CN104727308A - Immersed tube compaction pile or cast-in-place concrete pile construction device and method - Google Patents
Immersed tube compaction pile or cast-in-place concrete pile construction device and method Download PDFInfo
- Publication number
- CN104727308A CN104727308A CN201510074848.3A CN201510074848A CN104727308A CN 104727308 A CN104727308 A CN 104727308A CN 201510074848 A CN201510074848 A CN 201510074848A CN 104727308 A CN104727308 A CN 104727308A
- Authority
- CN
- China
- Prior art keywords
- hoist
- wire rope
- pipe
- end socket
- expanding plate
- 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- 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
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- 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
- E02D5/66—Mould-pipes or other moulds
Abstract
The invention provides an immersed tube compaction pile or cast-in-place concrete pile construction device and method. A cylindrical heavy hammer is adopted to hammer a bottom end head immersed tube formed hole in a main pile tube; an air hole is formed in the head to reduce the main pile tube pulling resistance; an expanding plate connected with the main pile tube through a steel wire rope is arranged at the bottom of the head, the diameter of the formed hole is enlarged by increasing the diameter of the expanding plate, and therefore main pile tube pulling resistance is reduced. A fixed pulley block and a movable pulley block which are arranged on a main machine are adopted to greatly increase the main pile tube pulling capability.
Description
Technical field
The present invention relates to a kind of equipment and construction method of construct sinking tube compacted stake or cast-in-place concrete pile, belong to construction work basement process and piling Technology field.
Background technology
The construct equipment of sinking tube compacted stake and cast-in-place concrete pile of current building field is mainly diesel hammer pile driver, and at the bottom of efficiency of construction, diesel hammer is smoldered seriously polluted, and the dispatch of Duo Di government forbids that diesel hammer pile driver is constructed.In addition because its pulling force amount is little, large to stake footpath, stake is large compared with long place difficulty of construction, is difficult to ensure duration of a project and quality.Meanwhile, existing equipment is located at main frame pipe top due to diesel hammer, and therefore pile driver top-heavness is large, poor stability, and slightly place is uneven, easily causes pile driver overturning, and security incident occurs.
Summary of the invention
In order to overcome the shortcoming of above-mentioned prior art, the object of the invention is to the equipment and the construction method that propose a kind of construct sinking tube compacted stake or cast-in-place concrete pile, adopt the technology of the present invention, when constructing sinking tube compacted stake, a footpath Φ 400-600 ㎜ can be realized, stake is grown up in 60 meters, is adapted to the foundation treatment engineering of heavy thickness backfill and self weight collapse loess; When constructing sinking concrete filling pile, can realize a footpath Φ 400-800 ㎜, stake is grown up in 30 meters, and tube-sinking cast-in-situ pile is higher than the bearing capacity of bored pile.
Technical scheme of the present invention is achieved in the following ways.
A kind of equipment of construct sinking tube compacted stake or cast-in-place concrete pile, comprise host platform 1, host platform 1 while be provided with perpendicular pylon 4, support bar 13 one end and pylon 4 hinged, the other end and host platform 1 hinged, host platform 1 is provided with first hoist 2, second hoist 3 and fixed pulley group 5, and mating with fixed pulley group 5 has running block 6, pylon 4 top is provided with pulley bracket 10, and pulley bracket 10 is provided with the first pulley 7, second pulley 8 and the 3rd pulley 9; Wire rope in first hoist 2 is by fixed pulley group 5 and running block 6, and two the first wire rope 11 be connected with running block 6 are connected with the earrings 16 on king pile pipe respectively by the first pulley 7, the 3rd pulley 9; The second wire rope 12 in second hoist 3 draws the cylindrical weight 14 in king pile pipe 15 by the second pulley 8.
Described king pile pipe 15 comprises a hollow cylinder, the outside of hollow cylinder one end is configured with symmetrical earrings 16, end socket 17 is configured with in the cavity of the hollow cylinder other end, axis along end socket 17 has air vent 20, air vent 20 is stairstepping, the small end of air vent 20 communicates with the cavity of hollow cylinder, and the large end of air vent 20 and hollow cylinder are interlinked to the outside; Be configured with spring 18 in the large end of air vent 20, the outer end of spring 18 is configured with diameter and is greater than the large opening board 19 held of air vent 20.
At the expanding plate 22 that king pile pipe 15 has one end of end socket 17 to be provided with diameter to be greater than king pile pipe 15 diameter or end socket 17 diameter.
Expanding plate 22 is provided with the groove that and size corresponding with opening board 19 is greater than opening board 19 size.
Arranged outside one elephant trunk 21 of king pile pipe 15.
One end of king pile pipe 15 is provided with pin-and-hole 24, and inserting bearing pin in pin-and-hole 24 can link together the king pile pipe of different tube diameters.
Described expanding plate 22 is connected with king pile pipe 15 or end socket 17 by the 3rd wire rope 23.
Described expanding plate 22 is connected with end socket 17 by bearing pin 25 in the relative position of elephant trunk 21.
Adopt the method for the sinking tube compacted stake of described equipment construction, comprise the following steps:
The first step: the center of expanding plate 22 and the center of end socket 17 are aligned, and ensure that the opening board 19 of air vent 20 outer end puts into the groove of expanding plate 22;
Second step: align piles site, slowly loosens the wire rope that first hoist 2 is walked around, and makes king pile pipe 15 align piles site;
3rd step: start second hoist 3, to be sling cylindrical weight 14 certain altitude place by the second wire rope 12, loosens second hoist 3, make cylindrical weight 14 freely falling body ram end socket 17, so repeatedly, thus drives principal post pipe 15 to sink down into projected depth place;
4th step: open second hoist 3, promote cylindrical weight 14 by the second wire rope 12, opens first hoist 2 simultaneously, promotes king pile pipe 15 until ground, remove host platform 1 by the first wire rope 11;
5th step: first insert a certain amount of filler in hole, as dirt, element soil, cement-soil, dregs; Then adopt rammer compacter to filling tamped in hole, so repeatedly, layering filler, compaction in layers, until aperture.
Adopt the method for described equipment construction cast-in-place concrete pile, comprise the following steps:
The first step: the center of expanding plate 22 and the center of end socket 17 are aligned, and ensure that the opening board 19 of air vent 20 outer end puts into the groove of expanding plate 22;
Second step: align piles site, slowly loosens the wire rope that first hoist 2 is walked around, and makes king pile pipe 15 align piles site;
3rd step: start second hoist 3, to be sling cylindrical weight 14 certain altitude place by the second wire rope 12, loosens second hoist 3, make cylindrical weight 14 freely falling body ram end socket 17, so repeatedly, thus drives principal post pipe 15 to sink down into projected depth place;
4th step: open second hoist 3, promote cylinder weight 14 by the second wire rope 12, opens first hoist 2 simultaneously, and promote king pile pipe 15 to certain altitude by the first wire rope 11, this highly ensures that expanding plate 22 is freely hanging at bottom end socket 17; Pass through elephant trunk 21 again to concrete perfusion in hole, limit promotes king pile pipe 15 limit to concrete perfusion in hole, until perfusion removes host platform 1 to design stake top mark eminence;
5th step: if be designed to deposited reinforced concrete pile, mention reinforcing cage, and reinforcing cage is put into hole by the method adopting conventional vibration to insert reinforcing cage afterwards.
After king pile pipe 15 pulls out certain altitude, expanding plate 22 free end is automatically sagging, is poured at the bottom of hole by concrete, thus form an enlarged footing in cast-in-place concrete pile bottom by carrier pipe 21, and the concrete of stake end enlarged footing adopts the harsh concrete of small particle diameter.
After pouring into certain altitude at the bottom of hole by carrier pipe 21, restart cylindrical weight 14 hammering end socket 17 immersed tube, now expanding plate 22 free end and end socket 17 are combined closely, and certain altitude harsh concrete extruding in hole, to surrounding, is formed enlarged footing in stake bottom; So repeated multiple times, to ensure the volume that enlarged footing reaches default.
The invention has the beneficial effects as follows:
One, when constructing sinking tube compacted stake, because sinking tube compacted stake stake footpath is large, stake is longer, and the elastic shrinkage frictional resistance of soil is large, and rises and pull out that king pile pipe is inevitable forms vacuum state in king pile pipe bottom, increase the difficulty of pulling out king pile pipe.The present invention by three by way of overcoming the above problems, the first, host platform 1 is provided with fixed pulley group 5 and running block 6, the increase first hoist 2 of tens times can pulls out the ability of king pile pipe 15; The second, end socket 17 is provided with air vent 20, and air vent is opened and is realized by Compress Spring 18 and opening board 19, thus reduces vacuum; 3rd, below end socket (17), be provided with the expanding plate 22 of one piece of diameter slightly larger than end socket 17 diameter, borehole enlargement reducing friction resistance during immersed tube.
Two, when constructing sinking concrete filling pile, mainly stake end is without sediment, the Resistance Value of pile-end soil after compacted is bored pile 4-8 times, if when accompanying macadam, layer of sand in soil layer, boring also easily collapse hole phenomenon occurs sometimes, need to adopt mud off, not only greatly reduce the bearing capacity of single pile thus, and on-the-spot seriously polluted, and construction quality difficulty controls, efficiency of construction is low, and operating expenses is high.And adopting the technology of the present invention can overcome above shortcoming, its principle is, by the compacted pore-forming of king pile pipe 15, end resistance and frictional force improve greatly, and king pile pipe 15 plays again retaining wall effect.
Accompanying drawing explanation
Fig. 1 is the structural representation of apparatus of the present invention.
Fig. 2 is the structure sectional view of end socket 17 and air vent 20 thereof.
Fig. 3 is the syndeton schematic diagram of king pile pipe 15, end socket 17, expanding plate 22.
Fig. 4 is the structural scheme of mechanism that king pile pipe 15 adopts pin-and-hole 24 and pinned connection.
Fig. 5 is the structural relation schematic diagram of end socket 17, expanding plate 22 stud connection.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention is described in further detail.
See Fig. 1, a kind of equipment of construct sinking tube compacted stake or cast-in-place concrete pile, comprise host platform 1, host platform 1 while be provided with perpendicular pylon 4, support bar 13 one end and pylon 4 hinged, the other end and host platform 1 hinged, host platform 1 is provided with first hoist 2, second hoist 3 and fixed pulley group 5, mate with fixed pulley group 5 and have running block 6, pylon 4 top is provided with pulley bracket 10, and pulley bracket 10 is provided with the first pulley 7, second pulley 8 and the 3rd pulley 9; Wire rope in first hoist 2 is by fixed pulley group 5 and running block 6, and two the first wire rope 11 be connected with running block 6 are connected with the earrings 16 on king pile pipe respectively by the first pulley 7, the 3rd pulley 9; The second wire rope 12 in second hoist 3 draws the cylindrical weight 14 in king pile pipe 15 by the second pulley 8.Fixed pulley group 5 and running block 6 are couplings, and pulley quantity is pulled out resistance and determined as calculated by the tractive force of first hoist 2 and principal post pipe 15.Support bar 13 one end and pylon 4 hinged, the other end and host platform 1 hinged, strengthen the stability of equipment with this.Start first hoist 2, make running block 6 heavy directly descending by wire rope, then pull out king pile pipe 15 by the first wire rope 11 and 14, earrings.Wire rope in second hoist 3 draws the cylindrical weight 14 in king pile pipe 15 by the second pulley 8, the end socket 17 of hammering king pile pipe 15 bottom welding repeatedly, thus king pile pipe 15 is sunk to the object in soil by realization.
See Fig. 3, Fig. 4, Fig. 5, described king pile pipe 15 comprises a hollow cylinder, and the outside of hollow cylinder one end is configured with symmetrical earrings 16, is configured with end socket 17 in the cavity of the hollow cylinder other end.
See Fig. 2, at construction dirt, element soil, cement-soil, dregs, during sinking tube compacted stake, pull out resistance increase to reduce to have caused because forming time of day when king pile pipe 15 pulls out in its hole, bottom, axis along end socket 17 has air vent 20, air vent 20 is stairstepping, and the small end of air vent 20 communicates with the cavity of hollow cylinder, and the large end of air vent 20 and hollow cylinder are interlinked to the outside; Be configured with spring 18 in the large end of air vent 20, the outer end of spring 18 is configured with diameter and is greater than the large opening board 19 held of air vent 20, thus when realizing hammer hidden pipe, opening board 19 and end socket 17 are combined closely.When rise pull out king pile pipe 15 time, spring 18 extend promote opening board 19 separate with end socket 17, formed air duct, thus realization in hole, king pile pipe 15 bottom ventilate overcome vacuum state, reduced the object of pulling out king pile pipe 15 resistance.Shorter to designing pile length, in soil, water content is low, rises and pulls out resistance hour, can not establish air vent on end socket 17.
See Fig. 3, Fig. 5, when design stake is longer, stake footpath is large, works that to pull out principal post pipe 15 resistance too large, except establish air vent on end socket 17 except, at the expanding plate 22 that king pile pipe 15 has one end of end socket 17 to be provided with diameter to be greater than king pile pipe 15 diameter or end socket 17 diameter; The concrete diameter of expanding plate 22 is greater than how many, determines according to working the resistance pulling out king pile pipe 15; Expanding plate 22 is connected on king pile pipe 15 or end socket 17 by the 3rd wire rope 23, and the length of the 3rd wire rope 23 is the bottom that expanding plate 22 is suspended on end socket 17 when having ensured to pull out king pile pipe 15.By the diameter of expanding plate 22 expanded hole when immersed tube pore-forming, realize having reduced the object of pulling out king pile pipe 15 resistance.
Expanding plate 22 is provided with the groove that and size corresponding with opening board 19 is greater than opening board 19 size.
As shown in Figure 3, when constructing cast-in-place concrete pile, arranged outside one elephant trunk 21 of king pile pipe 15.
No matter construct sinking tube compacted stake or cast-in-place concrete pile time, when design stake is longer, king pile pipe 15 length, by pylon 4 height restriction, can adopt more piece king pile pipe 15, one end of king pile pipe 15 is provided with pin-and-hole 24, and inserting bearing pin in pin-and-hole 24 can link together the king pile pipe of different tube diameters.As shown in Figure 4, elephant trunk 21 adopts screwed connection, realizes the object increasing king pile pipe 15 length.
Described expanding plate 22 is connected with king pile pipe 15 or end socket 17 by the 3rd wire rope 23, and its object has two, and one can seal elephant trunk 21 lower ending opening when being hammer hidden pipe, not make earth enter in pipe; Another is area by increasing expanding plate 22 and is expanded into bore dia, thus has reduced resistance when pulling out king pile pipe 15.When end socket 17 to the projected depth of hammering king pile pipe 15 bottom welding, pull out king pile pipe 15 limit by elephant trunk 21 to concrete perfusion in hole while rise, until perfusion design stake top place.If design deposited reinforced concrete pile, then common rear slotting reinforcing cage method is adopted to complete.
As shown in Figure 5, described expanding plate 22 is connected with end socket 17 by bearing pin 25 in the relative position of elephant trunk 21, and when ensureing that king pile pipe 15 pulls out, steel plate expanding plate 22 free end is sagging, but angle is less than 90 °.After king pile pipe 15 pulls out certain altitude, expanding plate 22 free end is automatically sagging, is poured at the bottom of hole by concrete, thus form an enlarged footing in cast-in-place concrete pile bottom by carrier pipe 21, improves bearing capacity of single pile.The concrete of stake end enlarged footing adopts the harsh concrete of small particle diameter.
After pouring into certain altitude at the bottom of hole by carrier pipe 21, restart cylindrical weight 14 hammering end socket 17 immersed tube, now expanding plate 22 free end and end socket 17 are combined closely, and certain altitude harsh concrete extruding in hole, to surrounding, is formed enlarged footing in stake bottom; So repeated multiple times, to ensure the volume that enlarged footing reaches default.
Described host platform 1 can be crawler type, walking or rolling rods type.
Adopt the method for the sinking tube compacted stake of described equipment construction, comprise the following steps:
The first step: the center of expanding plate 22 and the center of end socket 17 are aligned, and ensure that the opening board 19 of air vent 20 outer end puts into the groove of expanding plate 22;
Second step: align piles site, slowly loosens the wire rope that first hoist 2 is walked around, and makes king pile pipe 15 align piles site;
3rd step: start second hoist 3, to be sling cylindrical weight 14 certain altitude place by the second wire rope 12, loosens second hoist 3, make cylindrical weight 14 freely falling body ram end socket 17, so repeatedly, thus drives principal post pipe 15 to sink down into projected depth place;
4th step: open second hoist 3, promote cylindrical weight 14 by the second wire rope 12, opens first hoist 2 simultaneously, promotes king pile pipe 15 until ground, remove host platform 1 by the first wire rope 11;
5th step: first insert a certain amount of filler in hole, as dirt, element soil, cement-soil, dregs; Then adopt rammer compacter to filling tamped in hole, so repeatedly, layering filler, compaction in layers, until aperture.
Adopt the method for described equipment construction cast-in-place concrete pile, comprise the following steps:
The first step: the center of expanding plate 22 and the center of end socket 17 are aligned, and ensure that the opening board 19 of air vent 20 outer end puts into the groove of expanding plate 22;
Second step: align piles site, slowly loosens the wire rope that first hoist 2 is walked around, and makes king pile pipe 15 align piles site;
3rd step: start second hoist 3, to be sling cylindrical weight 14 certain altitude place by the second wire rope 12, loosens second hoist 3, make cylindrical weight 14 freely falling body ram end socket 17, so repeatedly, thus drives principal post pipe 15 to sink down into projected depth place;
4th step: open second hoist 3, promote cylinder weight 14 by the second wire rope 12, opens first hoist 2 simultaneously, and promote king pile pipe 15 to certain altitude by the first wire rope 11, this highly ensures that expanding plate 22 is freely hanging at bottom end socket 17; Pass through elephant trunk 21 again to concrete perfusion in hole, limit promotes king pile pipe 15 limit to concrete perfusion in hole, until perfusion removes host platform 1 to design stake top mark eminence;
5th step: if be designed to deposited reinforced concrete pile, mention reinforcing cage, and reinforcing cage is put into hole by the method adopting conventional vibration to insert reinforcing cage afterwards.
Embodiment one:
The present embodiment overview is: it is heavy thickness backfill place that certain engineering plans to build place, backfill degree of depth 23m, design scheme is the sinking tube compacted stake scheme of 2:8 dirt, immersed tube drilling diameter Φ 450, weight compaction in layers, rams expanded diameter Φ 550 ㎜ after expanding, pilespacing 1.2m, the long 24m of stake, equilateral triangle lays out pile, and requires that the rear Bearing Capacity of Composite Foundation of process is 250kpa.
The concrete way of the present embodiment is: 1, adopt rolling rods type host platform 1, the tractive force which is provided with first hoist 2 is 8T, fixed pulley group 5 is 11 groups of pulleys, wheel footpath Φ 250 ㎜, running block 6 is 11 groups of pulleys, wheel footpath Φ 250 ㎜, connecting running block 6 with the first wire rope 11 diameter of the earrings 16 of king pile pipe 15 is Φ 43 ㎜, the external diameter of king pile pipe 15 is Φ 450, the diameter of end socket 17 is Φ 450 ㎜, thickness 200 ㎜, air vent on end socket 17 20 times segment length 10 ㎝, diameter is Φ 80 ㎜, long 11 ㎝ of the spring 18 installed in it, opening board 19 diameter be connected with spring is Φ 100 ㎜, thickness is 8 ㎜, bottom end socket 17, expanding plate 22 diameter is Φ 500 ㎜, thickness is 20 ㎜, cylindrical weight 14 diameter of phi 377 ㎜, length 6m, weight 5.2T.
To construct sinking tube compacted stake step, the first step: by concentric to expanding plate 22 and end socket 17 and principal post pipe is put down at center, align piles position; Second step: start second hoist 3 and promote weight 14 hammering end socket 17 repeatedly, make king pile pipe enter soil layer 24 meters; 3rd step: extract king pile pipe, sinking tube compacted stake pore-forming completes; 4th step: first fill out quantitative dirt in hole, with rammer compacter to filling tamped, so repeatedly, until be backfilling and compacted to aperture, this pile driving construction completes.Meet designing requirement after testing.
Embodiment two:
Its engineering is 18 layers of residential building on ground, plans to build site soil layers at the bottom of foundation ditch, is followed successively by 1. layer silt 8 meters downwards, 2. layer fine sand 3 meters, 3. layer clay 5 meters, 4. layer boulder bed 4 meters, design scheme is: adopt immersed tube deposited reinforced concrete pile, stake diameter of phi 450 ㎜, stake is long 17 meters, ensures to enter boulder bed and must not be less than 1 meter, but must hitting used in-degree with last hammering 5, to control stake long, namely weight improves 5 meters, ram end socket continuously 5 times, king pile pipe is used to in-degree and is not more than 3 ㎝, is the standard of end hole.Concrete strength C40, reinforcing cage external diameter Φ 350 ㎜, length is greater than 17 meters, and main muscle is 6 Φ 14 ㎜, is Φ 8 ㎜ around muscle, epimere 3 meters, spacing 100 ㎜, all the other spacing 250 ㎜, and after construction, ultimate bearing capacity of single pile standard value is greater than 400T, and lay out pile under wall total amount of pile 184.
1 equipment adopted is identical with embodiment one, only does following transformation:
1., king pile pipe 15 length 18 meters; 2., at king pile pipe external welding elephant trunk, this length of tube is 18.2 meters, pipe external diameter 133 ㎜, thickness 10 ㎜; 3., the alteration of form of expanding plate 22 is set up elephant trunk end opening to be covered part, other parameter constants on the basis of embodiment one.
The step of construction reinforced bar cast-in-place concrete pile:
The first step is identical with embodiment one with second step.3rd step, when hammer hoisting depth 5 meters rams 5 times continuously, when used in-degree is less than 2 ㎝, pore-forming terminates; 4th step, by carrier pipe concrete perfusion, king pile pipe is pulled out in recurrence, pulls out king pile tube edge concrete perfusion while rise, until be filled into design stake top place; 5th step, completes reinforcing bar by the method for inserting reinforcing cage after crane and lays.
Designing requirement is met through detecting after pile foundation construction is complete.
Claims (12)
1. the equipment of the sinking tube compacted stake of construction or cast-in-place concrete pile, comprise host platform (1), host platform (1) while be provided with perpendicular pylon (4), support bar (13) one end and pylon (4) hinged, the other end and host platform (1) hinged, host platform (1) is provided with first hoist (2), second hoist (3) and fixed pulley group (5), it is characterized in that, mate with fixed pulley group (5) and have running block (6), pylon (4) top is provided with pulley bracket (10), pulley bracket (10) is provided with the first pulley (7), second pulley (8) and the 3rd pulley (9), wire rope in first hoist (2) is by fixed pulley group (5) and running block (6), and two the first wire rope (11) be connected with running block (6) are connected with the earrings (16) on king pile pipe respectively by the first pulley (7), the 3rd pulley (9), the second wire rope (12) in second hoist (3) is by the cylindrical weight (14) in the second pulley (8) traction king pile pipe (15).
2. the equipment of a kind of construct sinking tube compacted stake or cast-in-place concrete pile according to claim 1, it is characterized in that, described king pile pipe (15) comprises a hollow cylinder, the outside of hollow cylinder one end is configured with symmetrical earrings (16), end socket (17) is configured with in the cavity of the hollow cylinder other end, axis along end socket (17) has air vent (20), air vent (20) is stairstepping, the small end of air vent (20) communicates with the cavity of hollow cylinder, and large end and the hollow cylinder of air vent (20) are interlinked to the outside; Be configured with spring (18) in the large end of air vent (20), the outer end of spring (18) is configured with diameter and is greater than the large opening board (19) held of air vent (20).
3. the equipment of a kind of construct sinking tube compacted stake or cast-in-place concrete pile according to claim 1 and 2, it is characterized in that, at the expanding plate (22) that king pile pipe (15) has one end of end socket (17) to be provided with diameter to be greater than king pile pipe (15) diameter or end socket (17) diameter.
4. the equipment of a kind of construct sinking tube compacted stake or cast-in-place concrete pile according to claim 3, it is characterized in that, expanding plate (22) is provided with the groove that and size corresponding with opening board (19) is greater than opening board (19) size.
5. the equipment of a kind of construct sinking tube compacted stake or cast-in-place concrete pile according to claim 1 and 2, is characterized in that, arranged outside one elephant trunk (21) of king pile pipe (15).
6. the equipment of a kind of construct sinking tube compacted stake or cast-in-place concrete pile according to claim 1 and 2, it is characterized in that, one end of king pile pipe (15) is provided with pin-and-hole (24), and inserting bearing pin in pin-and-hole (24) can link together the king pile pipe of different tube diameters.
7. the equipment of a kind of construct sinking tube compacted stake or cast-in-place concrete pile according to claim 3, it is characterized in that, described expanding plate (22) is connected with king pile pipe (15) or end socket (17) by the 3rd wire rope (23).
8. the equipment of a kind of construct sinking tube compacted stake or cast-in-place concrete pile according to claim 3, it is characterized in that, described expanding plate (22) is connected with end socket (17) by bearing pin (25) in the relative position of elephant trunk (21).
9. adopt the method for the sinking tube compacted stake of equipment construction described in the arbitrary claim of claim 1 to 8, it is characterized in that, comprise the following steps:
The first step: the center of the center of expanding plate (22) and end socket (17) is aligned, and ensure that the opening board (19) of air vent (20) outer end puts into the groove of expanding plate (22);
Second step: align piles site, slowly loosens the wire rope that first hoist (2) is walked around, and makes king pile pipe (15) align piles site;
3rd step: start second hoist (3), to be sling cylindrical weight (14) certain altitude place by the second wire rope (12), loosen second hoist (3), cylindrical weight (14) freely falling body is made to ram end socket (17), so repeatedly, thus drive principal post pipe (15) to sink down into projected depth place;
4th step: open second hoist (3), cylindrical weight (14) is promoted by the second wire rope (12), open first hoist (2) simultaneously, promote king pile pipe (15) until ground by the first wire rope (11), remove host platform (1);
5th step: first insert a certain amount of filler in hole, as dirt, element soil, cement-soil, dregs; Then adopt rammer compacter to filling tamped in hole, so repeatedly, layering filler, compaction in layers, until aperture.
10. adopt the method for equipment construction cast-in-place concrete pile described in the arbitrary claim of claim 1 to 8, it is characterized in that, comprise the following steps:
The first step: the center of the center of expanding plate (22) and end socket (17) is aligned, and ensure that the opening board (19) of air vent (20) outer end puts into the groove of expanding plate (22);
Second step: align piles site, slowly loosens the wire rope that first hoist (2) is walked around, and makes king pile pipe (15) align piles site;
3rd step: start second hoist (3), to be sling cylindrical weight (14) certain altitude place by the second wire rope (12), loosen second hoist (3), cylindrical weight (14) freely falling body is made to ram end socket (17), so repeatedly, thus drive principal post pipe (15) to sink down into projected depth place;
4th step: open second hoist (3), cylinder weight (14) is promoted by the second wire rope (12), open first hoist (2) simultaneously, promote king pile pipe (15) to certain altitude by the first wire rope (11), this highly ensures that expanding plate (22) is freely hanging at end socket (17) bottom; Pass through elephant trunk (21) again to concrete perfusion in hole, limit promotes concrete perfusion in king pile pipe (15) Bian Xiangkong, until perfusion removes host platform (1) to design stake top mark eminence;
5th step: if be designed to deposited reinforced concrete pile, mention reinforcing cage, and reinforcing cage is put into hole by the method adopting conventional vibration to insert reinforcing cage afterwards.
11. methods according to claim 10, it is characterized in that, after king pile pipe (15) rises and pulls out certain altitude, expanding plate (22) free end is automatically sagging, concrete is poured at the bottom of hole by carrier pipe (21), thus forming an enlarged footing in cast-in-place concrete pile bottom, the concrete of stake end enlarged footing adopts the harsh concrete of small particle diameter.
12. methods according to claim 11, it is characterized in that, after pouring into certain altitude at the bottom of hole by carrier pipe (21), restart cylindrical weight (14) hammering end socket (17) immersed tube, now expanding plate (22) free end and end socket (17) are combined closely, certain altitude harsh concrete extruding in hole, to surrounding, is formed enlarged footing in stake bottom; So repeated multiple times, to ensure the volume that enlarged footing reaches default.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510074848.3A CN104727308B (en) | 2015-02-12 | 2015-02-12 | Immersed tube compaction pile or cast-in-place concrete pile construction device and method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510074848.3A CN104727308B (en) | 2015-02-12 | 2015-02-12 | Immersed tube compaction pile or cast-in-place concrete pile construction device and method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104727308A true CN104727308A (en) | 2015-06-24 |
| CN104727308B CN104727308B (en) | 2017-02-01 |
Family
ID=53451670
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510074848.3A Active CN104727308B (en) | 2015-02-12 | 2015-02-12 | Immersed tube compaction pile or cast-in-place concrete pile construction device and method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104727308B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105544511A (en) * | 2015-12-04 | 2016-05-04 | 中铁第四勘察设计院集团有限公司 | Novel hole-forming and pile-forming device and construction method thereof |
| CN106149480A (en) * | 2016-08-24 | 2016-11-23 | 中铁四局集团建筑工程有限公司 | It is applicable to the straight thread stake machine without hydraulic thick sand bed geology and construction method |
| CN106400786A (en) * | 2016-05-31 | 2017-02-15 | 刘清洁 | Lengthened tube-sinking rammed cast-in-place pile pipe, pile driver and pile driving method |
| CN107338781A (en) * | 2017-08-10 | 2017-11-10 | 中国电建集团华东勘测设计研究院有限公司 | A kind of compacting pile construction device and its construction method |
| CN109339043A (en) * | 2018-11-30 | 2019-02-15 | 龙元建设集团股份有限公司 | Steel pipe anchor rod stake machine and construction method |
| CN111441352A (en) * | 2020-04-26 | 2020-07-24 | 长沙炙夏机电科技有限公司 | Compaction pile construction device and method |
| CN113445499A (en) * | 2021-06-30 | 2021-09-28 | 陕西龙海新创基础工程有限公司 | Construction method for concrete ramming and expanding head pile in backfilling field |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2093864U (en) * | 1991-01-25 | 1992-01-22 | 谢莘南 | Pipe-sinking pile capable of enlarging pile body in need |
| CN2145812Y (en) * | 1992-12-06 | 1993-11-10 | 甘肃省第五建筑工程公司 | Indoor dense extruder |
| JPH06136745A (en) * | 1992-04-28 | 1994-05-17 | J D F:Kk | Construction method for hollow widened bottom cast-in-place concrete pile |
| CN201678997U (en) * | 2010-04-15 | 2010-12-22 | 骆军 | Closed compaction pile underreamer |
| KR101039042B1 (en) * | 2010-07-22 | 2011-06-03 | 강명석 | Reinforcement structure for pile |
| CN102425166A (en) * | 2011-09-09 | 2012-04-25 | 苏州力高建筑工程技术有限公司 | Novel pile driving method and equipment for foundation construction treatment |
| CN102995637A (en) * | 2012-12-19 | 2013-03-27 | 刘清洁 | Equipment and method for constructing immersed tube compaction pile on large-thickness backfilling or self-weight collapsible loess field |
| CN204608762U (en) * | 2015-02-12 | 2015-09-02 | 刘清洁 | A kind of device of construct sinking tube compacted stake or cast-in-place concrete pile |
-
2015
- 2015-02-12 CN CN201510074848.3A patent/CN104727308B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2093864U (en) * | 1991-01-25 | 1992-01-22 | 谢莘南 | Pipe-sinking pile capable of enlarging pile body in need |
| JPH06136745A (en) * | 1992-04-28 | 1994-05-17 | J D F:Kk | Construction method for hollow widened bottom cast-in-place concrete pile |
| CN2145812Y (en) * | 1992-12-06 | 1993-11-10 | 甘肃省第五建筑工程公司 | Indoor dense extruder |
| CN201678997U (en) * | 2010-04-15 | 2010-12-22 | 骆军 | Closed compaction pile underreamer |
| KR101039042B1 (en) * | 2010-07-22 | 2011-06-03 | 강명석 | Reinforcement structure for pile |
| CN102425166A (en) * | 2011-09-09 | 2012-04-25 | 苏州力高建筑工程技术有限公司 | Novel pile driving method and equipment for foundation construction treatment |
| CN102995637A (en) * | 2012-12-19 | 2013-03-27 | 刘清洁 | Equipment and method for constructing immersed tube compaction pile on large-thickness backfilling or self-weight collapsible loess field |
| CN204608762U (en) * | 2015-02-12 | 2015-09-02 | 刘清洁 | A kind of device of construct sinking tube compacted stake or cast-in-place concrete pile |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105544511A (en) * | 2015-12-04 | 2016-05-04 | 中铁第四勘察设计院集团有限公司 | Novel hole-forming and pile-forming device and construction method thereof |
| CN106400786A (en) * | 2016-05-31 | 2017-02-15 | 刘清洁 | Lengthened tube-sinking rammed cast-in-place pile pipe, pile driver and pile driving method |
| CN106400786B (en) * | 2016-05-31 | 2018-08-03 | 刘清洁 | A kind of extended type tube immersing ramming grouting pile pile pipe, piling machine and its pile-driving method |
| CN106149480A (en) * | 2016-08-24 | 2016-11-23 | 中铁四局集团建筑工程有限公司 | It is applicable to the straight thread stake machine without hydraulic thick sand bed geology and construction method |
| CN106149480B (en) * | 2016-08-24 | 2018-12-28 | 中铁四局集团建筑工程有限公司 | Straight rib line stake machine and construction method suitable for no hydraulic thick sand bed geology |
| CN107338781A (en) * | 2017-08-10 | 2017-11-10 | 中国电建集团华东勘测设计研究院有限公司 | A kind of compacting pile construction device and its construction method |
| CN109339043A (en) * | 2018-11-30 | 2019-02-15 | 龙元建设集团股份有限公司 | Steel pipe anchor rod stake machine and construction method |
| CN111441352A (en) * | 2020-04-26 | 2020-07-24 | 长沙炙夏机电科技有限公司 | Compaction pile construction device and method |
| CN113445499A (en) * | 2021-06-30 | 2021-09-28 | 陕西龙海新创基础工程有限公司 | Construction method for concrete ramming and expanding head pile in backfilling field |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104727308B (en) | 2017-02-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104727308A (en) | Immersed tube compaction pile or cast-in-place concrete pile construction device and method | |
| US7326004B2 (en) | Apparatus for providing a rammed aggregate pier | |
| WO2018210019A1 (en) | Pile formation method for down-the-hole impact rotary jet composite piles | |
| CN105887876B (en) | A kind of construction method and its pile-forming apparatus of cast-in-place major diameter combination thin-walled screw thread pile tube | |
| CN104420486B (en) | A kind of extending shallow foundation and be additionally arranged at the bottom of method and the structure of steel-pipe pile | |
| CN103184734A (en) | Implanted and grouted compound pile and construction method | |
| CN103031839A (en) | Construction method of hand-dug piles | |
| CN105442532A (en) | Construction method for pile-head-expanded bored pile | |
| CN104532853B (en) | Deep foundation pit supporting method and system characterized by steel reinforced cement-soil piles, bolts easy to detach and automatic monitoring and early warning | |
| CN107642041A (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN203213101U (en) | Embedding grouting combined pile | |
| CN103953030A (en) | Threaded screwing inserting bar compaction filling pile | |
| CN105155575B (en) | Non-excavation cantilever retaining wall with embedded steel pipe and construction method of non-excavation cantilever retaining wall | |
| CN207484290U (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN102966109A (en) | Method for constructing zonal deep foundation pit bottom sealing of soft soil foundation | |
| CN204608762U (en) | A kind of device of construct sinking tube compacted stake or cast-in-place concrete pile | |
| CN102444119A (en) | Method for construction of pipe sinking cast-in-place pile in pebble bed, gravel layer and sand layer | |
| CN205576957U (en) | Stake end pilework | |
| CN107642040A (en) | The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter | |
| CN203808055U (en) | Screw post-reinforced compacted pile | |
| CN104264679B (en) | A kind of electric power pylon basis heavy caliber Underwater pile construction method | |
| CN102268877A (en) | Construction method for great-depth or large-diameter mechanical expanding caisson pile | |
| CN110067205A (en) | A kind of permanent protecting tube embedding construction method of bridge pier column outsourcing | |
| CN207004431U (en) | Soft soil foundation exciting drilling device | |
| CN109322315A (en) | A kind of retaining structure and its construction method for high Steep Slope Embankment location |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20191126 Address after: Room 20802, unit 2, building 1, Jiajia garden, No. 31, west section of North 2nd Ring Road, Xi'an Economic and Technological Development Zone, Xi'an City, Shaanxi Province Patentee after: Shaanxi Longhai Xinchuang Foundation Engineering Co., Ltd Address before: 710075 Shaanxi city of Xi'an province science and technology road 195 Yiyuan century block A room 0707 Patentee before: Liu Qingjie |
|
| TR01 | Transfer of patent right |