CN102644269A - Non-earth-borrowing composite pile and construction method thereof - Google Patents
Non-earth-borrowing composite pile and construction method thereof Download PDFInfo
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- CN102644269A CN102644269A CN2012101371226A CN201210137122A CN102644269A CN 102644269 A CN102644269 A CN 102644269A CN 2012101371226 A CN2012101371226 A CN 2012101371226A CN 201210137122 A CN201210137122 A CN 201210137122A CN 102644269 A CN102644269 A CN 102644269A
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Abstract
The invention discloses a non-earth-borrowing composite pile and a construction method thereof. The composite pile comprises a first pile as a peripheral pile and a core pile as a second pile. The first pile is a cemented soil pile, and the second pile is a reinforced concrete pile. The area of the first pile is S1, the whole pile length is L1, the area of the second pile is S2, and the whole pile length is L2. The central distance d between the first pile and the second pile is 0, area ratio S ratio of the second pile and the first pile is S2/S1, length ratio L ratio of the second pile and the first pile is L2/L1, wherein the S ratio ranges from 0.25 to 0.75, and the L ratio is larger than 0.5. When the L ratio is smaller than 1, the upper end and the lower end of the first pile in the range of 3 to 5 meters are repeated mixing spraying section. When the L ratio is larger than 1, the upper end of the first pile in the range of 3 to 5 meters is a repeated stirring spraying section. The non-earth-borrowing composite pile adopts non-earth-borrowing process according to the soil layer condition, gives full play to the cemented soil pile and the reinforced concrete pile, saves cost and labor, and is high in construction performance, thereby being especially suitable for high-rise buildings in hard soil areas, especially mealy sand areas.
Description
Technical field
The present invention relates to a kind of job practices.
Background technology
The construction technology of existing tube-sinking cast-in-situ pile, compaction pile, preformed pile is generally run into the pan soil district and is difficult to construction, is difficult to pass through, and generally adopts soil borrowing lead-hole, and loss part bearing capacity is often worked hard but get little result; Generally run into soft clay area and risk one's life to strengthen the lengthening stake and obtain a bearing capacity, often expensively do not please.
Summary of the invention
The object of the present invention is to provide that a kind of construction feature of environmental protection is good, cost performance is good, non-composite pile and the job practices thereof of fetching earth of reliable quality.
Technical solution of the present invention is:
A kind of non-composite pile that fetches earth; Comprise that it is characterized in that: first is cement earth pile, and second is reinforced concrete pile as first of outer skirt piles with as second core stake; First area is S1, the long L1 of being of total stake; To be that S2, total stake are long be L2 for second area, first with second center to center distance d=0, second area with first compares S
Ratio=S2/S1, second length with first compares L
Ratio=L2/L1, wherein S is than ∈ (0.25,0.75), L
Ratio>0.5; Work as L
Ratio<1 o'clock, first up and down in each 3-5m scope of two ends for stirring multiple spray section again, when L than>1 o'clock, first upper end 3-5m scope was interior for stirring multiple spray section again.
Second is present walling pile or preformed pile; Said present walling pile has one or more forms in expanding at the bottom of neck, hole enlargement, the expansion along pile body; Said preformed pile is solid pile or hollow pile, and wherein the hollow pile inner chamber is the form of full section or segmentation perfusion steel concrete.
A kind of job practices of the non-composite pile that fetches earth is characterized in that: comprise the following steps:
(1) construction is first:
(1) telephone-moving is in place: mobile device is located in drilling rod on the setting stake position;
(2) spinning sinks: the degree of depth that drilling rod spinning is sunk down into setting;
(3) revolve to pull on and carry: drilling rod is revolved draw, simultaneously curing compound is injected the soil body, revolve the height that is pulled to setting;
(4) repeating step (2) and (3) are to first satisfied setting requirement;
(2) construction is second: adopt one of following method:
Method A:
(1) in place: that the equipment outer tube is located on first stake position of having constructed;
(2) immersed tube: outer tube is sunk down into set depth;
(3) build moulding: on carry interior hammer ram, build pile body or transfer precast pile, when transferring precast pile, the precast pile circumferential play is filled with the curing compound filling;
(4) tube drawing moulding: extract outer tube, forming pile;
Method B: adopt external force with the preformed pile pile sinking to set depth, second when be hollow pile, with lower sealing on the hollow pile, segmentation of cavity part or complete section casting reinforced concrete;
Method C: on-the-spot tube-sinking cast-in-situ pile or expanded bore pile;
First is cement earth pile, and second is reinforced concrete pile, and to be that S1, total stake are long be L1 for first area, and to be that S2, total stake are long be L2 for second area, first with second center to center distance d=0, second area with first compares S
Ratio=S2/S1, second with first length than L ratio=L2/L1, wherein S
Ratio∈ (0.25,0.75), L
Ratio>0.5; Work as L
Ratio<1 o'clock, first each 3-5m scope of two ends was interior for stirring multiple spray section again up and down, works as L
Ratio>1 o'clock, first upper end 3-5m scope was interior for stirring multiple spray section again.
First the spinning of constructing sink to adopt deep mixer, screw mixer, pile dusting machine, rotary churning pile machine or helical burr ram machine that the soil body is carried out machine cut and stirs spinning, simultaneously the curing compound and the soil body is forced stirring spinning, sinks down into set depth; Construct first the time, pile body partly adopts complete section or segmentation churning injection curing compound, and at the bottom of expanding neck, hole enlargement, expansion, stir multiple spray, screw thread one or more constructing operation in revolving again.
The stirring vane of deep mixer, screw mixer, pile dusting machine, rotary churning pile machine or helical burr ram machine adopts clockwise, counterclockwise or two-way whipped form; The churning injecting systems adopts horizontal-jet, vertical injection, angular injection or three-dimensional the injection; Drilling rod adopts single shaft, twin shaft, three or four forms.
With second of method A construction the time, after the immersed tube step, ram earlier and expand moulding and build moulding again, ram the method that expands moulding and be: on carry the interior hammer ram in the outer tube, by the setting height H that feeds intake inserts is thrown in the outer tube, on pull out outer tube certain altitude h >=0; Interior hammer ram is rammed inserts repeatedly and is formed enlarged footing, adjusts the compacted degree of the soil body and size, the shape of tamper diffusion head through the wherein following coefficient of adjustment: degree of lifting h on the height H that feeds intake, the outer tube, ram the distance c that expands when accomplishing at the bottom of the outer tube at the bottom of the stake, ram in expanding when accomplishing at the bottom of the hammer ram at the bottom of the outer tube apart from E, when ramming inserts at the pile penetration D and the volume V of inserts that set under the impact energy; Concrete adjustment form is:
A) through adjustment compacting coefficient D ∈ (D1, D2 ... Dn V) adjusts the compacted degree of the soil body, when ramming inserts, is setting under the impact energy deflection D1, the D2 of n hammering continuously ... Dn and summation nD thereof;
B) through adjustment shape factor α ∈ (H, h, c, E, D, V) adjust size, the shape of tamper diffusion head:
A) (H, h E) adjust size, the shape of tamper diffusion head, form spindle shape tamper diffusion head through adjustment shape factor α ∈;
B) (c E) adjusts size, the shape of tamper diffusion head, forms the column tamper diffusion head for H, h through adjustment shape factor α ∈;
C) (E, D V) adjust size, the shape of tamper diffusion head, form spherical tamper diffusion head through adjustment shape factor α ∈.
Ram when expanding moulding with second of method A construction, one or more constructing operation in expanding at the bottom of neck, hole enlargement, the expansion form zero level, one-level, secondary or multistage enlarged footing.
Immersed tube method in the step (2) of the second piling method A of constructing is:
(a) ram the soil body in: the interior hammer ram in the outer tube is mentioned do the movement of falling object, the soil body under the punching outer tube or pile body form sheared edge;
(b) outer tube sinks: outer tube adopts one of following method to sink at least: 1. under the outer tube deadweight, outer tube sinks from gravity along sheared edge; 2. start back-pressure or static pressure water booster system on the outer tube, outer tube sinks along the sheared edge pressurization; 3. start the vibrating device on the outer tube, outer tube is along the sheared edge vibration-sunk; 4. start vibration and water booster system on the outer tube simultaneously, outer tube along sheared edge shake depress heavy; 5. start the spinning apparatus on the outer tube, outer tube sinks along sheared edge spinning; 6. start the dematron device on the outer tube, outer tube is sunk along the sheared edge rubbing and pressure;
(c) mutual (a) and (b) step sinks down into set depth until outer tube.
Second palpus of constructing accomplished before first initial set.
Second is preformed pile, and preformed pile is solid pile or hollow pile, and wherein the hollow pile inner chamber is the form of full section or segmentation perfusion steel concrete.
Construct among the second piling method B, hollow pile method for sealing up and down is: back cover adopts prefabricated shoe or iron plate, binds and adopts stopper or iron plate; Behind the earth excavation, take out stopper or the iron plate bound, then by designing requirement segmentation or full section casting reinforced concrete.
Curing compound is to be main with cement, is equipped with one or more liquid state or powdery soil reinforcement material in breeze, flyash, expansion component, alkaline excitation component, surfactant, early strength admixture, retarding agent, the rubber powder.
Inserts is one or more in brickbat, rubble, slag, cobble, regeneration aggregate, cement mix, the dried water-bearing concreae.
The present invention is according to the soil layer situation; Take non-soil extracting process; Intensity, physical dimension, technology matching degree between optimizing cement soil stake, reinforced concrete pile and two are given full play to the advantage separately of cement earth pile, reinforced concrete pile, and it is not painstaking to save money; Cost performance is high, is specially adapted to pan soil area, especially resistance to compression, shearing resistance, the resistance to plucking requirement of the highrise building in silt area.
The present invention can be according to the size of strata condition, site condition, surrounding environment and engineering quantity; Select suitable construction equipment and construction technology; Both can equipment integrated construction one pile; But the also multiple devices pile of constructing, but multiple devices continuous productive process also are according to setting requirement; Form the non-composite filling pile that fetches earth, the non-compound bottom-enlarging filling pile that fetches earth, the non-combined multi-stage enlarged footing castinplace pile that fetches earth, the non-compound core filling tubular pile that fetches earth, the non-compound a series of non-composite piles that fetch earth such as the stake of core side, the non-compound precast square pile that fetches earth of filling out that fetch earth, satisfy resistance to compression, resistance to plucking, shearing resistance requirement from the multistory building to the highrise building.
Below in conjunction with embodiment the present invention is described further.
The specific embodiment:
Embodiment 1:
A kind of job practices of the non-composite filling pile that fetches earth comprises the following steps:
(1) construction is first:
(1) telephone-moving is in place: mobile device is located in drilling rod on the setting stake position;
(2) spinning sinks: the degree of depth that drilling rod spinning is sunk down into setting;
(3) revolve to pull on and carry: drilling rod is revolved draw, simultaneously curing compound is injected the soil body, revolve the height that is pulled to setting;
(4) repeating step (2) and (3) are to first satisfied setting requirement;
(2) construction is second:
(1) in place: that the equipment outer tube is located on first stake position of having constructed;
(2) immersed tube: outer tube is sunk down into set depth;
(3) build moulding: on carry interior hammer ram, build pile body or transfer precast pile, when transferring precast pile, the precast pile circumferential play is filled with the curing compound filling;
(4) tube drawing moulding: extract outer tube, forming pile;
First is cement earth pile, and second is reinforced concrete pile, and to be that S1, total stake are long be L1 for first area, and to be that S2, total stake are long be L2 for second area, first with second center to center distance d=0, second area with first compares S
Ratio=S2/S1, second with first length than L ratio=L2/L1, wherein S
Ratio∈ (0.25,0.75), L
Ratio>0.5; Work as L
Ratio<1 o'clock, first up and down in each 3-5m scope of two ends for stirring multiple spray section again, when L than>1 o'clock, first upper end 3-5m scope was interior for stirring multiple spray section again.
First the spinning of constructing sink to adopt deep mixer or screw mixer that the soil body is carried out machine cut and stirs spinning, simultaneously the curing compound and the soil body is forced stirring spinning, sinks down into set depth; Construct first the time, step (3) is when injecting the soil body with curing compound, and pile body partly adopts complete section or segmentation churning injection curing compound, and at the bottom of expanding neck, hole enlargement, expansion, stir multiple spray, screw thread one or more constructing operation in revolving again.
Construct second the time, after the immersed tube step, ram earlier and expand moulding and build moulding again, ram the method that expands moulding and be: on carry the interior hammer ram in the outer tube, by the setting height H that feeds intake inserts is thrown in the outer tube, on pull out outer tube certain altitude h >=0; Interior hammer ram is rammed inserts repeatedly and is formed enlarged footing, adjusts the compacted degree of the soil body and size, the shape of tamper diffusion head through the wherein following coefficient of adjustment: degree of lifting h on the height H that feeds intake, the outer tube, ram the distance c that expands when accomplishing at the bottom of the outer tube at the bottom of the stake, ram in expanding when accomplishing at the bottom of the hammer ram at the bottom of the outer tube apart from E, when ramming inserts at the pile penetration D and the volume V of inserts that set under the impact energy; Concrete adjustment form is:
A) through adjustment compacting coefficient D ∈ (D1, D2 ... Dn V) adjusts the compacted degree of the soil body, when ramming inserts, is setting under the impact energy deflection D1, the D2 of n hammering continuously ... Dn and summation nD thereof;
B) through adjustment shape factor α ∈ (H, h, c, E, D, V) adjust size, the shape of tamper diffusion head:
A) (H, h E) adjust size, the shape of tamper diffusion head, form spindle shape tamper diffusion head through adjustment shape factor α ∈;
B) (c E) adjusts size, the shape of tamper diffusion head, forms the column tamper diffusion head for H, h through adjustment shape factor α ∈;
C) (E, D V) adjust size, the shape of tamper diffusion head, form spherical tamper diffusion head through adjustment shape factor α ∈.
The stirring vane of deep mixer or screw mixer adopts clockwise, counterclockwise or two-way whipped form; The churning injecting systems adopts horizontal-jet, vertical injection, angular injection or three-dimensional the injection; Drilling rod adopts single shaft, twin shaft or four forms.
Construct second when ram expanding moulding, one or more constructing operation in expanding at the bottom of neck, hole enlargement, the expansion form zero level, one-level, secondary or multistage enlarged footing.
Immersed tube method in second step (2) of constructing is:
(a) ram the soil body in: the interior hammer ram in the outer tube is mentioned do the movement of falling object, the soil body under the punching outer tube or pile body form sheared edge;
(b) outer tube sinks: outer tube adopts one of following method to sink at least: 1. under the outer tube deadweight, outer tube sinks from gravity along sheared edge; 2. start back-pressure or static pressure water booster system on the outer tube, outer tube sinks along the sheared edge pressurization; 3. start the vibrating device on the outer tube, outer tube is along the sheared edge vibration-sunk; 4. start vibration and water booster system on the outer tube simultaneously, outer tube along sheared edge shake depress heavy; 5. start the spinning apparatus on the outer tube, outer tube sinks along sheared edge spinning; 6. start the dematron device on the outer tube, outer tube is sunk along the sheared edge rubbing and pressure;
(c) mutual (a) and (b) step sinks down into set depth until outer tube.
Second palpus of constructing accomplished before first initial set.
Curing compound is to be main with cement, is equipped with one or more liquid state or powdery soil reinforcement material in breeze, flyash, expansion component, alkaline excitation component, surfactant, early strength admixture, retarding agent, the rubber powder.Inserts is one or more in brickbat, rubble, slag, cobble, regeneration aggregate, cement mix, the dried water-bearing concreae.
Embodiment 2:
A kind of job practices of the non-compound pile tube that fetches earth, second the method for constructing be adopt external force with the preformed pile pile sinking to set depth, second when be hollow pile, with lower sealing on the hollow pile, segmentation of cavity part or complete section casting reinforced concrete.Construct among the second piling method B, hollow pile method for sealing up and down is: back cover adopts prefabricated shoe or iron plate, binds and adopts stopper or iron plate; Behind the earth excavation, take out stopper or the iron plate bound, then by designing requirement segmentation or full section casting reinforced concrete.All the other are with embodiment 1.
Embodiment 3:
A kind of job practices of the non-compound bottom-enlarging filling pile that fetches earth, second the method for constructing is a ram-expanded pile, all the other are with embodiment 1.
Claims (10)
1. non-composite pile that fetches earth; Comprise that it is characterized in that: first is cement earth pile, and second is reinforced concrete pile as first of outer skirt piles with as second core stake; First area is S1, the long L1 of being of total stake; To be that S2, total stake are long be L2 for second area, first with second center to center distance d=0, second area with first compares S
Ratio=S2/S1, second length with first compares L
Ratio=L2/L1, wherein S
Ratio∈ (0.25,0.75), L
Ratio>0.5; Work as L
Ratio<1 o'clock, first each 3-5m scope of two ends was interior for stirring multiple spray section again up and down, works as L
Ratio>1 o'clock, first upper end 3-5m scope was interior for stirring multiple spray section again.
2. the non-composite pile that fetches earth according to claim 1 is characterized in that: second is present walling pile or preformed pile; Said present walling pile has one or more forms in expanding at the bottom of neck, hole enlargement, the expansion along pile body; Said preformed pile is solid pile or hollow pile, and wherein the hollow pile inner chamber is the form of full section or segmentation perfusion steel concrete.
3. the job practices of the described non-composite pile that fetches earth of claim 1 is characterized in that: comprise the following steps:
(1) construction is first:
(1) telephone-moving is in place: mobile device is located in drilling rod on the setting stake position;
(2) spinning sinks: the degree of depth that drilling rod spinning is sunk down into setting;
(3) revolve to pull on and carry: drilling rod is revolved draw, simultaneously curing compound is injected the soil body, revolve the height that is pulled to setting;
(4) repeating step (2) and (3) are to first satisfied setting requirement;
(2) construction is second: adopt one of following method:
Method A:
(1) in place: that the equipment outer tube is located on first stake position of having constructed;
(2) immersed tube: outer tube is sunk down into set depth;
(3) build moulding: on carry interior hammer ram, build pile body or transfer precast pile, when transferring precast pile, the precast pile circumferential play is filled with the curing compound filling;
(4) tube drawing moulding: extract outer tube, forming pile;
Method B: adopt external force with the preformed pile pile sinking to set depth, second when be hollow pile, with lower sealing on the hollow pile, segmentation of cavity part or complete section casting reinforced concrete;
Method C: on-the-spot tube-sinking cast-in-situ pile or expanded bore pile;
First is cement earth pile, and second is reinforced concrete pile, and to be that S1, total stake are long be L1 for first area, and to be that S2, total stake are long be L2 for second area, first with second center to center distance d=0, second area with first compares S
Ratio=S2/S1, second with first length than L ratio=L2/L1, wherein S
Ratio∈ (0.25,0.75), L
Ratio>0.5; Work as L
Ratio<1 o'clock, first each 3-5m scope of two ends was interior for stirring multiple spray section again up and down, works as L
Ratio>1 o'clock, first upper end 3-5m scope was interior for stirring multiple spray section again.
4. the job practices of the non-composite pile that fetches earth according to claim 3; It is characterized in that: first the spinning of constructing sink to adopt deep mixer or screw mixer that the soil body is carried out machine cut and stirs spinning; Simultaneously the curing compound and the soil body are forced to stir spinning, sink down into set depth; Construct first the time, pile body partly adopts complete section or segmentation churning injection curing compound, and at the bottom of expanding neck, hole enlargement, expansion, stir multiple spray, screw thread one or more constructing operation in revolving again.
5. the job practices of the non-composite pile that fetches earth according to claim 4; It is characterized in that: the time with second of method A construction; After the immersed tube step, ram the expansion moulding earlier and build moulding again; The method that ram to expand moulding is: on carry the interior hammer ram in the outer tube, by the setting height H that feeds intake inserts is thrown in the outer tube, on pull out outer tube certain altitude h >=0; Interior hammer ram is rammed inserts repeatedly and is formed enlarged footing, adjusts the compacted degree of the soil body and size, the shape of tamper diffusion head through the wherein following coefficient of adjustment: degree of lifting h on the height H that feeds intake, the outer tube, ram the distance c that expands when accomplishing at the bottom of the outer tube at the bottom of the stake, ram in expanding when accomplishing at the bottom of the hammer ram at the bottom of the outer tube apart from E, when ramming inserts at the pile penetration D and the volume V of inserts that set under the impact energy; Concrete adjustment form is:
A) through adjustment compacting coefficient D ∈ (D1, D2 ... Dn V) adjusts the compacted degree of the soil body, when ramming inserts, is setting under the impact energy deflection D1, the D2 of n hammering continuously ... Dn and summation nD thereof;
B) through adjustment shape factor α ∈ (H, h, c, E, D, V) adjust size, the shape of tamper diffusion head:
A) (H, h E) adjust size, the shape of tamper diffusion head, form spindle shape tamper diffusion head through adjustment shape factor α ∈;
B) (c E) adjusts size, the shape of tamper diffusion head, forms the column tamper diffusion head for H, h through adjustment shape factor α ∈;
C) (E, D V) adjust size, the shape of tamper diffusion head, form spherical tamper diffusion head through adjustment shape factor α ∈.
6. the job practices of the non-composite pile that fetches earth according to claim 4 is characterized in that: the stirring vane of deep mixer or screw mixer adopts clockwise, counterclockwise or two-way whipped form; The churning injecting systems adopts horizontal-jet, vertical injection, angular injection or three-dimensional the injection; Drilling rod adopts single shaft, twin shaft, three or four forms.
7. the job practices of the non-composite pile that fetches earth according to claim 5 is characterized in that: ram when expanding moulding with second of method A construction, one or more constructing operation in expanding at the bottom of neck, hole enlargement, the expansion form zero level, one-level, secondary or multistage enlarged footing.
8. according to the job practices of claim 3,4, the 5 or 6 described non-composite piles that fetch earth, it is characterized in that: the immersed tube method in the step (2) of the second piling method A that constructs is:
(a) ram the soil body in: the interior hammer ram in the outer tube is mentioned do the movement of falling object, the soil body under the punching outer tube or pile body form sheared edge;
(b) outer tube sinks: outer tube adopts one of following method to sink at least: 1. under the outer tube deadweight, outer tube sinks from gravity along sheared edge; 2. start back-pressure or static pressure water booster system on the outer tube, outer tube sinks along the sheared edge pressurization; 3. start the vibrating device on the outer tube, outer tube is along the sheared edge vibration-sunk; 4. start vibration and water booster system on the outer tube simultaneously, outer tube along sheared edge shake depress heavy; 5. start the spinning apparatus on the outer tube, outer tube sinks along sheared edge spinning; 6. start the dematron device on the outer tube, outer tube is sunk along the sheared edge rubbing and pressure;
(c) mutual (a) and (b) step sinks down into set depth until outer tube.
9. according to the job practices of claim 3,4, the 5 or 6 described non-composite piles that fetch earth, it is characterized in that: second palpus of constructing accomplished before first initial set.
10. according to the job practices of claim 3,4, the 5 or 6 described non-composite piles that fetch earth, it is characterized in that: among the second piling method B that constructs, hollow pile method for sealing up and down is: back cover adopts prefabricated shoe or iron plate, binds and adopts stopper or iron plate; Behind the earth excavation, take out stopper or the iron plate bound, then by designing requirement segmentation or full section casting reinforced concrete.
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| CN103590393A (en) * | 2013-11-21 | 2014-02-19 | 朱建新 | Construction method of composite pile |
| CN103660034A (en) * | 2013-12-13 | 2014-03-26 | 中联重科股份有限公司 | Tubular pile concrete mixing plant, control method, control device and control system |
| CN105625294A (en) * | 2016-02-05 | 2016-06-01 | 王继忠 | Composite foundation and construction method thereof |
| CN108265716A (en) * | 2016-12-30 | 2018-07-10 | 上海城地建设股份有限公司 | One kind can tuning multifunction vibration plant stake device and its construction method |
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| WO2020211286A1 (en) * | 2019-04-17 | 2020-10-22 | 朱建新 | Method for constructing full-casing full-rotary internal-ramming pile |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1448586A (en) * | 2003-04-01 | 2003-10-15 | 王国奋 | Piling method B |
| CN201245839Y (en) * | 2008-08-14 | 2009-05-27 | 杭州南方土木工程咨询有限公司 | Composite bearing pile of concrete stirring soil implanted prefabricated reinforced concrete core rod |
| KR20100061962A (en) * | 2008-12-01 | 2010-06-10 | 남정훈 | Precast wall type hybrid power generation structure for increasing flow |
| CN101798809A (en) * | 2010-03-16 | 2010-08-11 | 朱建新 | Non-borrow composite underreamed pile constructing method |
| CN102002942A (en) * | 2010-11-05 | 2011-04-06 | 北京建院科技发展有限公司 | Hollow drilling pile and piling construction process for steel tube-cement soil composite pile |
| CN102226341A (en) * | 2011-04-25 | 2011-10-26 | 朱建新 | Construction method for piles |
-
2012
- 2012-05-04 CN CN2012101371226A patent/CN102644269A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1448586A (en) * | 2003-04-01 | 2003-10-15 | 王国奋 | Piling method B |
| CN201245839Y (en) * | 2008-08-14 | 2009-05-27 | 杭州南方土木工程咨询有限公司 | Composite bearing pile of concrete stirring soil implanted prefabricated reinforced concrete core rod |
| KR20100061962A (en) * | 2008-12-01 | 2010-06-10 | 남정훈 | Precast wall type hybrid power generation structure for increasing flow |
| CN101798809A (en) * | 2010-03-16 | 2010-08-11 | 朱建新 | Non-borrow composite underreamed pile constructing method |
| CN102002942A (en) * | 2010-11-05 | 2011-04-06 | 北京建院科技发展有限公司 | Hollow drilling pile and piling construction process for steel tube-cement soil composite pile |
| CN102226341A (en) * | 2011-04-25 | 2011-10-26 | 朱建新 | Construction method for piles |
Non-Patent Citations (2)
| Title |
|---|
| 李正等: "刚性芯复合桩试验研究", 《第14届全国结构工程学术会议论文集》 * |
| 柏耘等: "水泥搅拌桩复合地基", 《筑路机械与施工机械化》 * |
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| CN105625294A (en) * | 2016-02-05 | 2016-06-01 | 王继忠 | Composite foundation and construction method thereof |
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Application publication date: 20120822 |