CN103132510B - Combined pile tube used for immersed tube pressing irrigation pile overall process construction and use method thereof - Google Patents
Combined pile tube used for immersed tube pressing irrigation pile overall process construction and use method thereof Download PDFInfo
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- CN103132510B CN103132510B CN201110394473.0A CN201110394473A CN103132510B CN 103132510 B CN103132510 B CN 103132510B CN 201110394473 A CN201110394473 A CN 201110394473A CN 103132510 B CN103132510 B CN 103132510B
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Abstract
The invention provides a combined pile tube used for immersed tube pressing irrigation pile overall process construction and a use method thereof. The provided combined pile tube is formed by combining of an immersed tube system, a concrete pressing irrigation system and an end resistance detection system, two requirements of an ejecting tube and concrete pouring are united as one, and the combined pile tube can systematically complete overall process construction of an immersed tube pressing irrigation pile of pile testing, pie making and pile measuring. The combined pile tube is simple in equipment, easy to control, not easy to block, and beneficial to ensuring concrete quality, saves concrete, improves construction efficiency and has good technical and economic benefits.
Description
Technical field
The present invention relates to a kind of combination pile pipe of pipe sinking pressure grouting stake overall process construction usage and its using method, belong to pile foundation
Plinth technical field of construction.
Background technology
Application No. 201110172486.3, the applying date are on June 24th, 2011, the Chinese invention building east is artificially finished in application
Patent：Whole process construction method of driven cast-in-place piles and its special purpose device are (hereinafter referred to as：201110172486.3 patent), propose
The concept of pipe sinking pressure grouting stake, way is：After immersed tube puts in place, while upper pile pulling pipe, by intrusion pipe pump concrete, insert
Pile after steel reinforcement cage；And give test pile, the method for peg and its special purpose device.
201110172486.3 the problems of patent or optimizable place are：
(1) pump concrete is with the concrete pump on ground, by delivery pipe, including delivery pipe upwards, by coagulation
Soil is transported to that intrusion pipe is suitable for reading, and route is longer, and bending is more, easily causes plugging.
During hammering, such as not by delivery pipe, intrusion pipe disconnection, the stone in the concrete in delivery pipe upwards
Vibrated sinking plugging, processes trouble, affects efficiency, wastes concrete；As by delivery pipe, intrusion pipe disconnect, will result in repeatedly break,
Connect, also pretty troublesome.
The problem of most serious is：Because of more difficult effective aerofluxuss, be difficult to ensure concrete quality this be guncreting pile common fault,
Pile bearing capacity is higher, and this problem is more prominent.
(2) need to be separately provided pipe drawing device, such as with oil cylinder static(al) tube drawing, or use vibrating device vibration pipe-drawing, therefore, stake
Mechanism makes complex, and cost is of a relatively high；Upper pile pulling pipe, simultaneous pumping concrete are it is difficult to ensure tube drawing and pump concrete
Speeds match, control difficulty larger, easily cause broken pile.
(3) in, hammer directly hits pile pipe lower plate, and impact stress is higher, and injection is less efficient.
Content of the invention
For reducing pipe sinking pressure grouting stake cost further, improving quality and efficiency, in conjunction with the feature of pipe sinking pressure grouting stake, with
201110172486.3 patent is technical foundation, the invention provides a kind of group that pipe sinking pressure grouting stake overall process construction method uses
Close pile pipe and its using method.
1. combine pile pipe
The combination pile pipe that the pipe sinking pressure grouting stake overall process construction method that the present invention provides uses is by immersed tube system, concrete
Press the pile pipe that fill system and end resistance force detection system combine.
As shown in Figure 1, Figure 2 and Figure 3, its composition is as follows：
1.1 supervisors 2 and power assembly 6, volume about 1m3Hopper 9 be with one heart and to wait the circle of external diameter, supervisor 2 is in power
Under assembly 6, volume about 1m3Hopper 9 on power assembly 6, with threaded or be welded into entirety；
1.2 supervisors 2, power assembly 6, the side outside hopper 9, are welded by the intrusion pipe 3 of connecting plate 17 and circle；Another
Side is passed through connecting plate 17 and is welded with circular exhaustor 4；
1.3 lower plates 1 are slightly larger than the post of the profile after supervisor 2 is welded with connecting plate 17 with intrusion pipe 3, exhaustor 4 for profile
Shape stage body, there is concentric with intrusion pipe 3, exhaustor 4 and uniform internal diameter circular hole 15 both sides；
1.4 lower plate 1 top have with supervisor 2 is concentric and uniform internal diameter recessed, recessed interior have cushion pad 12；Level is had on bottom
Passage 13, under have Vertical Channel 14；
The horizontal cross-section of 1.5 horizontal channels 13 is and supervisor's 2 concentric annulars, and connects with circular hole 15；Horizontal channel
13 vertical section is circle；
The horizontal cross-section that 1.6 quantity are no less than the Vertical Channel 14 of two is circle, above connects with horizontal channel 13, lower logical
To lower plate 1 bottom surface, the ring along horizontal channel 13 is uniformly distributed；
1.7 supervisors 2, intrusion pipe 3, exhaustor 4 lower end peripheral and lower plate 1 are welded；
There is air bleeding valve 10 1.8 intrusion pipe 3 upper end, and there is air bleeding valve 11 exhaustor 4 upper end；
1.9 being cased with the depression bar 5 of tubular in exhaustor 4；Threadeded with air bleeding valve 11 in depression bar 5 upper end, under the insertion of lower end
In the circular hole 15 of plate 1；
1.10 power assembly 6 lower end, by steel wire rope 8, is connected with being placed in supervisor 2, cylinder interior hammer 7；Power
Assembly 6 upper end, by through volume about 1m3Hopper 9 side wall connecting tube 16, be connected with intrusion pipe 3；
Interior hammer 7 can be driven under 1.11 power assemblies 6, by cushion pad 12, hammer lower plate 1；On can be mixed in vibrating bunker 9
Solidifying soil, and pass through connecting tube 16, to intrusion pipe 3 pump concrete.
2. backing plate
Carrying out overall process construction with combination pile pipe need to be as follows with the backing plate shown in Fig. 4, its composition：
2.1 profiles are not less than the sheet metal 21 of lower plate 1；
2.2 sheet metal 21 bottom surface is welded with circular thickness steel concentric with the circular hole 15 of lower plate 1, Vertical Channel 14, that diameter is bigger
Plate 22；
2.3 sheet metal 21 top surface is welded with and can pack in 1 liang of mother rib lateral rotundum 15 of lower plate or Vertical Channel 14, quantity no less than two
Circular locating ring 23 that is individual and being arranged symmetrically.
3. pile testing method
Using comprising the following steps that of combination pile pipe test pile：
3.1 combination pile pipe para-position is pressed on the backing plate of stake point position；
3.2 use power assembly 6, by steel wire rope 8, drive interior hammer 7, by cushion pad 12, hammer lower plate 1, combine pile pipe
Integral sinking, to predetermined hammering pile penetration, stops hammering；
3.3 back out air bleeding valve 11, lower moulded rod 5, obtain the end resistance under depression bar 5；
If 3.4 end resistances meet required, terminate；If end resistance is not up to required, then hammering, reaching and newly surely hammering into shape
Hit pile penetration, then peg end resistance, till end resistance meets requirement.
4. do piling method
Comprised the following steps that using combination pile pipe stake：
4.1 combination pile pipe para-position is pressed on the backing plate of stake point position；
4.2 use power assembly 6, by steel wire rope 8, drive interior hammer 7, by cushion pad 12, hammer lower plate 1, combine pile pipe
Integral sinking, after the hammering pile penetration determining to test pile, stops hammering；
4.3 use power assembly 6, by volume about 1m3Hopper 9 in concrete, by connecting tube 16, intrusion pipe 3, pump
To lower plate 1 bottom, and then pass through horizontal channel 13, enter Vertical Channel 14, hung oneself combination with the boom hoisting on pile frame simultaneously
Pile pipe；With the increasing of pumping pressure, combine pile pipe jack-up；Period, the air in concrete, by air bleeding valve 10, air bleeding valve
11 discharges；
4.4 when there being the cement mortar in concrete to emerge outside combination pile pipe, reduces pressure and continues pump concrete, extremely
Till built pile ttom of pipe face goes out ground；
4.5 other shiftings combine pile pipe, after conceding stake position, insert steel reinforcement cage in concrete by existing method, terminate.
5. peg method
Divide end resistance detection and pile side resistance detection using combination pile pipe peg, be detection before pile.
What 5.1 end resistances detected comprises the following steps that：
5.1.1 combination pile pipe para-position is pressed on the backing plate of stake point position；
5.1.2 use power assembly 6, by steel wire rope 8, drive interior hammer 7, by cushion pad 12, hammer lower plate 1, built pile
Pipe integral sinking, after the hammering pile penetration determining to test pile, stops hammering；
5.1.3 back out air bleeding valve 11, lower moulded rod 5, obtain the end resistance under depression bar 5；
If 5.1.4 end resistance meets and requires, qualified；If end resistance is not up to required, unqualified.
What 5.2 pile side resistances detected comprises the following steps that：
5.2.1, after having detected end resistance, with retarded concrete, pile pipe jack-up certain altitude will be combined by doing piling method
Afterwards, stop pump concrete；
5.2.2 entirety pushes combination pile pipe, obtains pile side resistance；
If 5.2.3 pile side resistance meets and requires, qualified；Continue and carry out pump concrete, insert steel reinforcement cage operation, pile；
If 5.2.4 pile side resistance is not up to and requires, unqualified.
From the above-mentioned following features that can be seen that combination pile pipe and backing plate：
(1) power assembly 6, interior hammer 7, steel wire rope 8, cushion pad 12, supervisor 2 and lower plate 1 constitute the immersed tube of combination pile pipe
System.
Cushion pad 12 can be using coiling steel wire rope, disc spring or match steel plate (polyformaldehyde plate) and machine oil sand cutting or soil etc..
(2) power assembly 6, intrusion pipe 3, exhaustor 4, lower plate 1 and volume about 1m3Hopper 9, air bleeding valve 10, aerofluxuss
Valve 11 and connecting tube 16 constitute the coagulation soil pressure fill system combining pile pipe；Using the pressure of pump concrete, this system is simultaneously
Push pipe function can be completed.
(3) depression bar 5, exhaustor 4 constitute the end resistance force detection system combining pile pipe；End resistance detection be according to
201110172486.3 the small area method in patent, completed with lower moulded rod 5；It is pressurized that exhaustor 4 here plays guarantee depression bar 5
Stable effect.
(4) power assembly 6 has hammer 7 and vibration, the function of pump concrete in driving；Its vibrating function can discharge volume
About 1m3Hopper 9 in concrete in air.
(5) if only using intrusion pipe 3 push pipe, because its horizontal sectional area is less, required concrete pumping pressure can be quite
Greatly；The horizontal channel 13 of lower plate 1 bottom particular design and Vertical Channel 14 are it is therefore an objective to solve the problems, such as concrete pumping pressure, same
When to ensure the anti-hammering ability of lower plate 1.
(6) intrusion pipe 3, exhaustor 4 and air bleeding valve 10, air bleeding valve 11, when can discharge initial pump concrete, intrusion pipe
During air in 3, and normal pump concrete, concrete is in volume about 1m3Hopper 9 in the air that is not completely exhausted out.
(7) backing plate：
The effect of backing plate：One is by lower plate 1 bottom surface and soil isolation, make lower plate 1 bottom surface not clay it is ensured that concrete quality；
Two is Vertical Channel 14 and the circular hole 15 of closure lower plate 1 bottom surface, prevents water, soil from entering.
Locating ring 23 can fix the relative position of backing plate and lower plate 1.
Test pile, do stake or peg after, a bottom stayed by backing plate.
Beneficial effect
Compared with 201110172486.3 patents, the combination pile pipe that the present invention provides, immersed tube system, coagulation soil pressure are filled system
System and end resistance force detection system are organically combined, and two demands of push pipe and filling concrete unite two into one, and complete including examination
Stake, do stake and peg and construct in the overall process of interior pipe sinking pressure grouting stake, equipment is simple, controls easily, is difficult plugging, saves coagulation
Soil, beneficial to guarantee concrete quality, improves efficiency of construction.
It is provided with cushion pad, during interior hammer hammering lower plate, it is possible to decrease the combination each position of pile pipe in the combination pile pipe that the present invention provides
Stress, improves injection efficiency.
In sum, the present invention, compared with 201110172486.3 patents, has superior technique, economic benefit.
Brief description
Fig. 1 is that combination pile pipe constitutes schematic diagram；Fig. 2 is the schematic cross section of Fig. 1, wherein：Figure a is that interior hammer 7 position is horizontal
Generalized section, figure b is the horizontal channel 13 position schematic cross section of lower plate 1；Fig. 3 is that lower plate 1 axle in Fig. 1 measures meaning
Figure, wherein：Figure a is to see axonometric schematic diagram under top surface；Figure b is to see axonometric schematic diagram on bottom surface；Fig. 4 is that backing plate constitutes schematic diagram,
Wherein：Figure a is floor map, and figure b is generalized section.
Specific embodiment
Certain building engi-neering site, top-down soil layer：2m thickness miscellaneous fill, 8m thickness plastic state silty clay, 2m is thick complete
Weathered mudstone, 2m thickness intense weathering munstone, below for middle weathered mudstone.
Design stake footpath 800mm, the long 16m of stake, bearing course at pile end is middle weathered mudstone, ultimate bearing capacity of single pile 2100t, its
In：Stake end ultimate resistance 1700t, stake side ultimate resistance 400t.
Combination pile pipe master data：It is responsible for 2 external diameter 800mm, wall thickness 30mm, high 12m；Intrusion pipe 3, exhaustor 4, connecting tube
16 external diameter 133mm, wall thickness 10mm；Depression bar 5 external diameter 113mm, wall thickness 10mm；Lower plate 1 periphery goes out greatly supervisor 2, intrusion pipe 3, aerofluxuss
Pipe 4 weld after corresponding profile 20mm, height 500mm, two mother rib lateral rotundum 15 diameter 113mm；Lower plate 1 top recessed diameter 740mm,
Depth 200mm；Horizontal channel 13 level is to annular external diameter 740mm, internal diameter 514mm；Horizontal channel 13 is vertically circle, diameter
113mm, centre-to-centre spacing lower plate 1 bottom surface 150mm；Six Vertical Channel 14 are uniformly distributed along horizontal channel 13 ring, diameter 113mm；
Power assembly 6 external diameter 800mm, high 5m, general power 200kW, hydraulically hammer 7 in driving, 50 times per minute of highest frequency,
20 times per minute of low frequency；Power assembly 6 hydraulically pump concrete, maximum pressure 25MPa, maximum stream flow is per hour
100 cubic metres；Interior hammer 7 diameter 700mm, long 6m, weight 18t；Cushion pad 12 is circular match steel plate, diameter 720mm, thick 150mm；Hold
Long-pending about 1m3Hopper 9 external diameter 800mm, wall thickness 10mm, high 2.5m.
Combination pile pipe total height is 20m.
Backing plate master data：Sheet metal 21：Thick 3mm, periphery goes out greatly 10mm compared with lower plate 1 periphery；Steel plate 22：Thick 20mm,
Diameter 133mm；Locating ring 23：External diameter 103mm, internal diameter 83mm, high 20mm.
1. test pile：
(1) combination pile pipe para-position is pressed on the backing plate of stake point position, starts to hammer, maximum falls away from 2.0m；When last 10 hammers
When mean penetration is not more than 10mm, stop hammering, now combine pile pipe embedded depth about 15.5m；
(2) back out air bleeding valve 11, lower moulded rod 5, the end resistance obtaining under depression bar 5 is 55t, is scaled to total cross-section stake end
Ultimate resistance is 1370t, not up to requires；
(3) hammer again, when last 10 hammer mean penetrations are not more than 5mm, stop hammering, now combination pile pipe is buried depth
Degree about 16.5m；
(4) descend moulded rod 5 again, the stake end ultimate resistance obtaining under depression bar 5 is 69t, be scaled to the limit resistance of total cross-section stake end
Power is 1720t, meets and requires, and test pile terminates.
2. do stake：
(1) step pressing test pile, reaches the last 10 hammer mean penetrations of predetermined hammering pile penetration and is not more than 5mm,
Stop hammering, combination pile pipe embedded depth is in 16～17m；
(2) pass through intrusion pipe 3, C80 concrete is pumped with the pressure of maximum 20MPa, simultaneously with the boom hoisting on pile frame
Hang oneself combination pile pipe；When moving about 8m in combination pile pipe, combine pile pipe periphery grout；
(3) reduce pressure and continue pump concrete, going out ground to built pile ttom of pipe face；
(4) other shifting combines pile pipe, after conceding stake position, inserts steel reinforcement cage in concrete by existing method, terminates.
3. peg：
(1) step pressing pile testing method, reaches predetermined hammering pile penetration, stops hammering；
(2) detect end resistance：Lower moulded rod 5, show that the stake end ultimate resistance under depression bar 5 is 70t, is scaled to total cross-section
Stake end ultimate resistance is 1750t, meets and requires；
(3) detect pile side resistance：By intrusion pipe 3, C80 retarded concrete is pumped with the pressure of maximum 20MPa；Work as combination
When about 100mm is pushed up on pile pipe, suspend pump concrete；Then, integrally push combination pile pipe, detection stake side ultimate resistance is
410t, meets and requires；
(4) continue and carry out the operation of the steps such as pump concrete, slotting steel reinforcement cage, pile.
Claims (5)
1. the combination pile pipe of pipe sinking pressure grouting stake overall process construction usage is it is characterised in that it is to be filled by immersed tube system, coagulation soil pressure
The pile pipe that system and end resistance force detection system combine；
The composition of this combination pile pipe is as follows：
1.1 supervisors (2) and power assembly (6), volume about 1m3Hopper (9) be circle that is concentric and waiting external diameter, supervisor (2) is dynamic
Under power assembly (6), volume about 1m3Hopper (9) on power assembly (6), with threaded or be welded into entirety；
1.2 supervisors (2), power assembly (6), volume about 1m3The outer side of hopper (9), by connecting plate (17) and circular filling
Note pipe (3) welding；Opposite side passes through connecting plate (17) and the welding of circular exhaustor (4)；
1.3 lower plates (1) are slightly larger than outer after supervisor (2) is welded with connecting plate (17) with intrusion pipe (3), exhaustor (4) for profile
The cylindricality stage body of shape, there is concentric with intrusion pipe (3), exhaustor (4) and uniform internal diameter circular hole (15) both sides；
1.4 lower plates (1) top have with supervisor (2) concentric and uniform internal diameter recessed, recessed interior have cushion pad (12)；Water is had on bottom
Flat passage (13), under have Vertical Channel (14)；
The horizontal cross-section of 1.5 horizontal channels (13) is the annular concentric with supervisor (2), and connects with circular hole (15)；Level is led to
The vertical section in road (13) is circle；
The horizontal cross-section that 1.6 quantity are no less than the Vertical Channel (14) of two is circle, above connects with horizontal channel (13), lower logical
To lower plate (1) bottom surface, the ring along horizontal channel (13) is uniformly distributed；
1.7 supervisors (2), intrusion pipe (3), exhaustor (4) lower end peripheral and lower plate (1) welding；
There is air bleeding valve (10) 1.8 intrusion pipes (3) upper end, and there is air bleeding valve (11) exhaustor (4) upper end；
It is cased with the depression bar (5) of tubular in 1.9 exhaustors (4)；Threadeded with air bleeding valve (11) in depression bar (5) upper end, lower end is inserted
Enter in the circular hole (15) of lower plate (1)；
1.10 power assemblies (6) lower end, by steel wire rope (8), is connected with being placed in supervisor (2), cylinder interior hammer (7)；
Power assembly (6) upper end, by through volume about 1m3Hopper (9) side wall connecting tube (16), be connected with intrusion pipe (3)；
Interior hammer (7) can be driven under 1.11 power assemblies (6), by cushion pad (12), hammer lower plate (1)；On can vibrate volume about
1m3Hopper (9) in concrete, and by connecting tube (16) to intrusion pipe (3) pump concrete.
2. with the combination pile pipe described in claim 1 complete pipe sinking pressure grouting stake overall process construction need to backing plate；Its composition is as follows：
2.1 profiles are not less than the sheet metal (21) of lower plate (1)；
2.2 sheet metals (21) bottom surface is welded with and the circular hole (15) of lower plate (1), Vertical Channel (14) is concentric, diameter is bigger circle
Steel plate (22)；
2.3 sheet metals (21) top surface is welded with that to pack in lower plate (1) two mother rib lateral rotundum (15) or Vertical Channel (14), quantity many
In two and the circular locating ring (23) that is arranged symmetrically.
3. complete the pile testing method in the construction of pipe sinking pressure grouting stake overall process with the combination pile pipe described in claim 1；Concrete steps
As follows：
3.1 combination pile pipe para-positions are pressed on the backing plate of stake point position；
3.2 use power assembly (6), by steel wire rope (8), drive interior hammer (7), by cushion pad (12), hammer lower plate (1), group
Close pile pipe integral sinking, to predetermined hammering pile penetration, stop hammering；
3.3 back out air bleeding valve (11), lower moulded rod (5), obtain the end resistance under depression bar (5)；
If 3.4 end resistances meet required, terminate；If end resistance is not up to required, then hammering, reaching and newly determining hammering and pass through
In-degree, then peg end resistance, till end resistance meets requirement.
4. with the combination pile pipe described in claim 1 complete pipe sinking pressure grouting stake overall process construction in do piling method；Concrete steps
As follows：
4.1 combination pile pipe para-positions are pressed on the backing plate of stake point position；
4.2 use power assembly (6), by steel wire rope (8), drive interior hammer (7), by cushion pad (12), hammer lower plate (1), group
Close pile pipe integral sinking, after the hammering pile penetration determining to test pile, stop hammering；
4.3 with power assembly (6), by volume about 1m3Hopper (9) in concrete, by connecting tube (16), intrusion pipe (3),
It is pumped into lower plate (1) bottom, and then passes through horizontal channel (13), enter Vertical Channel (14), lifted with rising on pile frame simultaneously
Put combination pile pipe of hanging oneself；With the increasing of pumping pressure, combine pile pipe jack-up；Period, the air in concrete, by air bleeding valve
(10), air bleeding valve (11) is discharged；
4.4 when there being the cement mortar in concrete to emerge outside combination pile pipe, reduces pressure and continues pump concrete, to combination
Till pile pipe bottom surface goes out ground；
4.5 other shiftings combine pile pipe, after conceding stake position, insert steel reinforcement cage in concrete by existing method, terminate.
5. complete the peg method in the construction of pipe sinking pressure grouting stake overall process with the combination pile pipe described in claim 1；Concrete steps
As follows：
What 5.1 end resistances detected comprises the following steps that：
5.1.1 combination pile pipe para-position is pressed on the backing plate of stake point position；
5.1.2 use power assembly (6), by steel wire rope (8), drive interior hammer (7), by cushion pad (12), hammer lower plate (1),
Combination pile pipe integral sinking, after the hammering pile penetration determining to test pile, stops hammering；
5.1.3 back out air bleeding valve (11), lower moulded rod (5), obtain the end resistance under depression bar (5)；
If 5.1.4 end resistance meets and requires, qualified；If end resistance is not up to required, unqualified；
What 5.2 pile side resistances detected comprises the following steps that：
5.2.1, after having detected end resistance, with retarded concrete, will combine after pile pipe jack-up certain altitude by doing piling method, stop
Only pump concrete；
5.2.2 entirety pushes combination pile pipe, obtains pile side resistance；
If 5.2.3 pile side resistance meets and requires, qualified；Continue and carry out pump concrete, insert steel reinforcement cage operation, pile；
If 5.2.4 pile side resistance is not up to and requires, unqualified.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110394473.0A CN103132510B (en) | 2011-12-02 | 2011-12-02 | Combined pile tube used for immersed tube pressing irrigation pile overall process construction and use method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110394473.0A CN103132510B (en) | 2011-12-02 | 2011-12-02 | Combined pile tube used for immersed tube pressing irrigation pile overall process construction and use method thereof |
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| Publication Number | Publication Date |
|---|---|
| CN103132510A CN103132510A (en) | 2013-06-05 |
| CN103132510B true CN103132510B (en) | 2017-02-15 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201110394473.0A Active CN103132510B (en) | 2011-12-02 | 2011-12-02 | Combined pile tube used for immersed tube pressing irrigation pile overall process construction and use method thereof |
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| CN (1) | CN103132510B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112323781A (en) * | 2020-11-03 | 2021-02-05 | 北京顺义建筑企业集团公司 | High-bearing holding-pressure type hammering pressure-grouting pile forming construction method |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104005400B (en) * | 2014-06-06 | 2016-03-09 | 中交上海三航科学研究院有限公司 | The compacted expanding process of underwater sand compaction pile stops hammer standard determination methods |
| CN112323876A (en) * | 2020-11-03 | 2021-02-05 | 北京顺义建筑企业集团公司 | Method for detecting pile end resistance of pile formed by holding-pressure type hammering and pressure grouting by small-area method |
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| US5423633A (en) * | 1993-12-23 | 1995-06-13 | Beheersmaatschappij Verstraeten B.V. | Piling apparatus adapted to be provided in a tube |
| KR100716858B1 (en) * | 2005-06-27 | 2007-05-09 | (주) 신풍컨설턴트 | A under ground-process of rein force tube |
| CN101560768A (en) * | 2009-05-20 | 2009-10-21 | 毕建东 | Overall process construction method for hammering pile, special device therefor and application thereof |
| CN101812843A (en) * | 2010-04-20 | 2010-08-25 | 黑龙江省东煤建筑基础工程有限公司 | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby |
| CN202509487U (en) * | 2011-12-02 | 2012-10-31 | 毕建东 | Combined pile pipe for construction of overall process of pipeline sinking pressure grouting pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008297864A (en) * | 2007-06-04 | 2008-12-11 | Sekisui House Ltd | Construction method of cast-in-place pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5423633A (en) * | 1993-12-23 | 1995-06-13 | Beheersmaatschappij Verstraeten B.V. | Piling apparatus adapted to be provided in a tube |
| KR100716858B1 (en) * | 2005-06-27 | 2007-05-09 | (주) 신풍컨설턴트 | A under ground-process of rein force tube |
| CN101560768A (en) * | 2009-05-20 | 2009-10-21 | 毕建东 | Overall process construction method for hammering pile, special device therefor and application thereof |
| CN101812843A (en) * | 2010-04-20 | 2010-08-25 | 黑龙江省东煤建筑基础工程有限公司 | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby |
| CN202509487U (en) * | 2011-12-02 | 2012-10-31 | 毕建东 | Combined pile pipe for construction of overall process of pipeline sinking pressure grouting pile |
Cited By (1)
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| CN112323781A (en) * | 2020-11-03 | 2021-02-05 | 北京顺义建筑企业集团公司 | High-bearing holding-pressure type hammering pressure-grouting pile forming construction method |
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| Publication number | Publication date |
|---|---|
| CN103132510A (en) | 2013-06-05 |
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