CN106812149A - A kind of construction method of pile foundation - Google Patents
A kind of construction method of pile foundation Download PDFInfo
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- CN106812149A CN106812149A CN201710123334.1A CN201710123334A CN106812149A CN 106812149 A CN106812149 A CN 106812149A CN 201710123334 A CN201710123334 A CN 201710123334A CN 106812149 A CN106812149 A CN 106812149A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
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- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The present invention provides a kind of construction method of pile foundation, it is characterised in that its step is：（1）By being sunk into hole sleeve with Grouting Pipe and multiple nozzle at stake position, slip casting injection lubrication soil body during compared with hard stratum is met；（2）Construction stake end carrier after pile for prestressed pipe is implanted into hole sleeve, or, replanted into pile for prestressed pipe after the carrier of construction stake end into hole sleeve；（3）Upper deduction hole sleeve, carries out slip casting injection in the process, cement grout is filled up pile body and side wall soil body space and is solidified foundation soil body；（4）Earth's surface pile will be proposed into hole sleeve.The method can fast and effectively complete the construction of pile for prestressed pipe, and fully ensure that the intact and complete of in work progress tubular pile body, also be subject to the bearing capacity that carrier increases substantially stake in pile body bottom, and construction effect is excellent and cost is relatively low.
Description
Technical field
The present invention relates to Construction of Civil Engineering field, more particularly to a kind of construction method of pile foundation.
Background technology
In building engineering field, prefabricated pile be in current basement process through frequently with a kind of pile-type, particularly in advance should
Solenoid stake, because its is quality controllable, lower-price characteristic development is extremely rapid, social required quantity is very big, in each big-and-middle city in the whole nation
There is manufacturer production in city.Current pile for prestressed pipe is mainly impacted and Static pressure pile driver static pressure two ways using diesel hammer at home,
Pile tube is squeezed into foundation soil body by force, its advantage is that the fast expense of speed of application is relatively low, and it has the disadvantage that work progress is entirely hard
The trial of strength boldly confronted a powerful opponent, easily causes pile body impaired serious, during especially with diesel hammer hammering method, is produced in pile body stress ripple transmittance process
Raw tension enters stake more usually by pile concrete drawing crack, then when meeting hard plastic clay, interlayer silt, flour sand and cobble soil layer
Plus it is difficult, under the mandatory condition for having to reach designing pile length construction in line with the drawings, increase stake machine counterweight or increasing hammer are again only
One solution, when the intensity that the pressure and the energy of kinetic energy that use can bear beyond pile body, certainly will cause the broken of pile crown
Broken and pile body produces crackle anyhow staggeredly, and this impaired prefabricated pile, must in the case where having underground water or corrosion mineral matter
The corrosion of presstressed reinforcing steel and the destruction of concrete will be caused！Display is had been reported, Chinese Research Institute for Building Sciences is to before 15 years
Pile for prestressed pipe in the ground of construction is excavated, and the damage of present situation display pile body and corrosion degree are extremely serious, if
Its consequence will be hardly imaginable when running into earthquake.Therefore, either any prefabricated pile will bear the load for transmitting on top incomingly
In base, but a prefabricated components should handle with care and ensure the integrality of itself.Pile for prestressed pipe is Japanese's invention,
It is also to be constructed using the method beaten and press in six the seventies, after frequent earthquake causes house collapse, it is the discovery that because of cruelty
Construction causes the crackle of precast pile to be damaged with corrosion, i.e. pile body and seriously have impact on making for building so as to cause quality problems
With the life-span, therefore there is the construction method for inserting stake again in Japan thereafter, i.e., stir equipment using large-scale spray stirs into water by foundation soil
Soil atherosclerotic, again inserts wherein prefabricated pile after reaching projected depth and diameter.But its equipment involves great expense, and the party
The very low speed of application of the work efficiency of method is slower.Accordingly, it would be desirable to a kind of construction party of not only economy but also the pile for prestressed pipe for having good result
Method solves the above problems.
The content of the invention
The application is directed to a series of problems above-mentioned, intends providing a kind of prioritization scheme of pile foundation construction, program master
The application of pile for prestressed pipe is directed to, the construction of pile for prestressed pipe can not only be fast and effectively completed, and fully ensure that
Tubular pile body is intact and complete in work progress, is also subject to the bearing capacity that carrier increases substantially stake in stake bottom, finally
The construction effect of the program is excellent and cost is relatively low.
The technical scheme of the application is, a kind of construction method of pile foundation, it is characterised in that comprise the following steps：
（1）At stake position, to vibrate, hammering, one of in the way of static pressure, by existing into hole sleeve with Grouting Pipe and multiple nozzles
Sunk in foundation soil body, to injection cement grout in Grouting Pipe or water injection lubrication surrounding soil when running into compared with hard stratum, until
Will be into hole sleeve deeply to set depth；
（2）Construction stake end carrier, the construction method of stake end carrier after prestressed concrete pipe pile are implanted into hole sleeve
It is that the centre bore in prestressed concrete pipe pile is inserted into elongated hammer ram or is inserted into after first inserting another protection sleeve pipe elongated
Hammer ram, to being inserted by the inserts of cement and sand mix in centre bore or protection sleeve pipe, and is entered using elongated hammer ram to inserts
Row compacting is compacted, and packing is controlled as standard with penetration or default amount of filler after filling tamped repeatedly, so that
Stake bottom forms carrier；
Or, replanted into prestressed concrete pipe pile after the carrier of construction stake end into hole sleeve, the construction of stake end carrier
Method is, being inserted into elongated hammer ram into hole sleeve, by into the gap of hole sleeve and elongated hammer ram into inserting in hole sleeve
By cement and the inserts of sand mix, and using elongated hammer ram to inserts carry out compacting it is compacted, after filling tamped repeatedly with
Penetration or default amount of filler are that standard controls packing, so as to form carrier in stake bottom；
（3）Upper deduction hole sleeve, during upper carrying to Grouting Pipe in inject cement grout and by nozzle formation jet to week
Soil body injection is enclosed, cement grout is filled up between prestressed concrete pipe pile and the side wall soil body space and is solidified foundation soil body；
（4）Earth's surface pile will be proposed into hole sleeve.
The step of above method（1）In, the outer wall into hole sleeve is fixed with the Grouting Pipe of more than two, its underpart Huo and
Bottom is provided with the vertical nozzle Huo of the multiple connected with Grouting Pipe and horizontal nozzle, is beneficial to the uniformity of injection.
Above-mentioned vertical nozzle Huo and horizontal nozzle are connected from different Grouting Pipes respectively, and Grouting Pipe is respectively equipped with control
System switch, can control the individually injection or while spray of vertical nozzle Huo and horizontal nozzle, enter in order to the change according to soil property
The adjustment in row spray angle direction.
The step of above method（1）In, before it will be sunk in foundation soil body into hole sleeve, by spiral drill hole or
The mode of person's expanded bore used heavy hammer or churning driven soil taking hole forming, after being pre-formed stake holes in foundation soil body, then will be into borehole jack
Pipe is sunk within stake holes, is applicable especially in the small soil layer of underground water content.
The step of above method（1）In, before it will be sunk in foundation soil body into hole sleeve, by high-pressure rotary-spray or depth
The mode of layer stirring, or cement mixing will be added to fill out back again in former stake holes after foundation soil body taking-up at stake position, the shape in ground
Into after cement earth pile, then will be sunk within soil cement pile body into hole sleeve, especially in the larger soil layer of underground water content or
Accompany in the soil layer of layer of sand and be applicable.
The step of above method（1）In, will into hole sleeve sunk in foundation soil body when, its bottom be provided with precast pile tip or
Person's flapper pile tip, or using closure base plate closing, entered into hole sleeve with the soil body in avoiding pore forming process, into hole sleeve
After sinking to set depth, outwardly open flapper pile tip, or by external force make precast pile tip or closure base plate with into borehole jack
Bottom of the tube is disengaged, and is beneficial to subsequent processing construction.
The step of above method（1）And step（3）In, the material of cement grout include cement or and sand or and fine coal
Ash.
The step of above method（1）In, mode of vibration includes the combination using vibration head and hydraulic caliper, hammer mode bag
Include to use and ram weight, diesel hammer, hydraulic hammer.
The step of above method（2）In, replanted into prestressed concrete pipe pile after the carrier of construction stake end, the prestressed concrete
Native pile tube can be substituted using prefabricated reinforced concrete pile or cast-in-situ steel reinforced concrete stake.
The step of above method（2）In, the operation of stake end carrier can be omitted depending on geological conditions and design requirement, i.e., into
Step is directly carried out after being implanted into prestressed concrete pipe pile in hole sleeve（3）, be particularly well-suited to the requirement of the bearing capacity of stake compared with
Low building.
The step of above method（2）In, penetration or amount of filler, be by construction equipment automatic measurement, control and
Record, the construction equipment includes automated packing device, rams control device, penetration self-operated measuring unit automatically, from
Be automatically filled in casing for filler gradation, quantitative by dynamic filler device；It is automatic ram control device control main hoisting machine by
According to the highly automated lifting hammer ram that artificial default or program is calculated automatically, coordinate with automated packing device is carried out to each filler
Ram；The penetration self-operated measuring unit pile penetration numerical value after ramming that falls each time to hammer ram carries out automatic measurement and remembers
Record.
The step of above method（3）In, the soil layer property and change that course of injection can be in ground are adjusted control
System.
The step of above method（1）To step（4）It is to carry out alternately continuous productive process by many construction equipments to complete, i.e.,
Corresponding working procedure, i.e. pore-forming equipment are respectively completed using special construction equipment to exclusively carry out pile body drilling construction, ram
Equipment exclusively carries out the construction of end carrier, sinking apparatus and exclusively carries out and sinks to precast pile construction, slip casting and to put forward casing equipment special
Door carries out slip casting and above proposes casing construction, is moved to after the operation construction at one stake position of every special construction equipment completion next
Proceed same processes construction at individual stake position, so alternately coordinate continuous productive process, the whole stakes until completing whole on-site
Construction.
Construction method of the invention possesses following technical characterstic and advantage：1. the construction of precast pile is not to squeeze into not yet
It is to be pressed into the soil body, but all employs the mode being carefully placed into protection sleeve, original very stiff and demanding cruelty is operated
It is changed into handling with care, therefore whole work progress fundamentally avoids the damage of precast pile, eliminates pile head breaking, stake
Body such as cracks at the hidden danger of quality；2. by specially designed into hole sleeve and grouting device, even if being run into pore forming process
Such as the relatively hard stratum of the unfavorable pore-forming of layer of sand, can make cement grout spray the soil body using the method for slip casting injection, serve
The double action of the impact grinding soil body and lubrication cooling, makes pore forming process efficiently, rapidly, and also visual soil property and design requirement are used
Fetch earth the flexible operating of the various ways such as method, casting method, paddling process, displacement method elder generation pore-forming immersed tube again；3. it is same, complete to be put into
After precast pile operation, during upper deduction hole sleeve, it is also possible to which the situation depending on pile body surrounding soil carries out slip casting injection
Operation, one is to make into hole sleeve easily to propose, two is cement grout is filled up space between precast pile and the side wall soil body, and three are
Effectively solidification, hardening surrounding foundation soil body, serve the good result and positive role achieved many things at one stroke, get twice the result with half the effort；4. general
On the basis of logical pile for prestressed pipe, carrier is added by stake end, make 3~5 meters of an end depth below, 2~3 meters of scopes of diameter
The interior soil body is compacted, realizes the equal calculation area Ae of carrier pile so that the bearing capacity of stake is substantially improved, while stake end carrier
The superficial part soil layer in ground can be located at, therefore can effectively shorten the length reduction expense of stake；5. carrier is added at stake end optional
Select before precast pile is put into, it is also possible to which selection is after precast pile is put into, while the construction of carrier may be selected amount of filler, pass through
The various ways such as in-degree, make work progress more flexible, also make the scope of application of stake more extensive；6. to the requirement of construction equipment
It is relatively low, and work progress may be selected many construction equipments carry out alternately continuous productive process, improve efficiency of construction while reduce apply
Work cost；7. significantly improve the scope of application of former prefabricated pile, in the various geological conditions such as weak soil, hard formation, interlayer, water content be high and
It is applicable under base form.
Brief description of the drawings
Fig. 1 is the operation schematic diagram of one embodiment of construction method of the invention；Fig. 2 is construction method of the invention
Second embodiment operation schematic diagram；Fig. 3 is the 3rd operation schematic diagram of embodiment of construction method of the invention.
Specific embodiment
Technical scheme is illustrated in conjunction with accompanying drawing and concrete engineering case.
Engineering Projects 1：Tianjin Dongli District factory integral moving project, according to geology results of drilling, each rock-soil layer point
Cloth feature and physico-mechanical properties are described below：1. fill stratum, 0.5 ~ 5.0m of thickness, modulus of compressibility (Mpa) 5.33；2. clay,
0.70~2.50m of thickness, characteristic load bearing capacity 100kPa；③1Silt clay, 1.7~7.0m of thickness, characteristic load bearing capacity
70kPa；③2Muddy Bottoms, 1.7~7.2m of thickness, characteristic load bearing capacity 90kPa；③3Silty clay, 1.0~6.8m of thickness is carried
Power characteristic value 115kPa；③4Extra-fine sand, 0.3~4.5m of thickness, characteristic load bearing capacity 130kPa；4. silty clay, thickness 0.2
~5.1m, characteristic load bearing capacity 140kPa；⑤1Silt, 1.9~6.5m of thickness, characteristic load bearing capacity 180kPa；⑤2Silty glues
Soil, 0.3~5.0m of thickness, characteristic load bearing capacity 150kPa；⑤3Silt 2.0~6.0m of thickness, characteristic load bearing capacity 200kPa；
2.0~2.4m of static level buried depth during prospecting, 0.93~1.70m of absolute altitude, belong to pore ground water；Provided according to region hydrogeology
Material, underground water year amplitude of variation 1.0m or so.
It is reduces cost and to meet force request according to the engineering geological condition and superstructure situation, design is adopted
With pile for prestressed pipe adding carrier pile foundation, design parameter is：Stake footpath 400mm, stake 20m long, bearing capacity of single pile 1200KN,
Pile body uses pile for prestressed pipe PHC A400（80）, bearing course at pile end is the 5. 1 layer of silt, if penetration is not more than
10cm。
Concrete construction method is：First, it is 20.5m into hole sleeve 1 by a diameter of 430mm, length as shown in a in Fig. 1
Align piles site, the outer wall into hole sleeve 1 is fixed with two Grouting Pipes 2, into the bottom of hole sleeve 1 be provided with respectively with two slip castings
The ring pipe of the connection of pipe 2, wherein a ring pipe is provided with multiple vertical nozzles 3, another ring pipe is provided with multiple horizontal
Nozzle 4, two upper ends of Grouting Pipe 2 are equipped with controlling switch 5, can control the individually injection or same of vertical nozzle 3 and horizontal nozzle 4
When spray, into the bottom of hole sleeve 1 with closure base plate 6, the suitable for reading of hole sleeve 1 is clamped into using hydraulic caliper, by hydraulic pressure
The vibration of the vibration hammer of clamp upper end is simultaneously pushed, and is made into hole sleeve 1 and is gradually sunk in foundation soil body；Then, such as b institutes in Fig. 1
Show, 3. the bottom as hole sleeve 1 enters into4It is because soil layer is harder and vibrates more closely knit and more closely knit therefore heavy during fine silty layer
Pipe process is difficult, now injects cement grout 7 to the inner high voltage of Grouting Pipe 2 and opens whole controlling switches 5, passes through cement grout
Vertical nozzle 3 and horizontal nozzle 4 carry out twocouese injection to surrounding soil, and impacting and lubricate the soil body makes immersed tube smoothly, when passing through
3.4After fine silty layer, can closing control switch 5 stop injection cement grouts, continue to vibrate until will go deep into hole sleeve 1
To 20m set depths；Then, as shown in c in Fig. 1, sling prestressed concrete pipe pile 8 by crane, be aligned to hole sleeve 1
Prestressed concrete pipe pile 8 is inserted into hole sleeve 1 behind center；Then, as shown in d in Fig. 1, in prestressed concrete pipe
The centre bore of stake 8 is inserted into the elongated shape hammer ram 9 of a diameter of 180mm, after lifting hammer ram 9 free-falling will block base plate 6 hit from
Into the bottom of hole sleeve 1, another side is inserted by the inserts of cement and sand mix in the centre bore to prestressed concrete pipe pile 8
10, while using hammer ram 9 to inserts 10 carry out compacting it is compacted, hammer ram 9 does not propose centre bore all the time in the process；Then,
As shown in e in Fig. 1, the sky of hammer ram 9 is measured after filling tamped repeatedly and makes a call to three pile penetrations hit, pile penetration meets no more than 10mm will
When asking, the carrier being made up of compacted inserts 10 and the influence soil body 11 is formed in stake bottom；Then, as shown in f in Fig. 1, profit
Hole sleeve 1 is clamped into hydraulic caliper and be lifted up, while injecting cement grout 7 to the inner high voltage of Grouting Pipe 2 and opening whole
Controlling switch 5, makes cement grout 7 carry out twocouese injection to surrounding soil by vertical nozzle 3 and horizontal nozzle 4, makes cement
Slurries 7 fill up between prestressed concrete pipe pile 7 and the side wall soil body space and solidify foundation soil body；Finally, as shown in g in Fig. 1,
Deduction hole sleeve 1 and high-pressure slip-casting operation are persistently carried out, until earth's surface will be proposed into hole sleeve 1, the root carrier pile is completed
Construction.
Engineering Projects 2：The newly-built biological liquefaction project in Jilin Province Songyuan City, according to geology results of drilling, each rock-soil layer
Characteristic distributions and physico-mechanical properties are described below：1. plain fill：Yellowish-brown, slightly wet, loosely, main component is fine sand, thickness
It is 0.5~1.1m, is artificial earth fill in nearly a year；2. silty clay burning into sand：Yellowish-brown, plastic inclined soft state, in place part
Location is developed, and thickness is 0.6~0.7m, and it is sedimentary facies stratum to belong to the 4th；3. fine sand folder is native：Yellowish-brown, wet-saturation, slightly close-
In close state, mineral are local to contain silty clay, silt composition with quartz, based on feldspar, and the layer is generally developed in place, layer
Thickness is 4.4~5.4m, and it is alluvial facies stratum to belong to the 4th；4. middle sand：It is taupe gray, saturation, mineral with quartz, based on feldspar, in
Close state, exposure thickness is 3.1~4.3m, and it is alluvial facies stratum to belong to the 4th；5. silty clay burning into sand：Grey, plastic state,
Compressibility is medium, the local more Extra-fine sand of folder.Thickness is 0.4~1.2m or so, and layer Local topography missing in place belongs to
4th is sedimentary facies stratum；6. middle sand presss from both sides gravel：Grey, dense state, saturation, local folder coarse sand, gravelly sand, containing a small amount of gravel into
Point, generally to be developed in the range of prospecting place, thickness is 6.8~8.4m, and it is alluvial facies stratum to belong to the 4th；7. sand alternating layers：
Sand be fine sand, middle sand, grey, saturation, in close state；Soil be silty clay, grey, plastic inclined hard state, thickness be 5.1~
6.8m or so；8. silty clay：Grey, it is plastic partially hard, compressibility is medium-low etc.；The layer is generally developed in place, discloses thickness
It is 12.9~14.4m.In prospecting depth, underground water category diving type in place is buried in the 3. layer and following water-bearing layer, surely
Water level is determined for 1.6~2.2m, and fixed level absolute altitude is 133.75~133.84m.
It is reduces cost and to meet force request according to the engineering geological condition and superstructure situation, design is adopted
With pile for prestressed pipe adding carrier pile foundation, design parameter is：Stake footpath 600mm, stake 10m long, bearing capacity of single pile 3000KN.
Pile body uses pile for prestressed pipe PHC A600（80）, bearing course at pile end is sand folder gravel in the 6. layer, sets amount of filler as 0.5m3。
Concrete construction method is：First, as shown in a in Fig. 2, at stake position, by long screw drill rod 12 by ground
The soil body takes out, and forms length 10m, the stake holes of diameter 500mm；Then, as shown in b in Fig. 2, the soil body and water and the water that will be taken out
Mud, flyash are carried out after mix forms premixing high strength cement soil 13, during the pressure of premixing high strength cement soil 13 poured into stake holes, shape
Into cement earth pile；Then, as shown in c in Fig. 2, by a diameter of 650mm, length for 11m into hole sleeve 1 to cement earth pile center
Point, the outer wall into hole sleeve 1 is fixed with two Grouting Pipes 2, is provided with into the bottom of hole sleeve 1 and is connected with two Grouting Pipes 2 respectively
Ring pipe, wherein ring pipe is provided with multiple vertical nozzles 3, another ring pipe is provided with multiple transverse direction nozzles 4, two
The upper end of root Grouting Pipe 2 is equipped with controlling switch 5, can control the individually injection or while spray of vertical nozzle 3 and horizontal nozzle 4,
Sunk to up to 10m set depths into hole sleeve 1 using hoist engine back-pressure；Then, as shown in d in Fig. 2, into the interpolation of hole sleeve 1
Enter the elongated hammer ram 9 of diameter 450mm, while into inserting by the inserts 10 of cement and sand mix, inserts 10 in hole sleeve 1
Fall into the bottom of hole sleeve 1 by into the gap between the inwall of hole sleeve 1 and the outer wall of elongated hammer ram 9, while after lifting hammer ram 9
Free-falling to inserts 10 carry out compacting it is compacted, hammer ram 9 does not propose into hole sleeve 1 all the time in the process；Then, such as Fig. 2
Shown in middle e, aforesaid operations are until by 0.5m repeatedly3Inserts all insert and tamp and finish, formed by compacted in stake bottom
Inserts 10 and influence the soil body 11 composition carrier；Then, as shown in f in Fig. 2, sling prestressed concrete pipe by crane
, be inserted into prestressed concrete pipe pile 8 in hole sleeve 1 after being aligned to the center of hole sleeve 1 by stake 8；Then, such as g institutes in Fig. 2
Show, hole sleeve 1 is lifted up into using hoist engine, while injecting cement grout 7 to the inner high voltage of Grouting Pipe 2 and opening whole controls
Switch 5, makes cement grout carry out twocouese injection to surrounding soil by vertical nozzle 3 and horizontal nozzle 4, makes cement grout 7
Fill up between prestressed concrete pipe pile 8 and the side wall soil body space and solidify foundation soil body；Then, as shown in g in Fig. 2, continue
When carrying out deduction hole sleeve 1 and high-pressure slip-casting twocouese spraying to 6m depth, the Grouting Pipe that will be connected with horizontal nozzle 4
Controlling switch 5 on 2 is closed, make horizontal nozzle 4 not fill-before-fire and vertical nozzle 3 continues to spray；Finally, as shown in h in Fig. 2,
Deduction hole sleeve 1 and the operation of high-pressure slip-casting single way jet are persistently carried out, until earth's surface will be proposed into hole sleeve 1, the root is completed
The construction of carrier pile.
In present case 2, above-mentioned construction method is to carry out alternately continuous productive process by many construction equipments to complete, that is, use
Special construction equipment is respectively completed corresponding working procedure, and the construction of fetching earth of stake position is exclusively carried out by long-spiral drilling machine, by
Mixing Machine carries out uniform stirring after the soil body specially is subject into water, cement, and soil cement is irrigated after specially being stirred by Transport Machinery
Return in stake holes, in specially sinking to cement earth pile into hole sleeve by the equipment with hydraulic caliper and vibration head, by with weight
The equipment of hammer exclusively carries out the construction that i.e. carrier is rammed after filler, exclusively carries out high-pressure slip-casting by grouting equipment and operates, by carrying
The equipment patent of hydraulic caliper and lifting device is proposed into the operation of hole sleeve, and above-mentioned every special construction equipment completes one
It is moved at next position after the special construction of the operation at individual stake position and proceeds same processes construction, is so alternately coordinated
Continuous productive process, the construction of the whole stakes until completing whole on-site.
Engineering Projects 3：Tianjin City Tanggu area offshore wind farm project, according to geology results of drilling, the distribution of each rock-soil layer
Feature and physico-mechanical properties are described below：1. 1 layer of artificial earth fill, block stone：Block footpath about 20~90cm, flour sand and muck soil fill
Fill out；Silty clay is 1.2Layer：Soft modeling shape, high-compressibility, thickness is 3.80m, characteristic load bearing capacity fak=80kPa；Fine sand is 1.3Layer：
Loosely~slightly close shape, thickness is 1.40m~8.60m, characteristic load bearing capacity fak=100kPa；Flour sand is 1.4Layer：Fluffy, it is local
Folder fine sand thin layer, thickness is 4.60m~9.00m, characteristic load bearing capacity fak=100kPa；Silt clay is 2.1Layer：Distribution is wide
General, thickness is 1.00m~13.80m, characteristic load bearing capacity fak=80kPa；Silty clay is 2.2Layer：Stream modeling shape~soft modeling shape, layer
Thickness is generally 0.80m~5.50m, characteristic load bearing capacity fak=100kPa；Clay is 2.3Layer：Soft modeling shape, soil property is uneven, thickness one
As be 1.50m~3.50m, characteristic load bearing capacity fak=100kPa；Silty clay is 3.1Layer：Stream moulds shape~soft modeling shape, and thickness is
1.00m~5.50m, characteristic load bearing capacity fak=110kPa；Flour sand is 3.2Layer：Loosely~slightly close shape, thickness be 1.00m~
5.50m, characteristic load bearing capacity fak=160kPa；Clay is 3.3Layer：Soft modeling shape~plastic shape, thickness is 0.90m~8.70m, is held
Carry power characteristic value fak=110kPa；Silty clay is 3.4Layer：Soft modeling shape~plastic shape, thickness is 1.50m~3.80m, bearing capacity
Characteristic value fak=120kPa；Flour sand is 4.1Layer：The closely knit shape of saturation, it is widely distributed, this layer by layer thickness be 4.50m~17.80m, carry
Power characteristic value fak=280kPa；Silty clay is 4.2Layer：Plastic shape, thickness is 1.00m~6.00m, characteristic load bearing capacity fak=
130kPa；Clay is 4.3Layer：Plastic shape, soil property is uneven, and thickness is 1.00m~6.00m, characteristic load bearing capacity fak=
120kPa；Clay is 5.1Layer：Plastic shape, thickness is 5.90m~9.70m, characteristic load bearing capacity fak=120kPa；Flour sand is 5.2Layer：
Thickness is 3.90m~10.30m, characteristic load bearing capacity fak=290kPa；Silty clay is 5.3Layer：Plastic shape~hard plastic shape, thickness
It is 1.00m~11.50m, characteristic load bearing capacity fak=170kPa；Clay is 5.4Layer：Plastic shape, thickness is 1.00m~1.08m,
Characteristic load bearing capacity fak=170kPa；Silt is 5.5Layer：Closely knit shape, thickness is 2.00m~6.0m, characteristic load bearing capacity fak=
230kPa.Clay is 5.6Layer：Plastic~hard plastic shape, thickness is 6.60m~9.30m, characteristic load bearing capacity fak=170kPa；Flour sand
⑥1Layer：Closely knit shape, thickness is 2.00m~11.0m, characteristic load bearing capacity fak=300kPa.
According to the engineering geological condition and superstructure situation, design uses pre-stressed concrete pipe pile foundation, if
Counting parameter is：Stake footpath 800mm, stake 28m long, bearing capacity of single pile 1100KN, pile body uses pile for prestressed pipe PHC A800
（130）, bearing course at pile end is the 4. 1 layer of flour sand.
Concrete construction method is：First, it is 28.5m into hole sleeve 1 by a diameter of 850mm, length as shown in a in Fig. 3
Align piles site, the outer wall into hole sleeve 1 is fixed with two Grouting Pipes 2, wherein the lower end of a Grouting Pipe 2 is provided with multiple vertical
Nozzle 3, the lower end of another Grouting Pipe 2 is provided with multiple transverse direction nozzles 4, and two upper ends of Grouting Pipe 2 are equipped with controlling switch 5, energy
The individually injection or while spray of vertical nozzle 3 and horizontal nozzle 4 is enough controlled, precast pile tip 6 is carried into the bottom of hole sleeve 1, adopted
The suitable for reading of hole sleeve 1 is clamped into hydraulic caliper, by the vibration of the vibration hammer of hydraulic caliper upper end and is pushed, make into hole sleeve
1 gradually sinks in foundation soil body；Then, as shown in b in Fig. 3,1. the bottom as hole sleeve 1 enters into4Layer silt
During layer, because soil layer is harder and vibrates more closely knit and more closely knit, therefore immersed tube process is difficult, now injects cement to the inner high voltage of Grouting Pipe 2
Slurries 7 simultaneously open whole controlling switches 5, cement grout is carried out both sides to surrounding soil by vertical nozzle 3 and horizontal nozzle 4
To injection, impacting and lubricate the soil body makes immersed tube smoothly, when through the 1.4After layer silty strata, can the stopping note of closing control switch 5
Enter cement grout 7, continuing to vibrate and push makes into hole sleeve 1 and sunk in the soil body；Then, as shown in c in Fig. 3, as borehole jack
3. the bottom of pipe 1 enters into2During layer silty strata, immersed tube difficulty situation is run into again, but because the layer soil body is relatively thin, now
Only cement grout 7 is injected to that inner high voltage of Grouting Pipe 2 for being provided with vertical nozzle 3 and open controlling switch 5, make cement grout
7 are vertically sprayed surrounding soil by vertical nozzle 3, and impacting and lubricate the soil body makes immersed tube smoothly, when through the 3.2Layer powder
After sandy soils, can closing control switch 5 stop injection cement grouts 7, continuing to vibrate and push makes into hole sleeve 1 and is sunk in the soil body
Enter deeply to 28m set depths；Then, as shown in d in Fig. 3, sling prestressed concrete pipe pile 8 by crane, be directed at pore-forming
Prestressed concrete pipe pile 8 is inserted into hole sleeve 1 behind the center of sleeve pipe 1；Then, as shown in e in Fig. 3, using hydraulic pressure
Clamp clamp into hole sleeve 1 and are lifted up, while inject cement grout 7 to the inner high voltage of Grouting Pipe 2 and open all control opening
5 are closed, cement grout 7 is carried out twocouese injection to surrounding soil by vertical nozzle 3 and horizontal nozzle 4, fill out cement grout 7
Full space between prestressed concrete pipe pile 7 and the side wall soil body simultaneously solidifies foundation soil body；Finally, as shown in f in Fig. 3, persistently enter
Deduction hole sleeve 1 and high-pressure slip-casting operation, until earth's surface will be proposed into hole sleeve 1, complete the root prestressed concrete pipe on row
The construction of stake.
Claims (13)
1. a kind of construction method of pile foundation, it is characterised in that comprise the following steps：
（1）At stake position, to vibrate, hammering, one of in the way of static pressure, by existing into hole sleeve with Grouting Pipe and multiple nozzles
Sunk in foundation soil body, to injection cement grout in Grouting Pipe or water injection lubrication surrounding soil when running into compared with hard stratum, until
Will be into hole sleeve deeply to set depth；
（2）Construction stake end carrier, the construction method of stake end carrier after prestressed concrete pipe pile are implanted into hole sleeve
It is that the centre bore in prestressed concrete pipe pile is inserted into elongated hammer ram or is inserted into after first inserting another protection sleeve pipe elongated
Hammer ram, to being inserted by the inserts of cement and sand mix in centre bore or protection sleeve pipe, and is entered using elongated hammer ram to inserts
Row compacting is compacted, and packing is controlled as standard with penetration or default amount of filler after filling tamped repeatedly, so that
Stake bottom forms carrier；
Or, replanted into prestressed concrete pipe pile after the carrier of construction stake end into hole sleeve, the construction of stake end carrier
Method is, being inserted into elongated hammer ram into hole sleeve, by into the gap of hole sleeve and elongated hammer ram into inserting in hole sleeve
By cement and the inserts of sand mix, and using elongated hammer ram to inserts carry out compacting it is compacted, after filling tamped repeatedly with
Penetration or default amount of filler are that standard controls packing, so as to form carrier in stake bottom；
（3）Upper deduction hole sleeve, during upper carrying to Grouting Pipe in inject cement grout and by nozzle formation jet to week
Soil body injection is enclosed, cement grout is filled up between prestressed concrete pipe pile and the side wall soil body space and is solidified foundation soil body；
（4）Earth's surface pile will be proposed into hole sleeve.
2. the construction method of pile foundation as claimed in claim 1, it is characterised in that above-mentioned steps（1）Described in into hole sleeve, its
Outer wall is fixed with the Grouting Pipe of more than two, its underpart or and bottom be provided with the vertical nozzles of the multiple connected with Grouting Pipe or and
Horizontal nozzle.
3. the construction method of pile foundation as claimed in claim 2, it is characterised in that above-mentioned vertical nozzle Huo and horizontal nozzle difference
It is connected from different Grouting Pipes, and Grouting Pipe is respectively equipped with controlling switch, can control vertical nozzle Huo and horizontal nozzle list
Solely spray or spray simultaneously.
4. the construction method of pile foundation as claimed in claim 1, it is characterised in that above-mentioned steps（1）Described in will be into hole sleeve
Before being sunk in foundation soil body, by way of spiral drill hole or expanded bore used heavy hammer or churning driven soil taking hole forming,
After being pre-formed stake holes in foundation soil body, then will be sunk within stake holes into hole sleeve.
5. the construction method of pile foundation as claimed in claim 1, it is characterised in that above-mentioned steps（1）Described in will be into hole sleeve
Before being sunk in foundation soil body, by way of high-pressure rotary-spray or deep-layer stirring, or by after foundation soil body taking-up at stake position
Add cement mixing to fill out back again in former stake holes, after forming cement earth pile in ground, then cement earth pile will be sunk into hole sleeve
Within body.
6. the construction method of pile foundation as claimed in claim 1, it is characterised in that above-mentioned steps（1）Described in will be into hole sleeve
When being sunk in foundation soil body, its bottom is provided with precast pile tip or flapper pile tip, or using closure base plate closing, into borehole jack
After pipe sinks to set depth, flapper pile tip is outwardly opened, or precast pile tip or closure base plate and pore-forming are made by external force
Sleeve bottom is disengaged.
7. the construction method of pile foundation as claimed in claim 1, it is characterised in that above-mentioned steps（1）And step（3）Described in water
The material of slurry liquid include cement or and sand or and flyash.
8. the construction method of pile foundation as claimed in claim 1, it is characterised in that above-mentioned steps（1）Described in mode of vibration bag
Include the combination using vibration head and hydraulic caliper；Described hammer mode includes using rams weight, diesel hammer, hydraulic hammer.
9. the construction method of pile foundation as claimed in claim 1, it is characterised in that above-mentioned steps（2）Described in construction stake end carry
Replanted after body into prestressed concrete pipe pile, the prestressed concrete pipe pile can be using prefabricated reinforced concrete pile or existing
Pour reinforced concrete pile replacement.
10. the construction method of pile foundation as claimed in claim 1, it is characterised in that above-mentioned steps（2）Described in construction stake end carry
The operation of body, can omit depending on geological conditions and design requirement, i.e., straight after implantation prestressed concrete pipe pile in into hole sleeve
Tap into row step（3）.
The construction method of 11. pile foundations as claimed in claim 1, it is characterised in that above-mentioned steps（2）Described in penetration
Or amount of filler, it is by construction equipment automatic measurement, control and record.
The construction method of 12. pile foundations as claimed in claim 1, it is characterised in that above-mentioned steps（3）Described in course of injection energy
Enough soil layer properties and change in ground are adjusted control.
The construction method of 13. pile foundations as claimed in claim 1, it is characterised in that above-mentioned steps（1）To step（4）It is by many
Platform construction equipment carries out what alternately continuous productive process was completed, i.e., be respectively completed corresponding working procedure using special construction equipment,
I.e. pore-forming equipment exclusively carries out pile body drilling construction, the equipment of ramming and exclusively carries out the construction of end carrier, sinking apparatus and exclusively carries out
Sink to precast pile construction, slip casting and put forward casing equipment and exclusively carry out slip casting and above propose casing construction, every special construction equipment
Complete to be moved at next position after the operation at a stake position is constructed and proceed same processes construction, so alternately coordinate
Continuous productive process, the construction of the whole stakes until completing whole on-site.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710123334.1A CN106812149A (en) | 2017-03-03 | 2017-03-03 | A kind of construction method of pile foundation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710123334.1A CN106812149A (en) | 2017-03-03 | 2017-03-03 | A kind of construction method of pile foundation |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107366284A (en) * | 2017-07-13 | 2017-11-21 | 中冶集团武汉勘察研究院有限公司 | Reduce the collapsible loess compacting pile construction device and construction method for falling soil thickness after rise |
| CN108086348A (en) * | 2018-02-01 | 2018-05-29 | 中交第四航务工程勘察设计院有限公司 | A kind of immersed tube tunnel combined foundation and setting method |
| CN108914926A (en) * | 2018-07-23 | 2018-11-30 | 高永光 | Prefabricated hollow pile is rammed（Vibratory impulse）Base expanding and base expanding post-grouting technology |
| CN110029663A (en) * | 2019-03-20 | 2019-07-19 | 中铁四局集团有限公司 | A kind of ultra-deep Mud Ground rotary jet strengthening method |
| CN112144522A (en) * | 2020-10-20 | 2020-12-29 | 王继忠 | Construction method of prestressed pipe pile and special prestressed pipe pile thereof |
| CN115305912A (en) * | 2022-02-14 | 2022-11-08 | 高云飞 | Tubular pile grouting, tamping and vibrating bottom expanding construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107366284A (en) * | 2017-07-13 | 2017-11-21 | 中冶集团武汉勘察研究院有限公司 | Reduce the collapsible loess compacting pile construction device and construction method for falling soil thickness after rise |
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| CN108914926A (en) * | 2018-07-23 | 2018-11-30 | 高永光 | Prefabricated hollow pile is rammed（Vibratory impulse）Base expanding and base expanding post-grouting technology |
| CN110029663A (en) * | 2019-03-20 | 2019-07-19 | 中铁四局集团有限公司 | A kind of ultra-deep Mud Ground rotary jet strengthening method |
| CN112144522A (en) * | 2020-10-20 | 2020-12-29 | 王继忠 | Construction method of prestressed pipe pile and special prestressed pipe pile thereof |
| CN115305912A (en) * | 2022-02-14 | 2022-11-08 | 高云飞 | Tubular pile grouting, tamping and vibrating bottom expanding construction method |
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