CN109630015A - A kind of friction pile mechanical hole building method - Google Patents
A kind of friction pile mechanical hole building method Download PDFInfo
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- CN109630015A CN109630015A CN201811415914.9A CN201811415914A CN109630015A CN 109630015 A CN109630015 A CN 109630015A CN 201811415914 A CN201811415914 A CN 201811415914A CN 109630015 A CN109630015 A CN 109630015A
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- 238000000034 method Methods 0.000 title claims abstract description 24
- 230000002787 reinforcement Effects 0.000 claims abstract description 52
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 34
- 239000010959 steel Substances 0.000 claims abstract description 34
- 238000005553 drilling Methods 0.000 claims abstract description 31
- 238000010276 construction Methods 0.000 claims abstract description 16
- 238000009434 installation Methods 0.000 claims abstract description 13
- 238000004140 cleaning Methods 0.000 claims abstract description 10
- 230000010412 perfusion Effects 0.000 claims abstract description 10
- 238000000465 moulding Methods 0.000 claims abstract description 4
- 239000011435 rock Substances 0.000 claims description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 241000743339 Agrostis Species 0.000 claims description 6
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 6
- 239000003818 cinder Substances 0.000 claims description 6
- 238000007689 inspection Methods 0.000 claims description 6
- 239000002893 slag Substances 0.000 claims description 6
- 238000003892 spreading Methods 0.000 claims description 6
- 238000009966 trimming Methods 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 5
- 239000007924 injection Substances 0.000 claims description 5
- 238000009415 formwork Methods 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 4
- 238000005056 compaction Methods 0.000 claims description 3
- 238000002955 isolation Methods 0.000 claims description 3
- 239000013049 sediment Substances 0.000 claims description 3
- 238000003860 storage Methods 0.000 claims description 3
- 238000009736 wetting Methods 0.000 claims description 3
- 238000005429 filling process Methods 0.000 claims description 2
- 238000006073 displacement reaction Methods 0.000 claims 1
- 239000011800 void material Substances 0.000 claims 1
- 238000005516 engineering process Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000009418 renovation Methods 0.000 description 1
- 239000003643 water by type Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
-
- 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
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B21/00—Methods or apparatus for flushing boreholes, e.g. by use of exhaust air from motor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B3/00—Rotary drilling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/04—Measuring depth or liquid level
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Physics & Mathematics (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- General Engineering & Computer Science (AREA)
- Geochemistry & Mineralogy (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Geophysics (AREA)
- Mechanical Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of friction pile mechanical hole building methods, include the following steps: step 1, construction site cleaning, leveling；Step 2, surveying setting-out；Step 3, fore shaft is constructed；Step 4, rotary drilling rig beats pilot hole；Step 5, chute forming machine modifies hole wall；Step 6, churning driven borehole cleaning；Step 7, steel reinforcement cage installation, decentralization are installed steel reinforcement cage using crawler crane in aperture, are transferred after molding to design position；Step 8, conduit and perfusion Underwater Concrete are installed.The present invention has the advantages that the construction time is short, construction efficiency is high, reduces the security risk of manually digging hole.
Description
Technical field
The present invention relates to friction pile hole creating technology field, in particular to a kind of friction pile mechanical hole building method.
Background technique
It causes damages to prevent from coming down to life, the property of the mankind, needs that reasonable control measures is taken to prevent its sliding.
Currently, common Anti-sliding stopping structure object has antiskid retaining wall, prestress anchorage cable pier (beam), prestressing force in landslide control engineering
Anchored frame, common friction pile and pre-stress anti-slide pile etc..Wherein friction pile is a kind of work that landslide control is maximally efficient
The thrust of slip mass is transmitted to sliding surface good ground below by the collective effect of stake and surrounding Rock And Soil by journey measure.
Since its regulation effect is obvious, flexible arrangement is convenient, adaptable, biggish Thrust of Landslide can be resisted, in Harnessing of Landslide work
It is widely used and develops in journey.But there is also some disadvantages for currently used manually digging hole friction pile:
(1) stake well manually excavates entirely, one section of excavation, and one section of supporting, and stake must be jumped and constructed in batches, the duration is tediously long, imitates
Rate is low, is not suitable for emergency repair engineering；
(2) during artificial digging pile lifting dregs, security risk is big, Frequent Accidents, especially cost of labor in recent years
Increase, excavated by manual work stake cost also gradually increases；
(3) dregs dug out from stake need to be placed with setting, if stacking is improper, less serious case can destroy blue mountains and green waters environment, severe one
The Secondary Geological Hazards such as mud-rock flow, landslide will be induced.
Summary of the invention
The present invention in view of the drawbacks of the prior art, provides a kind of friction pile mechanical hole building method, can effectively solve
State problem of the existing technology.
In order to realize the above goal of the invention, the technical solution adopted by the present invention is as follows:
A kind of friction pile mechanical hole building method, includes the following steps:
Step 1, construction site cleaning, leveling；
Step 2, surveying setting-out；
Step 3, fore shaft is constructed；
Step 4, rotary drilling rig beats pilot hole, and according to geological exploration data, tissue is entered the court the rotary drilling rig drilling of respective model
It constructs, 5 pilot holes of rotary digging within the scope of pile body section；
Step 5, chute forming machine modifies hole wall, and chute forming machine in place modifies hole wall from top to bottom, last scarfing cinder to design
Stake bottom elevation；
Step 6, churning driven borehole cleaning；
Step 7, steel reinforcement cage installation, decentralization install steel reinforcement cage using crawler crane in aperture, are transferred after molding to design position
It sets；
Step 8, conduit and perfusion Underwater Concrete are installed.
Further, the fore shaft construction of the step 3, the specific steps are as follows:
(1) surveying and locating: excavation point is marked according to the friction pile axis of setting-out, fore shaft must be located in relatively closely knit soil
On body or basement rock；
(2) it excavates: after surveying and locating, fore shaft being excavated using the method that mechanical excavation and manual amendment combine, forbids to surpass
It digs；
(3) it formwork erection and pours concrete: making fore shaft position, then assembling reinforcement on bed die.With native Dai Mo outside fore shaft.
Further, the rotary drilling rig of the step 4 beats pilot hole, the specific steps are as follows:
Data according to friction pile is surveyed, 360 type rotary drilling rig match-drills of marching into the arena, and meanwhile it is thick according to chute forming machine bucket body
Degree, which determines, is equipped with appropriate boring head；
(1) four angle pilot holes of friction pile are crept into first, and pilot hole disposably gets to design stake bottom elevation；
(2) bottom 5m range basement rock is harder, terminates in four angle pilot hole drillings, then perform middle part pilot hole.
(3) four angle pilot holes require the verticality of control pilot hole, and rotary drilling rig is in place to carry out seat in the plane with excavator before
Smooth, after rotary digging contraposition, operator will carry out borer drill rod Uprightness adjusting, and be close to drill bit under the both sides at fore shaft angle, start to revolve
Requiring when digging must be slow, could accelerate after drill bit fully enters ground.
Further, the chute forming machine of the step 5 rebuilds hole wall, specific as follows:
(1) after rotary drilling rig drills out pilot hole, dynamic compaction machinery cooperates chute forming machine in place, is adjacent to four angles and draws trimming hole wall,
In renovation process, the amplitude that each chute forming machine is promoted is determined according to the soft or hard degree of basement rock, the amplitude that promoted cannot be excessive or too small,
General hoisting depth is 0.5m~1m；
(2) bottom hole scarfing cinder
After the completion of hole wall trimming, is cleared up, transported outward, cleaning to bottom hole using brill digging brill Special slagging cylinder device to hole bedstone slag
No empty slag is extremely；
(3) pore-forming inspection
After bottom hole rock ballast cleans out, for technical staff to stake holes inspection, the pile foundation end hole scope of examination includes stake holes center line
Situations such as offset deviation, sectional dimension deviation, hole termination depth, bottom hole sediment, every deviation should be in design and specification allowed bands
It is interior.
Further, the fabrication of reinforcing cage of the step 7 with hang；
Steel reinforcement cage main reinforcement and stirrup are in reinforcement yard's concentrated processing, and clamshell car is transported to scene classification and stacks, steel reinforcement cage
Binding and installation aperture complete, the installation and lifting of steel reinforcement cage need pedrail crane cooperation complete；
(1) main reinforcement connects
HRB400 Φ 32mm main reinforcement spreading is using mechanical connection；HRB400 Φ 22mm main reinforcement uses two-sided overlap welding, reinforcing bar
During spreading, the connector that is staggered being paid attention to, meeting jointing code requirement, connector percentage is not more than 50%；
(2) reinforcing bar framed bent welds
Divide four section welded reinforcement framed bents, lays main reinforcement according to design spacing, lift decentralization extremely respectively after the completion of welding
Bottom hole；
(3) stirrup welds
Four section framed bents are transferred to bottom hole, and 2m welding stirrup every first makes steel reinforcement cage become an entirety, are conveniently hung
Dress；Then according to steel reinforcement cage from stake top to stake bottom ordered encryption stirrup, stirrup is lifted during encrypting using crawler crane cooperation,
Construction personnel operates in aperture always；Steel reinforcement cage is transferred after the completion of encryption to bottom hole design position.
Further, it should measure section by section conduit physical length when the conduit installation of the step 8 and sequentially number, do easy to remember
Record controls pipe laying depth so as to concrete pouring in the process.And it should be noted that whether elastic tape disposes and check that each conduit both ends screw thread has
Phenomena such as without silk is broken, in order to avoid occur phenomena such as water injection through pipe in filling process.
It needs that water proof then is installed in filling conduit to concrete pipeline and container watering wetting before concrete perfusion
Facility starts pouring underwater concrete after storage hopper stores up full concrete.The quantity of first batch of concrete perfusion will be able to satisfy conduit
Buried depth cannot be less than 1m and fill the needs of conduit bottom level for the first time, and depth when back cover in conduit Transducers Embedded in Concrete is not
It obtains and is less than 1m, first batch of cubic amount of concrete is depending on side's amount of stake diameter and depth of tremie and conduit inner concrete, and mixing is good
Concrete is transported at pile foundation mouth with concrete transport vehicle, and in the hopper that injection drilling machine is promoted, about 8m3 measures in interior concrete side, unified by special messenger
Water proof bolt and valve are opened simultaneously carry out back cover after being ready to by commander, both sides, and isolation bolt uses steel plate, steel plate finer wire
Wire saws are lifted by crane by drilling machine.
Compared with prior art the present invention has the advantages that the construction time is short, construction efficiency is high, reduces the peace of manually digging hole
Full blast danger.
Specific embodiment
To make the objectives, technical solutions, and advantages of the present invention more comprehensible, it is exemplified below embodiment, the present invention is done
It is further described.
Friction pile mechanical execution is summarized:
Friction pile mechanical excavation, performs fore shaft first, and assembling reinforcement, formwork erection reinforce after-pouring C30 concrete；
According to geological exploration data, tissue is entered the court the rotary drilling rig drilling construction of respective model, pile body section range inward turning
Dig 5 pilot holes；
After drilling to design stake bottom elevation, chute forming machine in place modifies hole wall from top to bottom, last scarfing cinder to design
Stake bottom elevation；
Steel reinforcement cage is installed using crawler crane in aperture, is transferred after molding to design position；
Conduit and perfusion Underwater Concrete are installed.
Construction technology process:
Pilot hole-chute forming machine finishing hole is beaten in construction site cleaning, leveling-surveying setting-out-fore shaft construction-rotary drilling rig
Wall-churning driven borehole cleaning-steel reinforcement cage installation, decentralization-downcomer pour Underwater Concrete.
Fore shaft construction
(1) surveying and locating: excavation point is marked according to the friction pile axis of setting-out, fore shaft must be located in relatively closely knit soil
On body or basement rock.
(2) it excavates: after surveying and locating, fore shaft being excavated using the method that mechanical excavation and manual amendment combine, forbids to surpass
It digs.
(3) it formwork erection and pours concrete: making fore shaft position, then assembling reinforcement on bed die.Outside fore shaft with native Dai Mo (according to
Field geology situation determines that internal model uses bulk steel form).
Rotary drilling rig beats pilot hole
Data according to friction pile is surveyed, 360 type rotary drilling rig match-drills of marching into the arena, and meanwhile it is thick according to chute forming machine bucket body
Degree, which determines, is equipped with appropriate boring head.
(1) four angle pilot holes of friction pile are crept into first, and pilot hole disposably gets to design stake bottom elevation.
(2) bottom 5m range basement rock is harder, terminates in four angle pilot hole drillings, then perform middle part pilot hole.
(3) four angle pilot holes require the verticality of control pilot hole, and rotary drilling rig is in place to carry out seat in the plane with excavator before
Smooth, after rotary digging contraposition, operator will carry out borer drill rod Uprightness adjusting, and be close to drill bit under the both sides at fore shaft angle, start to revolve
Requiring when digging must be slow, could accelerate after drill bit fully enters ground.
Chute forming machine rebuilds hole wall
After rotary drilling rig drills out pilot hole, dynamic compaction machinery cooperates chute forming machine in place, is adjacent to four angles and draws trimming hole wall, rebuilds
In the process, the amplitude of each chute forming machine promotion is determined according to the soft or hard degree of basement rock, the amplitude that promoted cannot be excessive or too small, generally
Hoisting depth is 0.5m~1m.
Bottom hole scarfing cinder
After the completion of hole wall trimming, is cleared up, transported outward, cleaning to bottom hole using brill digging brill Special slagging cylinder device to hole bedstone slag
No empty slag is extremely.
Pore-forming inspection
After bottom hole rock ballast cleans out, for technical staff to stake holes inspection, the pile foundation end hole scope of examination includes stake holes center line
Situations such as offset deviation, sectional dimension deviation, hole termination depth, bottom hole sediment, every deviation should be in design and specification allowed bands
It is interior.
Fabrication of reinforcing cage with hang
Steel reinforcement cage main reinforcement and stirrup are in reinforcement yard's concentrated processing, and clamshell car is transported to scene classification and stacks, steel reinforcement cage
Binding and installation aperture complete, the installation and lifting of steel reinforcement cage need pedrail crane cooperation complete.
(1) main reinforcement connects
HRB400 Φ 32mm main reinforcement spreading is using mechanical connection；HRB400 Φ 22mm main reinforcement uses two-sided overlap welding, reinforcing bar
During spreading, pay attention to the connector that is staggered, meet jointing code requirement (connector percentage is not more than 50%).
(2) reinforcing bar framed bent welds
Divide four section welded reinforcement framed bents, lays main reinforcement according to design spacing, lift decentralization extremely respectively after the completion of welding
Bottom hole.
(3) stirrup welds
Four section framed bents are transferred to bottom hole, and 2m welding stirrup every first makes steel reinforcement cage become an entirety, are conveniently hung
Dress；Then according to steel reinforcement cage from stake top to stake bottom ordered encryption stirrup, stirrup is lifted during encrypting using crawler crane cooperation,
Construction personnel operates in aperture always；Steel reinforcement cage is transferred after the completion of encryption to bottom hole design position.
Conduit installation
Conduit should measure section by section conduit physical length and sequentially number when installing, and make a record to control during concrete pouring
Pipe laying depth processed.And should be noted that phenomena such as whether disposing and check each conduit both ends screw thread by elastic tape whether there is or not broken silks, in order to avoid fill
Occurs phenomena such as water injection through pipe during note.
Pile body concrete pouring
It needs that water proof then is installed in filling conduit to concrete pipeline and container watering wetting before concrete perfusion
Facility starts pouring underwater concrete after storage hopper stores up full concrete.The quantity of first batch of concrete perfusion will be able to satisfy conduit
Buried depth cannot be less than 1m and fill the needs of conduit bottom level for the first time, and depth when back cover in conduit Transducers Embedded in Concrete is not
It obtains and is less than 1m, first batch of cubic amount of concrete is depending on side's amount of stake diameter and depth of tremie and conduit inner concrete, and mixing is good
Concrete is transported at pile foundation mouth with concrete transport vehicle, and in the hopper that injection drilling machine is promoted, about 8m3 measures in interior concrete side, unified by special messenger
Water proof bolt and valve are opened simultaneously carry out back cover after being ready to by commander, both sides, and isolation bolt uses steel plate, steel plate finer wire
Wire saws are lifted by crane by drilling machine.
Following table is the comparison of the method for the present invention Yu traditional artificial borehole
Those of ordinary skill in the art will understand that the embodiments described herein, which is to help reader, understands this hair
Bright implementation method, it should be understood that protection scope of the present invention is not limited to such specific embodiments and embodiments.Ability
The those of ordinary skill in domain disclosed the technical disclosures can make its various for not departing from essence of the invention according to the present invention
Its various specific variations and combinations, these variations and combinations are still within the scope of the present invention.
Claims (6)
1. a kind of friction pile mechanical hole building method, which comprises the steps of:
Step 1, construction site cleaning, leveling；
Step 2, surveying setting-out；
Step 3, fore shaft is constructed；
Step 4, rotary drilling rig beats pilot hole, and according to geological exploration data, tissue is entered the court the rotary drilling rig drilling construction of respective model,
5 pilot holes of rotary digging within the scope of pile body section；
Step 5, chute forming machine modifies hole wall, and chute forming machine in place modifies hole wall from top to bottom, last scarfing cinder to design stake bottom
Elevation；
Step 6, churning driven borehole cleaning；
Step 7, steel reinforcement cage installation, decentralization are installed steel reinforcement cage using crawler crane in aperture, are transferred after molding to design position；
Step 8, conduit and perfusion Underwater Concrete are installed.
2. a kind of friction pile mechanical hole building method according to claim 1, it is characterised in that: the fore shaft of the step 3 is applied
Work, the specific steps are as follows:
(1) surveying and locating: marking excavation point according to the friction pile axis of setting-out, fore shaft must be located in opposite compact earth or
On basement rock；
(2) it excavates: after surveying and locating, fore shaft being excavated using the method that mechanical excavation and manual amendment combine, forbids to backbreak；
(3) it formwork erection and pours concrete: making fore shaft position, then assembling reinforcement on bed die；With native Dai Mo outside fore shaft.
3. a kind of friction pile mechanical hole building method according to claim 1, it is characterised in that: the churning driven of the step 4
Machine beats pilot hole, the specific steps are as follows:
Data according to friction pile is surveyed, 360 type rotary drilling rig match-drills of marching into the arena, and meanwhile it is true according to chute forming machine bucket body thickness
Surely it is equipped with appropriate boring head；
(1) four angle pilot holes of friction pile are crept into first, and pilot hole disposably gets to design stake bottom elevation；
(2) bottom 5m range basement rock is harder, terminates in four angle pilot hole drillings, then perform middle part pilot hole；
It is smooth that (3) four angle pilot holes with excavator carry out seat in the plane before requiring the verticality of control pilot hole, rotary drilling rig in place,
After rotary digging contraposition, operator will carry out borer drill rod Uprightness adjusting, and be close to drill bit under the both sides at fore shaft angle, start to want when rotary digging
Asking must be slow, could accelerate after drill bit fully enters ground.
4. a kind of friction pile mechanical hole building method according to claim 1, it is characterised in that: the chute forming machine of the step 5
Hole wall is rebuild, specific as follows:
(1) after rotary drilling rig drills out pilot hole, dynamic compaction machinery cooperates chute forming machine in place, is adjacent to four angles and draws trimming hole wall, rebuilds
In the process, the amplitude of each chute forming machine promotion is determined according to the soft or hard degree of basement rock, the amplitude that promoted cannot be excessive or too small, generally
Hoisting depth is 0.5m~1m；
(2) bottom hole scarfing cinder
After the completion of hole wall trimming, is cleared up, transported outward using brill digging brill Special slagging cylinder device to hole bedstone slag, cleaning is to bottom hole without void
Slag is extremely；
(3) pore-forming inspection
After bottom hole rock ballast cleans out, technical staff includes stake holes center displacement of the lines to stake holes inspection, the pile foundation end hole scope of examination
Situations such as deviation, sectional dimension deviation, hole termination depth, bottom hole sediment, every deviation should be in designs and specification allowed band.
5. a kind of friction pile mechanical hole building method according to claim 1, it is characterised in that: the steel reinforcement cage of the step 7
It makes and hangs；
Steel reinforcement cage main reinforcement and stirrup are in reinforcement yard's concentrated processing, and clamshell car is transported to scene classification and stacks, and steel reinforcement cage is tied up
It pricks and installation is completed in aperture, the installation and lifting of steel reinforcement cage need pedrail crane cooperation to complete；
(1) main reinforcement connects
HRB400 Φ 32mm main reinforcement spreading is using mechanical connection；HRB400 Φ 22mm main reinforcement uses two-sided overlap welding, reinforcing bar spreading
In the process, pay attention to the connector that is staggered, meet jointing code requirement, connector percentage is not more than 50%；
(2) reinforcing bar framed bent welds
Divide four section welded reinforcement framed bents, lay main reinforcement according to design spacing, lifts decentralization after the completion of welding respectively to bottom hole；
(3) stirrup welds
Four section framed bents are transferred to bottom hole, and 2m welding stirrup every first makes steel reinforcement cage become an entirety, facilitate lifting；So
Afterwards according to steel reinforcement cage from stake top to stake bottom ordered encryption stirrup, stirrup utilizes crawler crane cooperation lifting, construction during encrypting
Personnel operate in aperture always；Steel reinforcement cage is transferred after the completion of encryption to bottom hole design position.
6. a kind of friction pile mechanical hole building method according to claim 1, it is characterised in that: the conduit of the step 8 is pacified
Conduit physical length should be measured section by section when dress and is sequentially numbered, and made a record to control pipe laying depth during concrete pouring；And
Phenomena such as whether there is or not broken silks it should be noted that whether elastic tape disposes and check each conduit both ends screw thread, in order to avoid led in filling process
Phenomena such as water inlet tube；
It is needed before concrete perfusion to concrete pipeline and container watering wetting, then installation water proof is set in filling conduit
It applies, after storage hopper stores up full concrete, starts pouring underwater concrete；The quantity of first batch of concrete perfusion will be able to satisfy conduit head
Secondary buried depth cannot be less than 1m and fill the needs of conduit bottom level, and depth when back cover in conduit Transducers Embedded in Concrete must not
Less than 1m, first batch of cubic amount of concrete is that mixing is good to mix depending on side's amount of stake diameter and depth of tremie and conduit inner concrete
Solidifying soil is transported at pile foundation mouth with concrete transport vehicle, and in the hopper that injection drilling machine is promoted, about 8m3 measures in interior concrete side, is uniformly referred to by special messenger
It waves, water proof bolt and valve are opened simultaneously carry out back cover after being ready to by both sides, and isolation bolt uses steel plate, steel plate seizing wire
Traction, is lifted by crane by drilling machine.
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|---|---|---|---|
| CN201811415914.9A CN109630015A (en) | 2018-11-26 | 2018-11-26 | A kind of friction pile mechanical hole building method |
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|---|---|---|---|
| CN201811415914.9A CN109630015A (en) | 2018-11-26 | 2018-11-26 | A kind of friction pile mechanical hole building method |
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| CN109630015A true CN109630015A (en) | 2019-04-16 |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110374091A (en) * | 2019-07-09 | 2019-10-25 | 云南建投基础工程有限责任公司 | A kind of rectangle friction pile mechanical hole building construction method |
| CN110593753A (en) * | 2019-08-30 | 2019-12-20 | 中铁七局集团第二工程有限公司 | Mechanical rapid hole forming construction method for rectangular slide-resistant pile |
| CN110820733A (en) * | 2019-11-07 | 2020-02-21 | 云南建投基础工程有限责任公司 | Improved mechanical rapid hole forming construction method for simple rectangular slide-resistant pile |
| CN110820729A (en) * | 2019-11-07 | 2020-02-21 | 云南建投基础工程有限责任公司 | Efficient and safe integrated rapid hole forming method for anti-slide pile rotary excavating machinery |
| CN111021954A (en) * | 2019-11-18 | 2020-04-17 | 四川农业大学 | Novel anti-slide pile hole forming device and method thereof |
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| CN113529759A (en) * | 2021-08-31 | 2021-10-22 | 中铁三局集团有限公司 | Construction method for mechanically excavating pile plate wall |
| CN113832958A (en) * | 2021-09-08 | 2021-12-24 | 中交二公局第三工程有限公司 | Anti-slide pile construction method with mechanical cooperation with manual excavation |
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2018
- 2018-11-26 CN CN201811415914.9A patent/CN109630015A/en active Pending
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| CN110374091A (en) * | 2019-07-09 | 2019-10-25 | 云南建投基础工程有限责任公司 | A kind of rectangle friction pile mechanical hole building construction method |
| CN110593753A (en) * | 2019-08-30 | 2019-12-20 | 中铁七局集团第二工程有限公司 | Mechanical rapid hole forming construction method for rectangular slide-resistant pile |
| CN110820729B (en) * | 2019-11-07 | 2021-04-16 | 云南建投基础工程有限责任公司 | Efficient and safe integrated rapid hole forming method for anti-slide pile rotary excavating machinery |
| CN110820729A (en) * | 2019-11-07 | 2020-02-21 | 云南建投基础工程有限责任公司 | Efficient and safe integrated rapid hole forming method for anti-slide pile rotary excavating machinery |
| CN110820733A (en) * | 2019-11-07 | 2020-02-21 | 云南建投基础工程有限责任公司 | Improved mechanical rapid hole forming construction method for simple rectangular slide-resistant pile |
| CN111021954A (en) * | 2019-11-18 | 2020-04-17 | 四川农业大学 | Novel anti-slide pile hole forming device and method thereof |
| CN111577118A (en) * | 2020-05-13 | 2020-08-25 | 吉林大学 | Mechanical rapid hole forming construction method for slide-resistant pile |
| CN111577118B (en) * | 2020-05-13 | 2021-07-23 | 吉林大学 | Mechanical rapid hole forming construction method for slide-resistant pile |
| CN111676960A (en) * | 2020-05-29 | 2020-09-18 | 重庆建工第四建设有限责任公司 | Construction method for pre-splicing stirrups of large rectangular piles in complex site |
| CN111691408A (en) * | 2020-06-22 | 2020-09-22 | 福建省华策建设集团有限公司 | Soft rock stratum rectangular slide-resistant pile construction method |
| CN111691408B (en) * | 2020-06-22 | 2021-08-03 | 福建省华策建设集团有限公司 | Soft rock stratum rectangular slide-resistant pile construction method |
| CN113529759A (en) * | 2021-08-31 | 2021-10-22 | 中铁三局集团有限公司 | Construction method for mechanically excavating pile plate wall |
| CN113832958A (en) * | 2021-09-08 | 2021-12-24 | 中交二公局第三工程有限公司 | Anti-slide pile construction method with mechanical cooperation with manual excavation |
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Inventor after: Liu Yong Inventor after: Zhao Mingxiong Inventor after: Wang Jingmei Inventor after: Zhou Qiang Inventor after: Guo Rui Inventor after: He Wu Inventor after: Wang Pingyu Inventor before: He Wu Inventor before: Liu Yong Inventor before: Zhao Mingxiong Inventor before: Zhou Qiang Inventor before: Guo Rui Inventor before: Feng Zhenning Inventor before: Wang Pingyu |
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Application publication date: 20190416 |