piece at the metal end plate place on concrete tubular pile top, this contiguous block and high-pressure slip-casting pipe weld, compress the afterbody of high-pressure slip-casting pipe, so far, finished the assembling of high-pressure slip-casting pipe and prefabricated reinforced concrete pile tube, the high-pressure slip-casting pipe is with in the reinforced concrete pipe pile injection ground;
Step 3, treat that slip casting is finished after, utilize the gas welding tool with contiguous block from the metal end plate on concrete tubular pile top cut from, pull out the high-pressure slip-casting pipe then, the high-pressure slip-casting pipe is after suitable arrangement, and is reusable.
Binding has two or two groups of high-pressure slip-casting pipes on the described reinforced concrete pipe pile, described high-pressure slip-casting pipe respective fixation at reinforced concrete pipe pile in the face of foundation ditch with on the two sides of foundation ditch.
The nozzle exit area of described high-pressure slip-casting pipe concerns corresponding with the excavation depth of foundation ditch in proportion.
The invention has the beneficial effects as follows that 1. together injection is underground with foundation pit supporting pile for Grouting Pipe, does not need extra construction; 2. by default Grouting Pipe cement paste accurately is injected into and specifies the passive earth pressure zone, reinforcing also improves by the bearing capacity of breaking ground; 3. notes will be managed recovery after slip casting is finished, and reuse; 4. the whole construction course construction technology is simple, and is convenient and easy.Do deep-mixed pile or reinforce the method for being broken ground with high-pressure injection pump and compare with traditional, greatly reduce construction working amount and engineering cost.
Description of drawings
Fig. 1 is the schematic diagram of figure of the present invention.
Wherein A refers to ground, and B refers to the bottom surface of the foundation ditch that will excavate, and H refers to the degree of depth of foundation ditch, the distance of the bottom surface of Δ L puddled soil complex solidification zone and foundation ditch; The distance of the bottom surface of Dp foundation pit supporting pile end and foundation ditch.
The specific embodiment
The present invention is further described below in conjunction with drawings and Examples.
Need to specify that before implementing the present invention, it is known relating to concrete geological conditions of the present invention, foundation ditch design parameters, grouting program and foundation pit supporting pile constructure scheme at this.
Consult Fig. 1, a kind of method of reinforcing and improving foundation pit passive earth pressure provided by the invention may further comprise the steps:
(1) bind the high-pressure slip-casting pipe in advance in the foundation pit supporting pile outside, and underground with the foundation pit supporting pile injection;
Present embodiment is selected suitable prefabricated reinforced concrete pile tube 1 and two high-pressure slip-casting pipes 3,4 for use.Utilize grating 2 that two (two groups) high-pressure slip-casting pipes 3,4 are bundled on the prefabricated reinforced concrete pile tube 1.Wherein Grouting Pipe 3 is arranged on the side of concrete tubular pile 1 corresponding to the passive earth pressure district that needs reinforcement of foundation ditch inboard, and another Grouting Pipe 4 is arranged on the side of concrete tubular pile 1 corresponding to the foundation ditch outside.
Reuse in order to guarantee that Grouting Pipe 3,4 can reclaim with the underground and smooth taking-up of pile tube 1 injection reliably.Present embodiment will be starched pipe 3,4 heads and be made into wedge shape, and its lozenges 30,40 is pile tube 1 dorsad.The afterbody of slurry pipe 3,4 is alignd with the top of concrete tubular pile 1; And be welded to connect piece 11 at metal end plate 10 places on concrete tubular pile 1 top, and this contiguous block 11 welds with Grouting Pipe 3,4, and a contiguous block 11 is welded in every Grouting Pipe both sides, compresses the afterbody of high-pressure slip-casting pipe 3,4.So far, finished the assembling of high-pressure slip-casting pipe 3,4 and prefabricated reinforced concrete pile tube 1.
Present embodiment adopts the method for paddle type mill pile anchoring that 1 injection of prefabricated reinforced concrete pile tube is caused projected depth, and high-pressure slip-casting pipe 3,4 also causes the corresponding degree of depth in company with imbedding.The degree of depth of the wherein slip casting degree of depth and foundation ditch has functional relation, and present embodiment is expressed as: Δ L ≈ 2/9Dp, Dp=1.1～1.4H.This functional relation belongs to the known technology of grouting process aspect, only is used to schematically illustrate, and is to implement one of known conditions of the present invention.
(2) by described Grouting Pipe 3,4 cement grout is injected in the pressure span of the appointment of being broken ground with being broken ground with grouting pump and mixes;
By adjusting the spout direction of grouting pump outlet pressure and rotation Grouting Pipe, the slip casting zone is reached and the corresponding scope of actual geological conditions.The cement grout that injects combines with its soil body on every side and forms the big puddled soil complex of intensity, reinforced passive earth pressure district, the foundation ditch bottom soil body, raising is by the bearing capacity of breaking ground, deflection when reducing next step excavation of foundation pit reduces to cause owing to deep pit digging the displacement deformation of foundation pit supporting construction to greatest extent.
(3) treat that slip casting is finished after, utilize the gas welding tool with briquetting 11 from the metal gasket 10 on concrete tubular pile 1 top cut from, pull out two high-pressure slip-casting pipes 3,4 then.Article two, high-pressure slip-casting pipe 3,4 is after suitable arrangement, and is promptly reusable.So far, finished the reinforcing that foundation ditch is broken ground, excavated foundation ditch in known manner and get final product.
Above-described specific embodiment only is preferred embodiment of the present invention, and the equivalent arrangements of being done according to the present patent application claim all should be technology of the present invention and contains such as.
Claims (2)
1. the method for reinforcing and improving foundation pit passive earth pressure is characterized in that, comprises the steps:
Step 1, select suitable prefabricated reinforced concrete pile tube (1) and high-pressure slip-casting pipe (3 for use, 4), utilize grating (2) with high-pressure slip-casting pipe (3,4) be bundled on the prefabricated reinforced concrete pile tube (1), the head of high-pressure slip-casting pipe (3,4) is airtight and be wedge shape, lozenges (30,40) reinforced concrete pipe pile (1) dorsad, high-pressure slip-casting pipe (3,4) afterbody is alignd with concrete tubular pile (1) top, and locate to be welded to connect piece (11) at the metal end plate (10) on concrete tubular pile (1) top, this contiguous block (11) and high-pressure slip-casting pipe (3,4) weld, compress high-pressure slip-casting pipe (3,4) afterbody, so far, finished high-pressure slip-casting pipe (3,4) with the assembling of prefabricated reinforced concrete pile tube (1), high-pressure slip-casting pipe (3,4) is with in reinforced concrete pipe pile (1) the injection ground;
Step 2 is injected into cement grout in the pressure span of the appointment of being broken ground with being broken ground by described high-pressure slip-casting pipe (3,4) with grouting pump and mixes formation puddled soil complex;
Step 3, treat that slip casting is finished after, utilize the gas welding tool with contiguous block (11) from the metal end plate (10) on concrete tubular pile (1) top cut from, pull out high-pressure slip-casting pipe (3,4) then, high-pressure slip-casting pipe (3,4) is after suitable arrangement, and is reusable.
2. a kind of method of reinforcing and improving foundation pit passive earth pressure according to claim 1, it is characterized in that, described reinforced concrete pipe pile (1) is gone up binding two or two groups of high-pressure slip-casting pipes (3,4), described high-pressure slip-casting pipe (3,4) respective fixation at reinforced concrete pipe pile (1) in the face of foundation ditch and on the two sides of foundation ditch.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100369420A CN100535262C (en) | 2006-08-07 | 2006-08-07 | Method for reinforcing and increasing foundation pit passive earth pressure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100369420A CN100535262C (en) | 2006-08-07 | 2006-08-07 | Method for reinforcing and increasing foundation pit passive earth pressure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101122133A CN101122133A (en) | 2008-02-13 |
| CN100535262C true CN100535262C (en) | 2009-09-02 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNB2006100369420A Expired - Fee Related CN100535262C (en) | 2006-08-07 | 2006-08-07 | Method for reinforcing and increasing foundation pit passive earth pressure |
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| CN (1) | CN100535262C (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102433884A (en) * | 2011-10-17 | 2012-05-02 | 同济大学建筑设计研究院(集团)有限公司 | System and design method applying tree-root piles and pile side compacted grouting |
| CN103089274B (en) * | 2013-01-15 | 2015-08-19 | 河南理工大学 | A kind of method repeating grouting and reinforcing roadway surrounding rock |
| CN103184734B (en) * | 2013-03-19 | 2015-08-19 | 浙江天润建设有限公司 | A kind of construction method implanting slip casting compound pile |
| CN108222015B (en) * | 2018-01-25 | 2023-08-11 | 天津大学 | Device and method for controlling foundation pit excavation influence by adopting active isolation piles |
| CN110295609A (en) * | 2019-07-22 | 2019-10-01 | 上海长凯岩土工程有限公司 | Cantilever self-support excavation type foundation pit enclosure stake and fender post method for embedding |
| CN113106979B (en) * | 2021-04-13 | 2023-08-04 | 中铁十四局集团有限公司 | Excavation method of upper cover foundation pit and construction method for upper cover storey addition |
| CN113106982B (en) * | 2021-04-13 | 2023-03-07 | 中铁十四局集团有限公司 | Construction method of building enclosure without embedding |
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| US3852971A (en) * | 1973-07-12 | 1974-12-10 | Raymond Int Inc | Pile structure |
| GB1391040A (en) * | 1973-03-28 | 1975-04-16 | Dyckerhoff & Widmann Ag | Load-bearing piles of steelreinforced concrete |
| US3946570A (en) * | 1973-10-02 | 1976-03-30 | S.E.F.I. Sondages-Etanchements-Forages-Injections | Support and foundation composite pile for various works and method for manufacturing the same |
| GB1441473A (en) * | 1974-01-23 | 1976-06-30 | Soil Mechanics Ltd | Contiguous bored pile walls |
| CN1034033A (en) * | 1987-12-28 | 1989-07-19 | 湖北省工业建筑总公司机械施工运输公司 | Compound pile base construction method |
| CN2425952Y (en) * | 1999-04-30 | 2001-04-04 | 中国第一冶金建设公司技术开发公司 | Mud-pressing, soil-retaining and water-stopping foundation pit supporting and mud-pressing apparatus after pile pouring |
| CN1376836A (en) * | 2001-03-27 | 2002-10-30 | 同济大学 | Method for controlling deformation of foundation pit's retaining wall by grouting in passive area of earth body |
| CN1540104A (en) * | 2003-10-30 | 2004-10-27 | 北京城建集团有限责任公司 | Post mudjack construction technics for sidewal and bottom of bore of filling pile |
| CN2716340Y (en) * | 2004-06-19 | 2005-08-10 | 王亦德 | Immersed tube for filling pile |
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2006
- 2006-08-07 CN CNB2006100369420A patent/CN100535262C/en not_active Expired - Fee Related
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1391040A (en) * | 1973-03-28 | 1975-04-16 | Dyckerhoff & Widmann Ag | Load-bearing piles of steelreinforced concrete |
| US3852971A (en) * | 1973-07-12 | 1974-12-10 | Raymond Int Inc | Pile structure |
| US3946570A (en) * | 1973-10-02 | 1976-03-30 | S.E.F.I. Sondages-Etanchements-Forages-Injections | Support and foundation composite pile for various works and method for manufacturing the same |
| GB1441473A (en) * | 1974-01-23 | 1976-06-30 | Soil Mechanics Ltd | Contiguous bored pile walls |
| CN1034033A (en) * | 1987-12-28 | 1989-07-19 | 湖北省工业建筑总公司机械施工运输公司 | Compound pile base construction method |
| CN2425952Y (en) * | 1999-04-30 | 2001-04-04 | 中国第一冶金建设公司技术开发公司 | Mud-pressing, soil-retaining and water-stopping foundation pit supporting and mud-pressing apparatus after pile pouring |
| CN1376836A (en) * | 2001-03-27 | 2002-10-30 | 同济大学 | Method for controlling deformation of foundation pit's retaining wall by grouting in passive area of earth body |
| CN1540104A (en) * | 2003-10-30 | 2004-10-27 | 北京城建集团有限责任公司 | Post mudjack construction technics for sidewal and bottom of bore of filling pile |
| CN2716340Y (en) * | 2004-06-19 | 2005-08-10 | 王亦德 | Immersed tube for filling pile |
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| Publication number | Publication date |
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| CN101122133A (en) | 2008-02-13 |
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| EE01 | Entry into force of recordation of patent licensing contract |
Assignee: Guangdong Yongji Building Foundation Co., Ltd. Assignor: Li Zhizhong Contract record no.: 2010440001288 Denomination of invention: Method for reinforcing and increasing foundation pit passive earth pressure Granted publication date: 20090902 License type: Exclusive License Open date: 20080213 Record date: 20100823 |
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Granted publication date: 20090902 Termination date: 20140807 |
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