CN110158581A - Pile base construction method - Google Patents
Pile base construction method Download PDFInfo
- Publication number
- CN110158581A CN110158581A CN201910460488.9A CN201910460488A CN110158581A CN 110158581 A CN110158581 A CN 110158581A CN 201910460488 A CN201910460488 A CN 201910460488A CN 110158581 A CN110158581 A CN 110158581A
- Authority
- CN
- China
- Prior art keywords
- casing
- reinforcement cage
- steel reinforcement
- cushion cap
- muscle
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (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)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to a kind of pile base construction methods comprising following steps；Step 1, it setting-out and drills and forms mounting hole, lift by crane in casing to mounting hole；Step 2, mud off pore-forming is carried out to casing inside, forms stake holes；Step 3, one end welding hangs muscle of cushion cap embedded ribs is reserved on steel reinforcement cage, hangs muscle and cushion cap embedded ribs are staggered；In the multiple cuffs of outside weldings of the hangs muscle far from steel reinforcement cage one end；The distance between cuff and stirrup are more than 1m；Step 4, lifting steel reinforcement cage is transferred to stake holes, stops decentralization when the cushion cap embedded ribs at the top of steel reinforcement cage are close to soil layer；The slip joint casing outside cushion cap embedded ribs；Continue to transfer steel reinforcement cage to design height；Step 5, casting concrete；Step 6, casing is pulled out, tubular pole is formed；Lower shoveling layer upper surface；The design of pile top height for marking tubular pole, cuts the concrete above the mark position, and cut hangs muscle.The invention avoids concrete to occur the case where remaining on cushion cap embedded ribs.
Description
Technical field
The present invention relates to the technical fields of foundation construction, more particularly, to a kind of pile base construction method.
Background technique
Pile foundation is the top of several piles to be coupled by cushion cap a kind of integral, the common deep base for bearing sound load
Plinth, and stake is the vertical or inclined basic component being set in soil, its role is to pass through weak high-compressibility soil layer or
Water, the load that stake is born are transmitted on harder, the lesser soil supporting layer of more closely knit or compressibility.
Authorization Notice No. is that the Chinese patent of CN107012881B discloses Bridge Pile Foundation Construction method, including walks as follows
It is rapid: step 1: sling plan analysis to stake position, keep plan analysis vertical, by plan analysis slowly vertical subsidence to entering mud
Stablize, the upper end of plan analysis is located at the water surface or less at this time；Step 2: plan analysis being carried out using vibration hammer to apply shake, is made
Plan analysis sinks to projected depth；Step 3: being spudded in plan analysis using drilling machine repeated stock pulping, behind whole hole
Borehole cleaning is carried out in time, forms duct, the inner wall in duct is tamped；Step 4: first transferring precast reinforced cage, then lower warping concrete
Conduit completes construction to casting concrete at the bottom in duct, is started after secondary pile hole cleaning.
Prior art among the above has the following deficiencies: due to concrete setting, needing after the completion of casting concrete
It will be in the position construction bearing platform of stake top.In order to improve the bonding strength between cushion cap and stake, need the concrete of stake top position
It cuts, and exposes the reinforcing bar inside stake.Then in construction bearing platform, by the reinforcing bar binding of stake top to the principal rod inside cushion cap
On.But when knocking out the concrete of stake top, the reinforcing bar in stake can be damaged.Reinforcing bar in stake generally can all select screw thread
Steel, the mechanical snap power between screw-thread steel and concrete is larger, can not be by concrete completely from reinforcing bar by the way of knockout
Removing, after the completion of will lead to construction in later period, the drawknot effect between the reinforcing bar and cushion cap of stake top is bad.
Summary of the invention
The object of the present invention is to provide a kind of pile base construction method, the effect for facilitating concrete to remove from reinforcing bar is reached
Fruit.
Foregoing invention purpose of the invention has the technical scheme that
A kind of pile base construction method, includes the following steps；
Step 1, setting-out obtains stake position on soil layer, carries out drilling in stake position position and forms mounting hole；Lifting casing, will to stake position
Casing is transferred in mounting hole；To pressure is applied at the top of casing, so that casing bottom is inserted into soil layer；
Step 2, mud off pore-forming is carried out to the inside of casing, forms stake holes；
Step 3, one end welding hangs muscle of cushion cap embedded ribs is reserved on steel reinforcement cage, hangs muscle is welded on the stirrup of steel reinforcement cage；
Hangs muscle is parallel to the setting of cushion cap embedded ribs, and hangs muscle is circumferentially evenly equipped with more along steel reinforcement cage, and hangs muscle and cushion cap embedded ribs interlock
Setting；The end of hangs muscle extends to outside cushion cap embedded ribs area defined, and in outside of the hangs muscle far from steel reinforcement cage one end
It is socketed cuff, cuff and hangs muscle are welded；Stirrup in hangs muscle on the cuff and steel reinforcement cage of steel reinforcement cage close to cuff
The distance between more than 1m；
Step 4, hangs muscle lifting steel reinforcement cage is forced in, mobile steel reinforcement cage to stake holes is transferred inside steel reinforcement cage to stake holes；When in reinforcing bar
When the cushion cap embedded ribs in cage top portion are close to soil layer, stop decentralization；The slip joint casing outside cushion cap embedded ribs；Casing is closed at one end,
Another end opening；Ferrule openings one end and cushion cap embedded ribs outer wall push against；Continue to transfer steel reinforcement cage to design height；
Step 5, to steel reinforcement cage inside casting concrete, until concrete reaches casing top position；
Step 6, after concrete initial set, casing is pulled out；After concrete final set, tubular pole is formed；Lower shoveling layer upper surface is exposed
At least length of 1m below the stake top of tubular pole；Tubular pole peripheral wall length is measured, the design of pile top height and position of tubular pole is marked,
Concrete above the mark position is cut, and hangs muscle is cut.
By using above-mentioned technical proposal, the setting of hangs muscle can be in order to lift by crane steel reinforcement cage and moved, and drop
The low injury to muscle is indulged on steel reinforcement cage.Also, the distance between the top surface of casing and soil layer upper surface are smaller, and the setting of hangs muscle can
So that hangs muscle can be exposed to outside casing when steel reinforcement cage transfers to design height, consequently facilitating observation concreting
The state of steel reinforcement cage in journey.The slip joint casing on cushion cap embedded ribs makes so that concrete can not be contacted directly with cushion cap embedded ribs
After cutting concrete, when there is no remaining concrete on cushion cap embedded ribs, and then improve construction in later period, tubular pole and cushion cap it
Between bonding strength.Due to there is no direct connection relational between cushion cap embedded ribs and concrete, after cutting concrete, then to hanging
Muscle is cut, so that the connection relationship between upper layer concrete and lower-layer concrete is all released from.Layer is put at this point,
The related casing of concrete is removed from cushion cap embedded ribs together, construction efficiency is both improved, but also the later period by concrete
The better quality of construction.
The present invention is further arranged to: in step 3, the hangs muscle includes two and is located at stirrup inner side and outer side
Cooperate muscle, between two cooperation muscle, cooperates and be welded to each other fixation between muscle and stirrup；The two cooperation one end of muscle towards steel reinforcement cage
It is arranged in bending, and the end of muscle is cooperated to push against on stirrup；Two cooperation positions of the muscle far from steel reinforcement cage are close to each other and phase
It mutually pushes against, the stirrup which is located proximate on steel reinforcement cage positioned at end is arranged.
By using above-mentioned technical proposal, the connection effect between hangs muscle and steel reinforcement cage is improved, is hung to enhance and utilize
When muscle lifts by crane steel reinforcement cage, the structural stability of steel reinforcement cage.
The present invention is further arranged to: described sleeve pipe selects pearl cotton production, and casing is socketed on outside cushion cap embedded ribs
Afterwards, one end of ferrule openings is bound.
By using above-mentioned technical proposal, casing made of pearl cotton all has good waterproofness and anticorrosive property, and
And the temperature deformation amount of pearl cotton is smaller.Concrete can generate a large amount of heat in hardening process, and pearl cotton is in the heat
More serious deformation will not be generated down, to ensure that the uniformity of internal structure after concrete hardening, it is mixed to avoid top
Solidifying soil displacement causes the case where now issuing concrete porosity appearance.Ferrule openings one end is bound, can reduce concrete
The probability between casing and cushion cap embedded ribs is penetrated into from ferrule openings one end, and then improves later period removal cushion cap embedded ribs week
Enclose the efficiency of concrete.
The present invention is further arranged to: before slip joint casing, metal sleeve is socketed outside cushion cap embedded ribs, and to gold
Belong to sleeve and cushion cap embedded ribs are welded；Casing is socketed on outside cushion cap embedded ribs again, and one end of ferrule openings is located at
The lower section of metal sleeve；It is located at the lower section of casing to the position of casing binding.
By using above-mentioned technical proposal, convenient for positioning to sleeve bottom, while set tube bottom can be further increased
Leakproofness between portion and cushion cap embedded ribs.Since the vertical muscle used in steel reinforcement cage is the reinforcing bar of HRB model, that is to say, that spiral shell
Line steel, casing are difficult to be embedded into the groove of screw-thread steel.And it is smooth when the surface of metal sleeve, casing can and metal sleeve
Memory is preferably pushed against and is sealed, and then is reduced concrete and entered the probability between casing and cushion cap embedded ribs.
The present invention is further arranged to: setting is spaced between the stirrup at the top of the metal sleeve end face and steel reinforcement cage.
By using above-mentioned technical proposal, facilitate construction personnel's slip joint casing outside cushion cap embedded ribs, while can keep away
Exempt from the influence in hangs muscle cutting process to cushion cap embedded ribs.
The present invention is further arranged to: when steel reinforcement cage is located at design height, hangs muscle and cuff are reached outside casing；?
Location structure is set between the cuff and soil layer upper surface of face soil layer.
By using above-mentioned technical proposal, the setting of location structure can avoid steel reinforcement cage mixed in casting concrete
The buoyancy float downward for coagulating soil improves the tubular pole after the completion of construction in later period so that the position of steel reinforcement cage is more stable
Quality.
The present invention is further arranged to: the location structure includes the backing plate being supported on soil layer, backing plate in casing two
Side is respectively arranged with one piece；It is not less than the top of casing at the top of the backing plate；More girder steels are taken to pass through hangs muscle, the both ends point of girder steel
It is not supported on two pieces of backing plates, and cuff is supported on girder steel.
It is easy to operate by using above-mentioned technical proposal, and on the gravity and backing plate for passing through steel reinforcement cage itself,
Lower ferrule positions steel reinforcement cage.
The present invention is further arranged to: in step 6, being measured to tubular pole peripheral wall length, is marked stake top design height
Position and cut；Depth of cut is no more than the protective layer thickness of tubular pole, is formed after cutting on tubular pole surface and cuts slot；Cut slot
Around tubular pole it is circumferentially distributed have it is multiple；It is inserted into force-application block in slot cutting, force-application block beat until cutting the upper and lower coagulation of slot
Soil separation, and cut the hangs muscle of concrete disengaged position；Above mention the concrete that is located above of separation until casing to leave cushion cap pre-
Bury muscle.
By using above-mentioned technical proposal, using force-application block to the upper and lower concrete chisel removal of slot is cut, so that cutting slot
Upper and lower concrete separation, and then facilitate the operation in later period, improve construction efficiency.
The present invention is further arranged to: the roof for cutting slot and bottom wall are formed with acute angle；The force-application block is wedge shaped to be set
It sets, the lesser one end in force-application block section, which is inserted into, cuts in slot.
By using above-mentioned technical proposal, increase the pressure being applied on concrete, so that quickly to cut slot upper and lower for separation
Concrete.
In conclusion advantageous effects of the invention are as follows:
1. the slip joint casing outside cushion cap embedded ribs is cutting stake top so that concrete can not directly be contacted with cushion cap embedded ribs
After the part concrete of position, hangs muscle is cut, the concrete being located above then above is mentioned, it is easy to operate；It avoids
Concrete occurs the case where remaining on cushion cap embedded ribs；
2. being taken in the design height chisel of tubular pole and cutting slot, and cut using force-application block to the upper and lower concrete of slot is cut, being convenient for will
Concrete is quickly detached from cushion cap embedded ribs.
Detailed description of the invention
The whole knot of cushion cap embedded ribs face soil layer upper surface when Fig. 1 is inside lifting steel reinforcement cage to the stake holes in the present invention
Structure schematic diagram.
Fig. 2 is the A-A sectional view of Fig. 1.
Fig. 3 is the vertical cross section structural schematic diagram of hangs muscle and stirrup link position.
Fig. 4 is the B-B sectional view of Fig. 1.
Fig. 5 is overall structure diagram when steel reinforcement cage is transferred to after design height and is supported on location structure.
Fig. 6 is overall structure signal when needing to cut the above concrete of design of pile top height and position after the completion of tubular pole pours
Figure.
In figure, 1, mounting hole；2, casing；3, stake holes；4, steel reinforcement cage；41, muscle is indulged；42, stirrup；5, cushion cap embedded ribs；51,
Metal sleeve；52, casing；521, band；6, ear muscle；7, hangs muscle；71, cuff；72, shoulder pole girder；8, cooperate muscle；9, positioning knot
Structure；91, backing plate；92, girder steel；10, tubular pole；101, slot is cut；102, force-application block.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
It referring to Fig.1, is a kind of pile base construction method disclosed by the invention, following steps；
Step 1, setting-out obtains stake position, carries out drilling in stake position and forms mounting hole 1.1 depth of mounting hole is less than the length of casing 2.
It lifts by crane casing 2 and arrives stake position, casing 2 is transferred in mounting hole 1, be located above soil layer upper surface at the top of casing 2 at this time.Utilize rammer
It hammers into shape or other can apply stressed equipment, to pressure is applied at the top of casing 2, so that 2 bottom of casing is inserted into soil layer.This
When, the top of casing 2 is still located on 1 top of mounting hole.Clay is backfilled between 2 outer wall of 1 inner wall of mounting hole and casing and is tamped,
Improve structural stability of the casing 2 on soil layer.
Step 2, mud off pore-forming is carried out using soil layer of the churning driven to the inside of casing 2, forms stake holes 3.
Step 3, prepare steel reinforcement cage 4, steel reinforcement cage 4 is customized in factory according to design requirement and transported to construction site.Reinforcing bar
Cage 4 includes that the more vertical muscle 41 circumferentially arranged and the stirrup 42 being socketed on outside all vertical muscle 41, stirrup 42 are set in a ring
It sets, and is welded and fixes between stirrup 42 and vertical muscle 41.
Wherein the vertical muscle 41 of one end and the stirrup 42 of end are arranged close to steel reinforcement cage 4, the other end of vertical muscle 41 of steel reinforcement cage 4
The direction for being directed away from the stirrup 42 of end is extended, and forms cushion cap embedded ribs 5.It is welded with ear muscle 6 on 4 outer wall of steel reinforcement cage,
Ear muscle 6 along steel reinforcement cage 4 circumferential direction it is uniformly distributed there are four.With four ear muscle 6 for one group, 4 length direction of steel reinforcement cage is arranged every 2m
There is one group of ear muscle 6.
Structure chart 1 and Fig. 2 are reserved with one end welding hangs muscle 7 of cushion cap embedded ribs 5 on steel reinforcement cage 4, and hangs muscle 7 is by two
It is located at the cooperation muscle 8 of 42 inner side and outer side of stirrup, cooperates between muscle 8, be welded to each other admittedly between cooperation muscle 8 and stirrup 42
It is fixed.In conjunction with Fig. 1 and Fig. 3, two cooperation muscle 8 are arranged towards one end of steel reinforcement cage 4 in bending, and cooperate the curved part of muscle 8
It links on stirrup 42.Two cooperation positions of the muscle 8 far from steel reinforcement cage 4 are mutually bent close and mutually push against, the abutting position
The stirrup 42 for being located at end on steel reinforcement cage 4 is arranged, and the position that two cooperation muscle 8 mutually push against is welded and fixed.
Hangs muscle 7 is parallel to the setting of cushion cap embedded ribs 5, and hangs muscle 7 is evenly equipped with four along steel reinforcement cage 4 is circumferential.Hangs muscle 7 and cushion cap
Embedded ribs 5 are staggered, and avoid influence of the hangs muscle 7 to cushion cap embedded ribs 5.The end of hangs muscle 7 extends to cushion cap embedded ribs 5 and is enclosed
At region exterior cuff 71 and hangs muscle 7 are welded and in outer cover female connector hoop 71 of the hangs muscle 7 far from 4 one end of steel reinforcement cage
It connects.Close to the distance between the cuff 71 of steel reinforcement cage 4 and stirrup 42 of cuff 71 close on steel reinforcement cage 4 more than 1m in hangs muscle 7.
Step 4, in the fixed shoulder pole girder 72 in the end of hangs muscle 7, and shoulder pole girder 72 is lifted by crane.Steel reinforcement cage 4 is moved to stake
Hole 3 is transferred inside steel reinforcement cage 4 to stake holes 3.When the cushion cap embedded ribs 5 at 4 top of steel reinforcement cage are close to soil layer, stop decentralization.
In conjunction with Fig. 1 and Fig. 4, metal sleeve 51 is socketed outside cushion cap embedded ribs 5, so that metal sleeve 51 is set positioned at stake top
The position of meter absolute altitude is denoted as h to the vertical range between 7 end of hangs muscle and the stirrup 42 nearest apart from hangs muscle 7.Metal sleeve
It is spaced and is arranged between the stirrup 42 at 4 top of 51 end faces and steel reinforcement cage, and metal sleeve and cushion cap embedded ribs 5 are welded.It connects
, in 5 outside slip joint casing 52 of cushion cap embedded ribs, casing 52 is made of pearl cotton.Casing 52 is closed at one end, and the other end is opened
Mouthful.Downward, casing 52 is socketed on outside cushion cap embedded ribs 5 for one end that casing 52 is open, until 52 open at one end of casing covers
Lid metal sleeve 51.Using band 521, the outer wall for being located at 51 lower section of metal sleeve to casing 52 is bound, and cuts band
521 extra parts, so that 52 inner wall of casing and 51 outer wall of metal sleeve push against.
Referring to Fig. 5, continuing to transfer steel reinforcement cage 4 to design height, hangs muscle 7 and cuff 71 reach outside casing 2 at this time, and
71 face soil layer upper surface of part cuff.Location structure 9 is set between the cuff 71 and soil layer upper surface of face soil layer.
Location structure 9 includes two pieces of backing plates 91 and two solid girder steels 92.Two pieces of backing plates 91 are wooden structures, and two pieces
Backing plate 91 is located at the two sides of casing 2.The upper surface of two pieces of backing plates 91 is higher than 2 top 5cm-10cm of casing.Take two girder steels
92 pass through hangs muscle 7, so that wherein 71 bottom supporting of cuff is on girder steel 92, while the both ends of girder steel 92 are supported on two respectively
On block backing plate 91.
Step 5, to 4 inside casting concrete of steel reinforcement cage, until the position between concrete stirrup 42 and cuff 71.
Step 6, it pulls out casing 2(after concrete initial set referring to Fig. 6 and sees Fig. 1).After concrete final set, tubular pole is formed
10.The stake top of tubular pole 10 or less at least length of 1m is exposed in lower shoveling layer upper surface.It is arrived at the top of hangs muscle 7 at the top of tubular pole 10
Distance measures, and is denoted as a.Thus, metal sleeve 51(is shown in Fig. 1) distance to the top of tubular pole 10 is h-a, to the metal
The position of sleeve 51 is marked, as the design height of stake top.
Foregoing tags position is cut, depth of cut is no more than the protective layer thickness of tubular pole 10.In tubular pole after cutting
10 surfaces form and cut slot 101, cut and form acute angle between 101 roof of slot and bottom wall, and cut slot 101 to have around the circumferentially distributed of tubular pole 10
It is multiple.It is cut at each and is inserted into force-application block 102, the wedge shaped setting of force-application block 102,102 section of force-application block lesser one in slot 101
End, which is inserted into, cuts in slot 101.It is located at the one end cut outside slot 101 to force-application block 102 to strike, so that cutting the area of slot 101
It is gradually expanded, until cutting the upper and lower concrete separation of slot 101.The hangs muscle 7 of concrete disengaged position is cut, then on
The concrete that is located above is mentioned until casing 52(is shown in Fig. 4) leave cushion cap embedded ribs 5(and see Fig. 4).
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 pile base construction method, it is characterised in that: include the following steps；
Step 1, setting-out obtains stake position on soil layer, carries out drilling in stake position position and forms mounting hole (1)；Lifting casing (2) is arrived
Stake position, casing (2) is transferred in mounting hole (1)；To pressure is applied at the top of casing (2), so that casing (2) bottom is inserted into soil
In layer；
Step 2, mud off pore-forming is carried out to the inside of casing (2), is formed stake holes (3)；
Step 3, one end welding hangs muscle (7) of cushion cap embedded ribs (5) is reserved on steel reinforcement cage (4), hangs muscle (7) is welded in reinforcing bar
On the stirrup (42) of cage (4)；Hangs muscle (7) is parallel to cushion cap embedded ribs (5) setting, and hangs muscle (7) is circumferentially uniformly distributed along steel reinforcement cage (4)
There are more, and hangs muscle (7) and cushion cap embedded ribs (5) are staggered；The end of hangs muscle (7) extends to cushion cap embedded ribs (5) and is enclosed
At region exterior, and hangs muscle (7) far from steel reinforcement cage (4) one end outer cover female connector hoop (71), by cuff (71) and hangs muscle
(7) it is welded；Stirrup in hangs muscle (7) on the cuff (71) of steel reinforcement cage (4) and steel reinforcement cage (4) close to cuff (71)
The distance between (42) more than 1m；
Step 4, hangs muscle (7) lifting steel reinforcement cage (4), mobile steel reinforcement cage (4) to stake holes (3), decentralization steel reinforcement cage (4) to stake are forced in
Hole (3) is internal；When the cushion cap embedded ribs (5) at the top of steel reinforcement cage (4) are close to soil layer, stop decentralization；In cushion cap embedded ribs (5)
External slip joint casing (52)；Casing (52) is closed at one end, another end opening；Casing (52) open at one end and cushion cap embedded ribs (5)
Outer wall pushes against；Continue to transfer steel reinforcement cage (4) to design height；
Step 5, to the internal casting concrete of steel reinforcement cage (4), until concrete reaches casing (2) top position；
Step 6, after concrete initial set, casing (2) are pulled out；After concrete final set, formed tubular pole (10)；Table on lower shoveling layer
The stake top of tubular pole (10) or less at least length of 1m is exposed in face；Tubular pole (10) peripheral wall length is measured, is marked tubular pole (10)
Design of pile top height and position, the concrete above the mark position is cut, and hangs muscle (7) is cut.
2. pile base construction method according to claim 1, it is characterised in that: in step 3, the hangs muscle (7) includes two
Root is located at the cooperation muscle (8) of stirrup (42) inner side and outer side, between two cooperation muscle (8), cooperation muscle (8) and stirrup (42)
Between be welded to each other fixation；Two cooperations muscle (8) are arranged towards one end of steel reinforcement cage (4) in bending, and cooperate the end of muscle (8)
It pushes against on stirrup (42)；Two positions of cooperation muscle (8) far from steel reinforcement cage (4) are close to each other and mutually push against, the abutting position
The stirrup (42) on nearly steel reinforcement cage (4) positioned at end is rested against to be arranged.
3. pile base construction method according to claim 1, it is characterised in that: in step 3, in step 4, described sleeve pipe
(52) select pearl cotton production, after casing (52) is socketed on cushion cap embedded ribs (5) outside, to casing (52) opening one end into
Row binding.
4. pile base construction method according to claim 3, it is characterised in that: in step 4, slip joint casing (52) it
Before, metal sleeve (51) are socketed outside cushion cap embedded ribs (5), and weld to metal sleeve (51) and cushion cap embedded ribs (5)
It connects；Casing (52) is socketed on cushion cap embedded ribs (5) outside again, and one end of casing (52) opening is located under metal sleeve
Side；The position of casing (52) binding is located at the lower section of casing (52).
5. pile base construction method according to claim 4, it is characterised in that: metal sleeve (51) end face and steel reinforcement cage
(4) setting is spaced between the stirrup (42) at the top of.
6. pile base construction method according to claim 1, it is characterised in that: in step 4, set when steel reinforcement cage (4) are located at
When counting height, hangs muscle (7) and cuff (71) reach casing (2) outside；In the cuff (71) of face soil layer and soil layer upper surface
Between be arranged location structure (9).
7. pile base construction method according to claim 6, it is characterised in that: the location structure (9) includes being supported on soil
Backing plate (91) on layer, backing plate (91) are respectively arranged with one piece in the two sides of casing (2)；Not less than shield at the top of the backing plate (91)
The top of cylinder (2)；More steel pipe girder steels (92) are taken to pass through hangs muscle (7), the both ends of steel pipe girder steel (92) are supported on two pieces of pads respectively
On plate (91), and cuff (71) is supported on steel pipe girder steel (92).
8. pile base construction method according to claim 1, it is characterised in that: in step 6, to tubular pole (10) peripheral wall length
It measures, mark the position of stake top design height and is cut；Depth of cut is no more than the protective layer thickness of tubular pole (10),
It is formed after cutting on tubular pole (10) surface and cuts slot (101)；Cut slot (101) around tubular pole (10) it is circumferentially distributed have it is multiple；Cutting slot
(101) force-application block (102) are inserted into, beat to force-application block separating until cutting the upper and lower concrete of slot (101), and cut
The hangs muscle (7) of concrete disengaged position；The concrete for being located at separation point position top is above mentioned until casing (52) to leave cushion cap pre-buried
Muscle (5).
9. pile base construction method according to claim 8, it is characterised in that: the roof for cutting slot (101) and bottom wall shape
At there is acute angle；The wedge shaped setting of the force-application block (102), force-application block (102) lesser one end in section, which is inserted into, cuts slot (101)
It is interior.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910460488.9A CN110158581B (en) | 2019-05-30 | 2019-05-30 | Pile foundation construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910460488.9A CN110158581B (en) | 2019-05-30 | 2019-05-30 | Pile foundation construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110158581A true CN110158581A (en) | 2019-08-23 |
| CN110158581B CN110158581B (en) | 2021-03-05 |
Family
ID=67629948
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910460488.9A Active CN110158581B (en) | 2019-05-30 | 2019-05-30 | Pile foundation construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110158581B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112854282A (en) * | 2021-01-19 | 2021-05-28 | 上海市政工程设计研究总院（集团）有限公司 | Connecting structure and connecting method for pile cutting top and bearing platform of PHC precast pile |
| CN113216194A (en) * | 2021-05-06 | 2021-08-06 | 杭州科技职业技术学院 | Steel reinforcement cage hoisting method |
| CN115324035A (en) * | 2022-09-01 | 2022-11-11 | 中国十七冶集团有限公司 | Prestressed pipe pile foundation and construction method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006226064A (en) * | 2005-02-21 | 2006-08-31 | Geotop Corp | Pile construction method and pile structure |
| CN204080793U (en) * | 2014-09-22 | 2015-01-07 | 武汉一冶建筑安装工程有限责任公司 | Hoisting device for reinforcement cage |
| CN105297729A (en) * | 2015-11-23 | 2016-02-03 | 中国葛洲坝集团第六工程有限公司 | Bridge pile foundation pile head breaking device and method |
| CN106400802A (en) * | 2016-08-24 | 2017-02-15 | 中交公局厦门工程有限公司 | Integral quick lifting method for pile head of drilled pile during pre-embedding and drilling-free ring-cutting |
| CN206368364U (en) * | 2017-01-11 | 2017-08-01 | 中铁十一局集团有限公司 | A kind of cast-in-situ bored pile pile crown reinforcing bar closes isolating and protecting device |
| CN108193684A (en) * | 2017-12-18 | 2018-06-22 | 中国二十冶集团有限公司 | Cast-in-situ bored pile pile crown detaches removing method |
-
2019
- 2019-05-30 CN CN201910460488.9A patent/CN110158581B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006226064A (en) * | 2005-02-21 | 2006-08-31 | Geotop Corp | Pile construction method and pile structure |
| CN204080793U (en) * | 2014-09-22 | 2015-01-07 | 武汉一冶建筑安装工程有限责任公司 | Hoisting device for reinforcement cage |
| CN105297729A (en) * | 2015-11-23 | 2016-02-03 | 中国葛洲坝集团第六工程有限公司 | Bridge pile foundation pile head breaking device and method |
| CN106400802A (en) * | 2016-08-24 | 2017-02-15 | 中交公局厦门工程有限公司 | Integral quick lifting method for pile head of drilled pile during pre-embedding and drilling-free ring-cutting |
| CN206368364U (en) * | 2017-01-11 | 2017-08-01 | 中铁十一局集团有限公司 | A kind of cast-in-situ bored pile pile crown reinforcing bar closes isolating and protecting device |
| CN108193684A (en) * | 2017-12-18 | 2018-06-22 | 中国二十冶集团有限公司 | Cast-in-situ bored pile pile crown detaches removing method |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112854282A (en) * | 2021-01-19 | 2021-05-28 | 上海市政工程设计研究总院（集团）有限公司 | Connecting structure and connecting method for pile cutting top and bearing platform of PHC precast pile |
| CN113216194A (en) * | 2021-05-06 | 2021-08-06 | 杭州科技职业技术学院 | Steel reinforcement cage hoisting method |
| CN113216194B (en) * | 2021-05-06 | 2022-11-04 | 杭州科技职业技术学院 | Steel reinforcement cage hoisting method |
| CN115324035A (en) * | 2022-09-01 | 2022-11-11 | 中国十七冶集团有限公司 | Prestressed pipe pile foundation and construction method thereof |
| CN115324035B (en) * | 2022-09-01 | 2024-05-17 | 中国十七冶集团有限公司 | Prestressed pipe pile foundation and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110158581B (en) | 2021-03-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110158581A (en) | Pile base construction method | |
| CN109083167A (en) | A kind of construction method of cofferdam of base slab for high peg | |
| CN109537579B (en) | Construction method of cast-in-situ bored pile | |
| CN110093942A (en) | A kind of assembled radical well foundation of two-wall hollow | |
| CN106245654B (en) | Deposited reinforced concrete pile exempts from inter-pile soil excavation construction method | |
| CN107100183B (en) | Open caisson builds engineering method | |
| CN110130343A (en) | Steel casing planting construction method suitable for deep water bare rock condition | |
| CN104988915A (en) | Prefabrication and installation method of detachable steel protection tube device and underwater connection beam | |
| CN109371963A (en) | Back taper steel jacket box and its construction method in water in the prefabricated constructing tie beam of pier foundation | |
| CN209195425U (en) | Existing tunnel lining reinforcement structure | |
| CN103938619A (en) | Construction process of tubular pile and special hole opener of construction process | |
| CN206385530U (en) | A kind of wing prefabricated pile of hydraulic pressure paddle type mill four | |
| CN204780894U (en) | Can dismantle steel protects wound packages and puts | |
| CN203782685U (en) | Special hole forming device for construction of tubular pile | |
| CN114277790A (en) | Defect bored concrete pile maintenance processing method | |
| CN104234073B (en) | One deeper reserving hole molding construction method | |
| CN209099351U (en) | Back taper steel jacket box in water in the prefabricated constructing tie beam of pier foundation | |
| CN106703023A (en) | Hydraulic hammering type four-wing prefabricated pile and construction method thereof | |
| CN208815523U (en) | A kind of construction tool for hole making by vibration | |
| CN211690292U (en) | Steel reinforcement cage structure of compaction pile | |
| CN206887968U (en) | A kind of roadbed side slope supporting construction | |
| JPS6146609B2 (en) | ||
| CN206707313U (en) | A kind of foundation ditch edge protection prefabricated foundation | |
| CN217923513U (en) | Foundation pile for civil engineering | |
| KR20100111090A (en) | Arrangement method for head of concrete pile |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |