CN101858082A - Soft soil foundation new construction post pile pressing technology and construction method thereof - Google Patents
Soft soil foundation new construction post pile pressing technology and construction method thereof Download PDFInfo
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Abstract
The invention discloses soft soil foundation new construction post pile pressing technology and a construction method thereof. The technology is characterized in that: an anchor rod is embedded and a pressing plate reaction frame is fixed in a foundation under construction, by using the self weight of a building under construction, the prefabricated pile sections are pressed into the soil section by section in a foundation reserved or dug pile pressing hole by anchor static pressure pile technology, and the pile foundation is fixedly connected with the foundation. Therefore, the aims of improving the bearing capacity of foundation soil and controlling the building subsidence are fulfilled. The construction method comprises the following steps of: measuring and placing an axis and a pile; reserving the pile pressing hole; embedding the anchor rod; and pressing and sealing the pile. The technology and the construction method have the advantages of simple and convenient construction, environmental protection, energy conservation, high speed and high efficiency, and are particularly applied to the foundation engineering in which a natural foundation cannot be directly adopted or a pile foundation cannot be constructed in order.
Description
Technical field
The present invention relates to the building foundation technical field, is a kind of job practices of soft soil foundation new construction post pile pressing.
Background technology
In the multistory building of newly-built reconstruction in city or enlarging, because when the geology condition bit can not meet the demands in soft foundation or natural foundation bearing capacity, and environmental requirement height, construction plant are narrow and small, pile machine equipment commonly used can't be marched into the arena under the condition of constructing, therefore often change the floor height or the cancellation construction schedule of building, cause the soil not make full use of, especially in the construction of post-disaster reconstruction project, because it is pressed for time, as adopt the construction of agent method after the conventional first pile foundation, the construction period is often longer again.
Summary of the invention
The job practices that the objective of the invention is the soft soil foundation new construction post pile pressing that designs at the deficiencies in the prior art, it utilizes the building deadweight in building, adopt the anchor jacked pile technology to carry out pressing behind the foundation pile, before the piling, press the natural ground design, after finishing, piling bears the load that superstructure transmits jointly separately or with foundation soil by stake, improve bearing capacity of foundation soil and control building settlement thereby reach, be a kind of safety, economical, easy construction, environmental protection and energy saving, job practices rapidly and efficiently is particularly suitable for directly adopting natural ground or along using in the Foundation Design of making pile foundation.
The object of the present invention is achieved like this: a kind of soft soil foundation new construction post pile pressing technology, be characterized in that this technology is by burying anchor pole and fixation clip reaction frame underground building the basis, the building deadweight that utilization is being built, adopt the anchor jacked pile technology in the piling hole that the basis is reserved or dug, to be pressed in the soil piecemeal prefabricated pile cutoff, then that pile foundation is affixed with the basis, improve bearing capacity of foundation soil and control building settlement thereby reach.
A kind of job practices of soft soil foundation new construction post pile pressing is characterized in that this method undertaken by following step:
A, axis and stake position measuring
According to design drawing measuring pile foundation axis and control point and definite stake position;
B, reservation piling hole
After the measuring of stake position, determine the aperture in piling hole according to designing requirement, formwork erection cast basis forms the piling hole of reserving on the basis then, and the piling hole is up-small and down-big horn mouth;
C, making preformed pile
1., pile shaft material adopts steel concrete, concrete strength grade 〉=C30;
2., determine pile cutoff length, differential 250mm or the 500mm of can be after the combination according to construction headway and facility condition;
3., selecting a cross section for use according to building load and geologic report is side's stake of 200 * 200mm, 250 * 250mm or 300 * 300mm;
4., arrangement of reinforcement is in the pile cutoff: side's main muscle of stake of 200mm is no less than the II grade reinforcing steel of 4 Φ 10, and side's main muscle of stake of 250mm is no less than the II grade reinforcing steel of 4 Φ 12, and side's main muscle of stake of 300mm is no less than the II grade reinforcing steel of 4 Φ 14;
5., the steel concrete pile cutoff that adopts sulphide mastic to connect, its two ends should be provided with the welded wire fabric sheet, and an end is doweling in advance, and the other end must be reserved joint bar hole and hole for hoist, adopt the steel concrete pile cutoff of welding point, its two ends should be provided with pre-buried connection ironware;
D, bury anchor pole underground
Anchor pole can adopt to be buried underground and the back pore-forming is buried underground in advance, and the anchor pole of burying underground in advance can adopt pawl formula bolt or welds together with the main muscle of foundation platform, and the anchor pole that back pore-forming is buried underground can adopt light face straight-bar bolt by heading or weldering to bind round bolt;
E, installation reaction frame
Reaction frame is installed must be vertical, firm, should balanced tighten the nut of anchor bolt, will tighten loosening nut at any time in the piling process, uses a plurality of nuts stacks when big and use when anchor pole is stressed;
F, piling
1., during piling, thick plank of 3～4cm or multilayer gunnysack can be filled up in the stake top, carry out piling again after putting driving cap;
2., during piling, should not on an independent pile foundation, construct simultaneously by several pile presss, the pile driving pressure summation must not surpass this basis and superstructure can bring into play conduct oneself with dignity 50%, cause structural deterioration to prevent to lift on the basis;
G, pile extension
1., when adopting sulphide mastic to be anchored stake, the plane of contact and dowel hole planted agent fill clay, infusion time must not surpass 2 minutes, should be not less than the idle hours after the perfusion 7 minutes;
2., when adopting the welding pile extension, should aim at the vertical axis of upper and lower joint stake, remove face of weld iron rust, carry out full weld;
H, envelope stake
1., cutting pile crown
Pile crown should stretch into basis 50～100mm, and when needs cut, the stake top of cutting after the stake should smooth non-loosening concrete;
2., cleaning stake hole
Remove foreign material and ponding in the piling hole;
3., welding cross wise reinforcement
Be welded in anchor pole with 2 Φ, 16 reinforcing bars intersection, to strengthen being connected of piling and basis;
4., pour concrete envelope stake
When the concrete of cast piling hole, more than the end face of stake hole, pour into a mould pile cover, thickness must not be less than 150mm, and the envelope stake adopts the cast of C35 microdilatancy early strength concrete closely knit, makes piling and pile foundation support table form an integral body.
The present invention compared with prior art has the following advantages:
(1) duration is short: but the pressure ratio pile foundation is along doing 2～3 months reductions of erection time behind the weak soil foundation pile, and the time that its prefabricated piling, pressing pile construction and pile foundation detect all can be interted when main structure construction and carried out;
(2) at the bottom of the integrated cost: saved that levelling of the land, place are mated formation, the main equipment electricity consumption, built pile transport sidewalk etc. along making expense, because pile cutoff is short, arrangement of reinforcement is little, can save great deal of steel; ,
(3) easy construction: construction equipment is simple, energy consumption is low, it is flexible to move, the scope of operation is little, friction, noiselessness, pollution-free in the work progress;
(4) be applicable to field environmental condition restriction, large-scale facility can't enter and not allow the foundation engineering of contaminated environment, and environmental protection and energy saving, rapidly and efficiently are particularly suitable for directly adopting natural ground or along using in the Foundation Design of making pile foundation.
Description of drawings
Fig. 1 is the present invention's schematic diagram that lays out pile
Fig. 2 is the A-A view of Fig. 1
Fig. 3 is for reserving piling hole schematic diagram
Fig. 4 is the anchor pole schematic diagram that binds
Fig. 5 is a stake closedtop mouth schematic diagram
The specific embodiment
The building deadweight of utilization of the present invention in building, adopt the anchor jacked pile technology to carry out pressing behind the foundation pile, the design of foundation is finished former and later two stages by pressing pile construction and is considered, before the piling, press the natural ground design, bear the load that superstructure transmits jointly separately or with foundation soil by stake after piling is finished, by pile foundation or the design of settlement Control composite pile foundation, when pressing pile construction, the completed dead load in top must satisfy the requirement of final pile driving pressure.
Be example with ten thousand shipping ways of escape Building 1, Shanghai City, six layers of bottom framework structure residence floor engineering below, the present invention is further elaborated:
1, project profile
Ten thousand shipping ways of escape Building 1, six layers of bottom framework structure residential building, residential building three faces are private residence, one side is the Suzhou River revetment, and entering only has wide about 3 a meters alleyway in the construction plant, and big machinery can't enter.Simultaneously, according to the exploration report reflection, project site soil layer formation from top to bottom is followed successively by: 1. layer bankets thickness 1.5m～2.0m; 2. the layer clay silt, fs=15kPa, the about 2.0m of thickness; 3. the layer silt clay, fs=30kPa, the about 11.0m of bed thickness; 4. layer silty clay fs=50kPa, the about 6.0m of bed thickness; 5. layer flour sand fs=100kPa, bed thickness is greater than 8.0m.
Should select pile foundation for use according to foundation condition, and should select preformed pile for use by normal conditions, but consider that this engineering periphery resident is many, the owner requires the construction period short, consult through Construction unit, intend adopting post pile pressing technology, stake cross section 250 * 250mm, the long 2.5m of single-unit stake, designing pile length 20m, bearing capacity of single pile characteristic value be 300KN, amount to 89 piles.
2, construction process
Measurement and positioning unwrapping wire → earthwork digs at the bottom of the base plate → and build bed course, base plate and reserve the stake hole and bury anchor pole → structure construction underground to one deck floor → piling; Can continue the construction of superstructure during piling.
3, back pressing pile construction
(1) axis and stake position measuring
Consult accompanying drawing 1～accompanying drawing 2, during 1 construction of basis, also determine the stake position,, perform mark,, review with transit and steel ruler again after a position is determined so that reserve piling hole 2 by professional survey crew measuring stake position according to design drawing measuring pile foundation axis and control point.
(2) reserve the piling hole
After the stake position measuring, determine the aperture in piling hole 2 according to designing requirement, the formwork erection cast basic 1 then, on basis 1, form the piling hole of reserving 2, piling hole 2 is up-small and down-big horn mouth, and suitable for reading is 300mm, and end opening is 350mm, reserving piling hole 2 is to carry out before 1 cast of basis, and 1 back, cast basis forms behind formwork erection.
(3) make preformed pile
The making of preformed pile 4 must meet design and code requirement, and is according to the length of basement height or the every joint pile cutoff of job site condition designing pile length reasonable disposition, prefabricated in processing factory.
1., pile shaft material adopts steel concrete, concrete strength grade C30;
2., stake cross section 250 * 250mm, pile cutoff length are 2.5 meters;
3., main muscle arrangement of reinforcement is the II grade reinforcing steel of 4 Φ 12 in the pile cutoff;
4., adopt the steel concrete pile cutoff of welding point, pre-buried connection ironware is set at the two ends of pile cutoff.
(4) anchor pole is made and is buried underground
Consult accompanying drawing 3, anchor pole 5 is the core primary structure members of pressing behind the foundation pile in the work progress, and whether whether the design alternative of anchor pole 5 firmly be the key that can piling be implemented with burying underground rationally.
(5) reaction frame is installed
The installation of reaction frame must be vertical, firm, should balanced tighten the nut of anchor bolt, will tighten loosening nut at any time in the piling process, uses a plurality of nuts stacks when big and use when anchor pole 5 is stressed.
(6) piling
1., during piling, pad 3～4cm thick plank or multilayer gunnysack in stake top carries out piling after putting driving cap again;
2., should not on a single column foundation, construct simultaneously by several pile presss during pressing pile construction, construction period, the pile driving pressure summation must not surpass this basis 1 and 3 of superstructures can brings into play 50% of deadweight, causes structural deterioration to prevent to lift on basic 1.
(7) pile extension
Aim at the vertical axis of upper and lower joint stake, remove the face of weld iron rust of the pre-buried connection ironware at pile cutoff two ends, carry out full weld, guarantee welding quality.
(8) envelope stake
The envelope pile driving construction is another key link in the piling process, and can preformed pile 4 and basis 1 be connected firmly, and whether bearing capacity reaches requirement, and whether connect joint form reasonable, all is the key that can envelope stake back preformed pile 4 play a role.
1., cutting pile crown
Before the envelope stake, the top mark height of preformed pile 4 should adhere to specification, and pile crown should stretch in the basis 1, stretches into highly to be 100mm, and when needs cut, smooth non-loosening concrete was answered on the stake top of cutting after the stake;
2., cleaning stake hole
Before the envelope stake, piling hole 2 is conscientiously checked, must be removed foreign material and ponding in the clean piling hole;
3., welding cross wise reinforcement
Consult accompanying drawing 4, be welded in anchor pole 5 with 2 Φ, 16 reinforcing bars, 7 intersections, to strengthen being connected of preformed pile 4 and basis 1;
4., pour concrete envelope stake
Consult accompanying drawing 5, when the concrete of cast piling hole, cast pile cover 8 more than 2 end faces of piling hole, pile cover 8 thickness must not be less than 150mm, and the envelope stake adopts the cast of C35 microdilatancy early strength concrete closely knit, makes preformed pile 4 and basis 1 form an integral body.
Above-mentioned engineering is by adopting post pile pressing technology of the present invention, 2 months reductions of erection time, integrated cost has reduced by 20%, solved peripheral resident requirement and the field environmental condition that construction produces noise, vibration limited large-scale facility, has embodied the remarkable benefit of safety, economy, environmental protection and energy saving.
More than just the present invention is further illustrated, is not in order to the restriction this patent, all for the present invention's equivalence enforcement, all should be contained within the claim scope of this patent.
Claims (2)
1. soft soil foundation new construction post pile pressing technology, it is characterized in that this technology is by burying anchor pole and fixation clip reaction frame underground building the basis, the building deadweight that utilization is being built, adopt the anchor jacked pile technology in the piling hole that the basis is reserved or dug, to be pressed in the soil piecemeal prefabricated pile cutoff, then that pile foundation is affixed with the basis, improve bearing capacity of foundation soil and control building settlement thereby reach.
2. the job practices of the described soft soil foundation new construction post pile pressing of claim 1 is characterized in that this method undertaken by following step:
A, axis and stake position measuring
According to design drawing measuring pile foundation axis and control point and definite stake position;
B, reservation piling hole
After the measuring of stake position, determine the aperture in piling hole according to designing requirement, formwork erection cast basis forms the piling hole of reserving on the basis then, and the piling hole is up-small and down-big horn mouth;
C, making preformed pile
1., pile shaft material adopts steel concrete, concrete strength grade 〉=C30;
2., determine pile cutoff length, differential 250mm or the 500mm of can be after the combination according to construction headway and facility condition;
3., selecting a cross section for use according to building load and geologic report is side's stake of 200 * 200mm, 250 * 250mm or 300 * 300mm;
4., arrangement of reinforcement is in the pile cutoff: side's main muscle of stake of 200mm is no less than the II grade reinforcing steel of 4 Φ 10, and side's main muscle of stake of 250mm is no less than the II grade reinforcing steel of 4 Φ 12, and side's main muscle of stake of 300mm is no less than the II grade reinforcing steel of 4 Φ 14;
5., the steel concrete pile cutoff that adopts sulphide mastic to connect, its two ends should be provided with the welded wire fabric sheet, and an end is doweling in advance, and the other end must be reserved joint bar hole and hole for hoist, adopt the steel concrete pile cutoff of welding point, its two ends should be provided with pre-buried connection ironware;
D, bury anchor pole underground
Anchor pole can adopt to be buried underground and the back pore-forming is buried underground in advance, and the anchor pole of burying underground in advance can adopt pawl formula bolt or welds together with the main muscle on basis, and the anchor pole that back pore-forming is buried underground can adopt light face straight-bar bolt by heading or weldering to bind round bolt;
E, installation reaction frame
Reaction frame is installed must be vertical, firm, should balanced tighten the nut of anchor bolt, will tighten loosening nut at any time in the piling process, uses a plurality of nuts stacks when big and use when anchor pole is stressed;
F, piling
1., during piling, thick plank of 3～4cm or multilayer gunnysack can be filled up in the stake top, carry out piling again after putting driving cap;
2., during piling, should not on an independent pile foundation, construct simultaneously by several pile presss, the pile driving pressure summation must not surpass this basis and superstructure can bring into play conduct oneself with dignity 50%, cause structural deterioration to prevent to lift on the basis;
G, pile extension
1., when adopting sulphide mastic to be anchored stake, the plane of contact and dowel hole planted agent fill clay, infusion time must not surpass 2 minutes, should be not less than the idle hours after the perfusion 7 minutes;
2., when adopting the welding pile extension, should aim at the vertical axis of upper and lower joint stake, remove face of weld iron rust, carry out full weld;
H, envelope stake
1., cutting pile crown
Pile crown should stretch into basis 50～100mm, and when needs cut, the stake top of cutting after the stake should smooth non-loosening concrete;
2., cleaning stake hole
Remove foreign material and ponding in the piling hole;
3., welding cross wise reinforcement
Be welded in anchor pole with 2 Φ, 16 reinforcing bars intersection, to strengthen being connected of piling and basis;
4., pour concrete envelope stake
When the concrete of cast piling hole, more than the end face of stake hole, pour into a mould pile cover, thickness must not be less than 150mm, and the envelope stake adopts the cast of C35 microdilatancy early strength concrete closely knit, makes piling and basis form an integral body.
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| CN 201010200234 CN101858082A (en) | 2010-06-12 | 2010-06-12 | Soft soil foundation new construction post pile pressing technology and construction method thereof |
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| CN 201010200234 CN101858082A (en) | 2010-06-12 | 2010-06-12 | Soft soil foundation new construction post pile pressing technology and construction method thereof |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102767180A (en) * | 2012-08-08 | 2012-11-07 | 龙信建设集团有限公司 | Construction method for strengthening base of static-pressure anchor rod pile |
| CN104060610A (en) * | 2014-04-30 | 2014-09-24 | 上海长凯岩土工程有限公司 | Anchor-arm static-pressure pile device with self-sufficient pile pressing counter-force and constructing method of anchor-arm static-pressure pile device |
| CN104141297A (en) * | 2014-03-19 | 2014-11-12 | 中国建筑第四工程局有限公司 | Weak bearing stratum foundation strengthening method and structure |
| CN106968249A (en) * | 2017-03-29 | 2017-07-21 | 浙江理工大学 | The implementation method of piling after foundation-free |
| CN108252303A (en) * | 2018-01-18 | 2018-07-06 | 启东市建筑设计院有限公司 | A kind of tier building basic engineering method based on anchor jacked pile technology |
| CN108425386A (en) * | 2018-05-24 | 2018-08-21 | 山东建筑大学 | Frame structure building promotes correcting method |
| CN113202085A (en) * | 2021-05-24 | 2021-08-03 | 中铁上海设计院集团有限公司 | Precast pile construction method for soft soil area |
| CN113914316A (en) * | 2021-11-08 | 2022-01-11 | 山东元琅建设工程有限公司 | Foundation pile pressing technological process of numerical control precision machine tool |
| CN114439291A (en) * | 2022-01-25 | 2022-05-06 | 中铁三局集团建筑安装工程有限公司 | Column type inspection pit cast-in-place concrete track stand column and construction method |
| CN114960635A (en) * | 2022-06-09 | 2022-08-30 | 中交第二航务工程勘察设计院有限公司 | Implanted steel pipe pile self-anchoring structure and construction method thereof |
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| CN101397796A (en) * | 2008-09-12 | 2009-04-01 | 葛培中 | Construction method of prestressed anchor rod static pressure pile |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102767180A (en) * | 2012-08-08 | 2012-11-07 | 龙信建设集团有限公司 | Construction method for strengthening base of static-pressure anchor rod pile |
| CN104141297A (en) * | 2014-03-19 | 2014-11-12 | 中国建筑第四工程局有限公司 | Weak bearing stratum foundation strengthening method and structure |
| CN104060610A (en) * | 2014-04-30 | 2014-09-24 | 上海长凯岩土工程有限公司 | Anchor-arm static-pressure pile device with self-sufficient pile pressing counter-force and constructing method of anchor-arm static-pressure pile device |
| CN104060610B (en) * | 2014-04-30 | 2016-06-01 | 上海长凯岩土工程有限公司 | The anchor jacked pile device of a kind of self-supporting pressure pile reaction and constructional method thereof |
| CN106968249A (en) * | 2017-03-29 | 2017-07-21 | 浙江理工大学 | The implementation method of piling after foundation-free |
| CN108252303B (en) * | 2018-01-18 | 2019-11-29 | 启东市建筑设计院有限公司 | A kind of tier building basic engineering method based on anchor jacked pile technology |
| CN108252303A (en) * | 2018-01-18 | 2018-07-06 | 启东市建筑设计院有限公司 | A kind of tier building basic engineering method based on anchor jacked pile technology |
| CN108425386A (en) * | 2018-05-24 | 2018-08-21 | 山东建筑大学 | Frame structure building promotes correcting method |
| CN113202085A (en) * | 2021-05-24 | 2021-08-03 | 中铁上海设计院集团有限公司 | Precast pile construction method for soft soil area |
| CN113914316A (en) * | 2021-11-08 | 2022-01-11 | 山东元琅建设工程有限公司 | Foundation pile pressing technological process of numerical control precision machine tool |
| CN114439291A (en) * | 2022-01-25 | 2022-05-06 | 中铁三局集团建筑安装工程有限公司 | Column type inspection pit cast-in-place concrete track stand column and construction method |
| CN114439291B (en) * | 2022-01-25 | 2024-04-26 | 中铁三局集团建筑安装工程有限公司 | Column type inspection pit cast-in-place concrete track column and construction method |
| CN114960635A (en) * | 2022-06-09 | 2022-08-30 | 中交第二航务工程勘察设计院有限公司 | Implanted steel pipe pile self-anchoring structure and construction method thereof |
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Open date: 20101013 |