CN110219301A - A kind of PHC pipe pile static-pressure construction method - Google Patents
A kind of PHC pipe pile static-pressure construction method Download PDFInfo
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- CN110219301A CN110219301A CN201910616402.7A CN201910616402A CN110219301A CN 110219301 A CN110219301 A CN 110219301A CN 201910616402 A CN201910616402 A CN 201910616402A CN 110219301 A CN110219301 A CN 110219301A
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- cushion hole
- tubular pole
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- pressure
- pile
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/20—Placing by pressure or pulling power
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to a kind of PHC pipe pile static-pressure construction methods, comprising the following steps: S1, tubular pole surveying and locating, cushion hole locating holes, stake machine are in place, tubular pole is in place, pipe pile static-pressure, pile extension operation, pile follower operation, final pressure operation, washing and cleaning operation, telephone-moving operation block operation.The present invention has the effect of that the Pile side soil body lateral displacement of adjacent tubular pole is not easy to be superimposed.
Description
Technical field
The present invention relates to the technical fields of pile foundation engineering, more particularly, to a kind of PHC pipe pile static-pressure construction method.
Background technique
With the continuous propulsion that China's construction industry develops, free area area is gradually reduced, and causes building along vertical
It is greatly improved to short transverse, plane figure is substantially compressed, and distance constantly reduces between adjacent buildings, the stake to building
More stringent requirements are proposed for basic engineering and construction.
The construction of PHC pipe pile static-pressure is a kind of method of engineering pile foundation construction, is now widely used for pile foundation construction.Pass through
The mechanism of pile of static pile press, with the counterweight in pile press machine self weight and rack provides counter-force and will be heavy in prefabricated pile indentation soil
Stake technique.
But construct in PHC pipe pile static-pressure, especially the soil body around construction of pile groups region, tubular pole is arranged around
It squeezes, the soil body of surrounding is made to be disturbed, cause with the soil body of tubular pole volume equivalent in the process of sinking to occurring around tubular pole
It larger lateral displacement and being filled with, the vertical decrement of Pile side soil body of adjacent tubular pole is larger, due to the superposition in construction of pile groups,
The soil body for making respectively to close on pipe pile side generates biggish lateral displacement and floating, the soil body of the tubular pole being driven underground because of displacement
It is floated up under the drive of frictional force, causes the second-rate of construction of pile groups, and surrounding house, road cracking and underground occur
The problems such as pipeline is displaced.
Summary of the invention
The object of the present invention is to provide during a kind of construction of pile groups, the Pile side soil body lateral displacement of adjacent tubular pole is not easy
The PHC pipe pile static-pressure construction method of superposition.
Foregoing invention purpose of the invention has the technical scheme that
A kind of PHC pipe pile static-pressure construction method, comprising the following steps:
S1, tubular pole surveying and locating are determined axis and the measuring of stake position with theodolite and steel ruler according to the coordinate that construction drawing gives
Position, and hammer soil layer with timber and mark, the prominent ground 10cm to 20cm of timber；
S2, cushion hole locating holes, it is smooth to construction site progress, according to stake site, determines the position of cushion hole, make cushion hole
In clump of piles region, gutter is opened up in cushion hole surrounding, and cushion hole is drilled with by drilling machine；
S3, stake machine are in place, and stake position surrounding opens up gutter, and stake machine gradient is less than 1%；
S4, tubular pole are in place, and staff carries out the centering of stake position, verticality correction, when ground is inserted into the lifting of first segment tubular pole in place
Perpendicularity deviation be not greater than 0.5%；
The counterweight of stake machine is adjusted to 20% greater than pressure pile resistance, after keeping the axial compression of tubular pole, by tubular pole by S5, pipe pile static-pressure
It is continuously disposably pressed onto bottom, and pours into microdilatancy crushed stone concrete after having pressed and carries out back cover；
S6, pile extension operation lift by crane new tubular pole to the top for the tubular pole for being pressed into ground, keep the axis of two tubular poles consistent, misplace
Deviation is less than 2mm, is pressed into the tubular pole 0.5m-1.0m above ground level on ground, staff's symmetrical spot welding between two tubular poles at this time
4-6 point, and it is symmetrically layered welding, the welding number of plies is greater than 2 layers, natural cooling 8min after the completion of welding；
S7, pile follower operation, staff are sent tubular pole to design of pile top absolute altitude using Pile feeder；
S8, final pressure operation after tubular pole reaches design of pile top absolute altitude, carry out final pressure operation, are pressed again tubular pole three times, are observed under tubular pole
Heavy amount is pressed again again when tubular pole deflection is greater than 1mm, until tubular pole deflection is less than 1mm；
S9, washing and cleaning operation clean tubular pole inner wall；
S10, telephone-moving operation, telephone-moving is to next position after tubular pole stops pressure；
S11, operation is blocked, staff blocks cushion hole.
By using above-mentioned technical proposal, during making construction of pile groups, cushion hole is opened up near adjacent tubular pole, when
When the soil body of pipe pile side squeezes around, the soil body of lateral displacement presses to cushion hole, during alleviating construction of pile groups, pipe pile
The amount of the soil body lateral displacement of side reduces, and is not easy to be superimposed, the land movement amount in construction of pile groups region is smaller；Meanwhile cushion hole
Being drilled with allows staff to dig the geological mapping that situation carries out further clump of piles region according to the brill of cushion hole, after determining
The depth of phase pile sinking, the counterweight of stake machine and the depth of later period pile extension.
Preferably, the depth of the cushion hole is 1-1.2 times of PHC tubular pole depth, and the cushion hole includes close to ground
Upper section and the closely lower section two parts at bottom, the internal diameter of cushion hole upper section is greater than the internal diameter of cushion hole lower section, the cushion hole
The depth of upper section is the 1/2-1/3 of cushion hole total depth.
By using above-mentioned technical proposal, the soil body is produced when being walked within the scope of construction of pile groups due to biggish stake machine of being self-possessed
Raw level squeezes the top that stress is easily transmitted to tubular pile body, generates horizontal shear force, is easy the shallower tubular pole top of pile follower
Fracture, the setting of cushion hole are squeezed a machine at stress transfer to cushion hole to the level that the soil body generates, are reduced to tubular pole top
Horizontal shear force.
Preferably, the position of the cushion hole is circumferentially distributed using the central point in clump of piles region as the center of circle.
By using above-mentioned technical proposal, keep the soil body lateral displacement in clump of piles region more uniform, improve pile quality,
Reduce the appearance for the construction problems such as the house outside clump of piles region is damaged, road cracks and underground utilities deviate.
Preferably, after the completion of the cushion hole is drilled with, staff is by the bottom hole filling diameter of cushion hole greater than 3.0mm's
Then coarse sand is placed drainpipe and is entered in cushion hole, is located at the water inlet of drainpipe on coarse sand, and continue to fill up diameter and be greater than
The coarse sand of 1.0mm is to the water inlet for not crossing drainpipe, and the coarse sand diameter at water-bearing layer is greater than 3.0mm, and drainpipe persistently draws water.
By using above-mentioned technical proposal, cushion hole is near water-bearing layer due to squeezing during soil body lateral displacement
The effect of compression has a large amount of water body and is precipitated, and the effect of coarse sand plays the filtration of part, keeps water quality preferable, drained
The water body of the extraction of pipe can apply to more environment；In addition the coarse sand filled plays certain supporting role to cushion hole inner wall
Reduce the inner wall of cushion hole during water body is extracted out, the soil body is not easily to fall off；The setting of filling coarse sand, increases soil in cushion hole
The obstruction of body lateral displacement makes cushion hole be not easy to collapse；A large amount of moisture extracted in water-bearing layer, make tubular pole carry out static pressure operation
When, the moisture for pouring in tubular pole inner wall is less, is convenient for PHC pipe pile static-pressure construction operation.
Preferably, in the cushion hole, the coarse sands layer filled with different-diameter, each coarse sands layer inclination interaction is in cushion hole
It is interior, it is plane near the coarse sands layer upper surface of near surface.
By using above-mentioned technical proposal, coarse sands layer in cushion hole is made to be layered filling and stress surface inclined surface, when
The soil body of pipe pile side is to when extruding, the coarse sand in cushion hole is along the sliding of the inclined-plane of layering or upward, diameter at cushion hole
Less coarse sand enters in the gap for the coarse sand being relatively large in diameter, and the buffering soil body lateral extruding while reinforces cushion hole Nell wall
Support strength.
Preferably, the coarse sands layer in the cushion hole is filled to the intersection for closing on cushion hole upper section and lower section, and close
There are the gap of 1m between the coarse sands layer and cushion hole upper section on ground, cushion hole is filled with metalling, the upper table of the metalling
Face is higher than cushion hole lower end 1m.
By using above-mentioned technical proposal, there are the surpluses of deformation for cushion hole upper section, and the soil body of pipe pile side is made to carry out side
To cushion hole when displacement, is squeezed, the contraction of cushion hole inner wall squeezes coarse sands layer and metalling shifts up, rubble in metalling
Between gap it is larger, be convenient for cushion hole inner wall compressive.
Preferably, in final pressure operation process, when the pipe pile that buries is long is greater than 9m less than 16m, final pressure value is 5000kN, eventually
It fully loaded must only be pressed again three times before piling；It is greater than 16m when the pipe pile that buries is long, is less than 25m, final pressure value is 4000kN, terminates piling
Preceding fully loaded multiple pressure is twice；It is greater than 25m when the pipe pile that buries is long, final pressure value is 3700kN, is fully loaded with multiple pressure twice before terminating piling.
By using above-mentioned technical proposal, the setting of final pressure value makes tubular pole overcome the anti-of pile top soil layer during the pile driving process
The frictional force of punching resistance and the pile body periphery soil body makes on the pile top build-in of tubular pole to the suitable supporting course in clump of piles region, meanwhile,
By final pressure operation, the soil body of compacted pile top improves the mechanical property of the soil body near pile top, obtains at the higher pile top soil body
Ultimate resistance；Obtain higher bearing capacity of single pile.
Preferably, during washing and cleaning operation, the mud of tubular pole bottom is manually removed first, tubular pole inner wall is rinsed,
After precipitating 3h, first the water body on upper layer in tubular pole is extracted, then extracts the slurry mixture of lower layer in tubular pole, mud is mixed
It closes object to be extracted by water pump, is evacuated to after filling core depth, stiff pat of cement is blocked；Brushing pure water on tubular pole inner wall
Mud.
By using above-mentioned technical proposal, the setting of pat of cement, for blocking the water burst of tubular pole bottom；The painting of neat slurry
Brush improves PHC tube pile construction quality for enhancing the adhesion strength filled out between core material and tubular pole inner wall.
Preferably, it blocks in operation process, staff fills C40 slightly expanded concrete to cushion hole, and passes through
Cement vibrating head is inserted to set and be stirred on metalling.
By using above-mentioned technical proposal, make the C40 slightly expanded concrete in cushion hole under the stirring of cement vibrating head,
Metalling and coarse sands layer are flowed into, reinforces the support strength in cushion hole, plays certain firm effect.
In conclusion advantageous effects of the invention are as follows:
1. the setting of cushion hole, during making construction of pile groups, the soil body of lateral displacement presses to cushion hole, alleviate construction of pile groups mistake
The amount of Cheng Zhong, the soil body lateral displacement of pipe pile side reduce, and are not easy to be superimposed, the land movement amount in construction of pile groups region is smaller；Together
When, being drilled with for cushion hole allows staff to dig the geology that situation carries out further clump of piles region according to the brill of cushion hole
Prospecting, determines the depth of later period pile sinking, the counterweight of stake machine and the depth of later period pile extension.
Detailed description of the invention
Fig. 1 is construction process schematic diagram of the invention.
Fig. 2 is the cross-sectional view of cushion hole.
In figure, 1, cushion hole；2, drainpipe；3, metalling；4, coarse sands layer.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
In conjunction with Fig. 1 and Fig. 2 it is found that being a kind of PHC pipe pile static-pressure construction method disclosed by the invention, the construction of pile groups region
It is interior, it is all made of Φ 500*125AB type HPC tubular pole, about 416, about 10400m；Single stake is about 25m；The following steps are included:
S1, tubular pole surveying and locating are determined axis and the measuring of stake position with theodolite and steel ruler according to the coordinate that construction drawing gives
Position, and hammer soil layer with timber and mark, iron nail, the prominent ground 10cm to 20cm of timber, mark are hammered into stake site on timber
Height records on the regular payroll, and control axis is led to home, to restore axis and check to use；It is fixed to unwrapping wire before construction
Each axis and stake position of position are checked once again, check whether size and stake position dimension meet construction drawing between each axis
Design requirement, ground elevation are measured with level, it is ensured that datum mark is protected in precision
S2,1 locating holes of cushion hole, it is smooth to construction site progress, it according to stake site, determines the position of cushion hole 1, makes to buffer
Hole 1 is located in clump of piles region, and is drilled with cushion hole 1 by drilling machine；The position of cushion hole 1 is in as the center of circle using the central point in clump of piles region
Circle distribution.Gutter is opened up in 1 surrounding of cushion hole, the depth of cushion hole 1 is 1-1.2 times of PHC tubular pole depth, cushion hole 1
Including the upper section and the closely lower section two parts at bottom close to ground, the internal diameter of 1 upper section of cushion hole is interior greater than 1 lower section of cushion hole
Diameter, the depth of 1 upper section of cushion hole are the 1/2-1/3 of 1 total depth of cushion hole；After the completion of cushion hole 1 is drilled with, staff will be buffered
The bottom hole filling diameter in hole 1 is greater than the coarse sand of 3.0mm, then places drainpipe 2 and enters in cushion hole 1, makes the water inlet of drainpipe 2
Mouth is located on coarse sand, and continues to fill up coarse sand of the diameter greater than 1.0mm to the water inlet for not crossing drainpipe 2, is formed multiple and different
The coarse sands layer 4 of diameter, the coarse sand diameter at water-bearing layer are greater than 3.0mm, and drainpipe 2 persistently draws water；Each coarse sands layer 4 inclination interaction in
In cushion hole 1, it is plane near 4 upper surface of coarse sands layer of near surface and there are the gap of 1m between 1 upper section of cushion hole, between being somebody's turn to do
Metalling 3 is filled in gap, the upper surface of metalling 3 is higher than 1 lower end 1m of cushion hole.
S3, stake machine are in place, and stake position surrounding opens up gutter, and smooth to the progress of construction of pile groups scene again, and stake machine inclines
Less than 1%, the vertical sight alignment of pitching pile must not deviate gradient.
S4, tubular pole are in place, and staff carries out the centering of stake position, verticality correction, first segment tubular pole lifting insertion ground in place
Perpendicularity deviation when face is not greater than 0.5%；And it is corrected with strip levelling rod or other measuring instruments.
S5, pipe pile static-pressure carry out review correction according to axis to every pile, should carry out repetition measurement school to axial line control stake daily
Just；Pile position deviation is not greater than 20mm；The counterweight of stake machine is adjusted to 20% greater than pressure pile resistance, keeps the axial compression of tubular pole
Afterwards, tubular pole is disposably continuously pressed onto bottom, and pours into microdilatancy crushed stone concrete after having pressed and carries out back cover.
S6, pile extension operation lift by crane new tubular pole to the top for the tubular pole for being pressed into ground, keep the axis of two tubular poles consistent,
The deviation that misplaces is less than 2mm, is pressed into the tubular pole 0.5m-1.0m above ground level on ground at this time, and staff is symmetrical between two tubular poles
4-6 point of spot welding, and it is symmetrically layered welding, the welding number of plies is greater than 2 layers, natural cooling 8min after the completion of welding.
S7, pile follower operation, staff are sent tubular pole to design of pile top absolute altitude using Pile feeder.
S8, final pressure operation after tubular pole reaches design of pile top absolute altitude, carry out final pressure operation, are pressed again tubular pole three times, observation tube
Stake deflection is pressed again again when tubular pole deflection is greater than 1mm, until tubular pole deflection is less than 1mm；When burying, pipe pile is grown up
Final pressure value is 5000kN when 9m is less than 16m, must be fully loaded with multiple pressure three times before terminating piling；It is greater than 16m when the pipe pile that buries is long, it is small
In 25m, final pressure value is 4000kN, is fully loaded with multiple pressure twice before terminating piling；It is greater than 25m when the pipe pile that buries is long, final pressure value is
3700kN is fully loaded with multiple pressure twice before terminating piling.
S9, washing and cleaning operation clean tubular pole inner wall；The mud for manually removing tubular pole bottom first, to tubular pole inner wall
It is rinsed, after precipitating 3h, first extracts the water body on upper layer in tubular pole, then take out the slurry mixture of lower layer in tubular pole
It takes, slurry mixture is extracted by water pump, is evacuated to after filling core depth, stiff pat of cement is blocked；Tubular pole inner wall
Upper brushing neat slurry.
S10, telephone-moving operation, telephone-moving is to next position after tubular pole stops pressure.
S11, operation is blocked, staff blocks cushion hole 1；Staff fills C40 slightly expanded concrete
To cushion hole 1, and inserts to set by cement vibrating head and be stirred on metalling 3.
The embodiment of present embodiment is presently preferred embodiments of the present invention, not limits protection of the invention according to this
Range, therefore: the equivalence changes that all structures under this invention, shape, principle are done, should all be covered by protection scope of the present invention it
It is interior.
Claims (9)
1. a kind of PHC pipe pile static-pressure construction method, comprising the following steps:
S1, tubular pole surveying and locating are determined axis and the measuring of stake position with theodolite and steel ruler according to the coordinate that construction drawing gives
Position, and hammer soil layer with timber and mark, the prominent ground 10cm to 20cm of timber；
S2, cushion hole locating holes, it is smooth to construction site progress, according to stake site, determines the position of cushion hole, make cushion hole
In clump of piles region, gutter is opened up in cushion hole surrounding, and cushion hole is drilled with by drilling machine；
S3, stake machine are in place, and stake position surrounding opens up gutter, and stake machine gradient is less than 1%；
S4, tubular pole are in place, and staff carries out the centering of stake position, verticality correction, when ground is inserted into the lifting of first segment tubular pole in place
Perpendicularity deviation be not greater than 0.5%；
The counterweight of stake machine is adjusted to 20% greater than pressure pile resistance, after keeping the axial compression of tubular pole, by tubular pole by S5, pipe pile static-pressure
It is continuously disposably pressed onto bottom, and pours into microdilatancy crushed stone concrete after having pressed and carries out back cover；
S6, pile extension operation lift by crane new tubular pole to the top for the tubular pole for being pressed into ground, keep the axis of two tubular poles consistent, misplace
Deviation is less than 2mm, is pressed into the tubular pole 0.5m-1.0m above ground level on ground, staff's symmetrical spot welding between two tubular poles at this time
4-6 point, and it is symmetrically layered welding, the welding number of plies is greater than 2 layers, natural cooling 8min after the completion of welding；
S7, pile follower operation, staff are sent tubular pole to design of pile top absolute altitude using Pile feeder；
S8, final pressure operation after tubular pole reaches design of pile top absolute altitude, carry out final pressure operation, are pressed again tubular pole three times, are observed under tubular pole
Heavy amount is pressed again again when tubular pole deflection is greater than 1mm, until tubular pole deflection is less than 1mm；
S9, washing and cleaning operation clean tubular pole inner wall；
S10, telephone-moving operation, telephone-moving is to next position after tubular pole stops pressure；
S11, operation is blocked, staff blocks cushion hole.
2. PHC pipe pile static-pressure construction method according to claim 1, it is characterised in that: the depth of the cushion hole is PHC
1-1.2 times of tubular pole depth, the cushion hole include the upper section and the closely lower section two parts at bottom close to ground, on cushion hole
The internal diameter of section is greater than the internal diameter of cushion hole lower section, and the depth of the cushion hole upper section is the 1/2-1/3 of cushion hole total depth.
3. PHC pipe pile static-pressure construction method according to claim 1, it is characterised in that: the position of the cushion hole is with group
The central point in stake region is that the center of circle is circumferentially distributed.
4. PHC pipe pile static-pressure construction method according to claim 2, it is characterised in that: after the completion of the cushion hole is drilled with,
The bottom hole filling diameter of cushion hole is greater than the coarse sand of 3.0mm by staff, is then placed drainpipe and is entered in cushion hole, makes to arrange
The water inlet of water pipe is located on coarse sand, and continues to fill up the water inlet of coarse sand of the diameter greater than 1.0mm to no mistake drainpipe, aqueous
Coarse sand diameter at layer is greater than 3.0mm, and drainpipe persistently draws water.
5. PHC pipe pile static-pressure construction method according to claim 4, it is characterised in that: in the cushion hole, filled with not
With the coarse sands layer of diameter, each coarse sands layer inclination interaction is plane near the coarse sands layer upper surface of near surface in cushion hole.
6. PHC pipe pile static-pressure construction method according to claim 5, it is characterised in that: the coarse sands layer in the cushion hole
It fills to the intersection for closing on cushion hole upper section and lower section, and there are 1m's between the coarse sands layer and cushion hole upper section on ground
Gap, cushion hole are filled with metalling, and the upper surface of the metalling is higher than cushion hole lower end 1m.
7. PHC pipe pile static-pressure construction method according to claim 1, it is characterised in that: in final pressure operation process, when burying
Final pressure value is 5000kN when pipe pile length is greater than 9m less than 16m, and palpus is fully loaded before termination piling presses three times again；When the pipe pile that buries is long
Greater than 16m, it is less than 25m, final pressure value is 4000kN, is fully loaded with multiple pressure twice before terminating piling；It is greater than 25m when the pipe pile that buries is long,
Final pressure value is 3700kN, is fully loaded with multiple pressure twice before terminating piling.
8. PHC pipe pile static-pressure construction method according to claim 1, it is characterised in that: during washing and cleaning operation, people first
Work removes the mud of tubular pole bottom, is rinsed to tubular pole inner wall, after precipitating 3h, first takes out the water body on upper layer in tubular pole
It takes, then extracts the slurry mixture of lower layer in tubular pole, slurry mixture is extracted by water pump, is evacuated to and is filled core depth
Afterwards, stiff pat of cement is blocked；Brushing neat slurry on tubular pole inner wall.
9. PHC pipe pile static-pressure construction method according to claim 6, it is characterised in that: block in operation process, work people
Member fills C40 slightly expanded concrete to cushion hole, and inserts to set by cement vibrating head and stir on metalling.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910616402.7A CN110219301A (en) | 2019-07-09 | 2019-07-09 | A kind of PHC pipe pile static-pressure construction method |
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| CN201910616402.7A CN110219301A (en) | 2019-07-09 | 2019-07-09 | A kind of PHC pipe pile static-pressure construction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113668520A (en) * | 2021-08-23 | 2021-11-19 | 广州东宇王建筑工程有限公司 | PHC pipe pile static pressure construction method |
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| CN113668520A (en) * | 2021-08-23 | 2021-11-19 | 广州东宇王建筑工程有限公司 | PHC pipe pile static pressure construction method |
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Application publication date: 20190910 |