CN106836179B - The construction method of vertical strengthening ribs enhanced bellows grouting pile - Google Patents
The construction method of vertical strengthening ribs enhanced bellows grouting pile Download PDFInfo
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- CN106836179B CN106836179B CN201611115710.4A CN201611115710A CN106836179B CN 106836179 B CN106836179 B CN 106836179B CN 201611115710 A CN201611115710 A CN 201611115710A CN 106836179 B CN106836179 B CN 106836179B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- 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
- E02D5/58—Prestressed concrete piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/20—Placing by pressure or pulling power
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- Civil Engineering (AREA)
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- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to vertical strengthening ribs enhanced bellows grouting pile and construction methods, mainly by extending muscle, fixed disc, pouch, steel plate pile top, pipe pile joint, separate type aperture fixing steel plate, stake week stabilization zone, bottom-grouting-enlarged, steel sheet pile ogival tube core, top anchor plate, sole plate after prefabricated tubular pile, the prefabricated club-footed pile end of band part prefabricated tubular pile, filling bottom club-footed pile end, vertical strengthening ribs, more piece；It is designed with pile extension hole at the top and bottom of tubular pole, upper section stake is connect with lower section stake by pile extension connecting rod.And with stud at pile extension, nut, the monoblock type circle connection inner sleeve with through hole with connect outside plate with inverted triangle flange plate separate type arc and is socketed.The technology of the present invention method is easy for construction, and construction cost is low, low to the technical requirements of engineering construction personnel, and can greatly improve the bending resistance of whole foundation pile, shearing strength.This method construction technology is simple, strong operability, controls convenient for quality, economic benefit is obvious, punishes significant effect.
Description
Technical field
The present invention relates to vertical strengthening ribs enhanced bellows grouting pile more particularly to vertical strengthening ribs enhanced bellows slip castings
Stake and construction method, belong to building pile foundation field of engineering technology.It is primarily adapted for use in building foundation, subgrade engineering basement process etc.
Technical field.
Background technique
Prefabricated tubular pile is one of the pile foundation product largely used in China's construction project, but the splicing of tubular pole scene is generally deposited
In problem, conventional connecting method is as welded, and welding point is influenced by weather and operator's attainment, and usual quality is not easy
Guarantee, to accelerate the duration, to generally occur within weld seam inadequate cooling time, and stake is just pressed into soil, and weld seam meets underground water and cools down rapidly, welds
Seam cracking, causes pile extension second-rate.But if guaranteeing weld seam cooling time, construction efficiency is with regard to impacted.When such as welding consumption
Between it is too long, then because of soil body thixotropy, increase tubular pole pile sinking difficulty, designed elevation cannot be reached by frequently resulting in, and give top-out peace
Hidden danger is brought entirely.Although tradition machinery connection such as snapping reduces welding workload, but fastener may take off in pile driving process
It falls, quality is difficult to be guaranteed, and higher cost.
Before making the present invention, Chinese invention patent " a kind of prestressing force wedge shape tubular pile splicing technology and its construction method " is (specially
Benefit number: CN201310052957.6) disclosing a kind of prestressing force wedge shape tubular pile splicing technology and its construction method, it is first in work
Factory produces the prestressing force wedge shape tubular pole of threaded, pin hole, Grouting Pipe and injected hole, and utilizes wedge-shaped tubular pole top and the bottom stake diameter
Two root canal piles are corresponded to and tighten and assign pin by difference；After the completion of waiting pile sinking, two tubular poles are connected by Grouting Pipe pre-buried in advance
It connects section and carries out slip casting, soil around pile is made to form enlarged footing, to solve connector difficulty and its place between prestressing force taper pipe pile pipe stake
Managing improper leads to problems such as the bending resistance of foundation pile entirety, shearing strength low.The technology of the present invention method construction party technical solution is different from
Traditional welding interconnection technique solves connector difficulty between the pile pipe stake of prestressing force taper pipe and its dealing with improperly causes foundation pile integrally to resist
Curved, the problems such as shearing strength is low.But the technology still has a diameter and changes, the pile body breakout capacity and pile body of tubular pole with
Soil Surrounding frictional force is insufficient, the hypodynamic problem of pipe pile foundation resistance to plucking.Chinese invention patent " is produced pre- using secondary injection slurry processes
The method of stress anti-pulling pipe piles " (patent No.: CN201210310149.0) provides a kind of utilization secondary injection slurry processes production prestressing force
The method of anti-pulling pipe piles, this method solves the problems, such as that pile body, particularly end plate and pile body junction withdrawal resistance are weak, while to solve
The certainly lower problem of Soft Clay pile body and Soil Surrounding frictional force solves pipe pile foundation withdrawal resistance and is not able to satisfy design requirement
The problem of, but all slip casting greatly increases project cost, welding in the stake of pipe pile week, and increases construction work
Phase.
The purpose of the present invention is to overcome the above shortcomings and defect, and solution tubular pole overall pulling test strength is low, pile side friction
Incomplete problem is played, secondary injection slurry processes production prestress pulling resistant tubular pole is solved and increases project cost, welding, and increase
The shortcomings that having added the construction period.Connect part using pile extension, the monoblock type circle with through hole connects inner sleeve and with the inverted triangle edge of a wing
Plate, separate type arc connect outside plate, and stud connects tubular pole up and down, and by grouting bag, steel plate pile top fills bottom club-footed pile
End, it is bottom-grouting-enlarged, improve the bending resistance of foundation pile entirety, shearing resistance and the comprehensive function of vertical bearing capacity.Band portion is connected to by locking
Divide the vertical strengthening ribs at prefabricated the club-footed pile end and top anchor plate of prefabricated tubular pile, generate prestressing force, increases built pile and integrally resist
Pull out ability.
Summary of the invention
The purpose of the present invention is overcome the deficiencies of the prior art and provide connector between a kind of solution tubular pole tubular pole it is difficult and
It, which is dealt with improperly, leads to problems such as the bending resistance of foundation pile entirety, shearing strength low, solves the perpendicular of the low disadvantage of tubular pole overall pulling test ability
To the construction method of reinforcing rib enhanced bellows grouting pile.
The purpose of the present invention is what is be achieved through the following technical solutions: the technical solution adopted by the present invention are as follows: pre- in factory
The prefabricated club-footed pile end of band part prefabricated tubular pile processed, prefabricated tubular pile, steel plate pile top, vertical strengthening ribs, band part prefabricated tubular pile
Already provided with partial precast tubular pole, the prefabricated club-footed pile end of band part prefabricated tubular pile on stake end when prefabricated club-footed pile end makes
Injected hole is reserved in interior design position, and upper section tubular pole passes through with the part tubular pole on the prefabricated club-footed pile end of band part prefabricated tubular pile
The connection of pile extension connecting rod.And with stud, nut, the monoblock type circle connection inner sleeve with through hole at pile extension and with three
Angle blade listrium separate type arc connects outside plate socket, with separate type aperture fixing steel plate fixing belt partial precast tubular pole when pile extension
Prefabricated club-footed pile end, tubular pole are equipped with perforation two tubular pole through holes of tubular pole pile lining with a certain distance from stake top, stake bottom, and pile sinking is completed
Afterwards, was carried out by slip casting, forms stake week stabilization zone 2-section pipe stake stake week by pre-buried Grouting Pipe, slip casting triggering is carried out to stake bottom
Extension muscle is formed bottom-grouting-enlarged after catapult-launching gear ejects.
Vertical strengthening ribs enhanced bellows grouting pile and construction method, including following technical step:
(1) production prefabricated tubular pile, the prefabricated club-footed pile end of band part prefabricated tubular pile are made in factory first；It is required that prefabricated pipe
Consideration construction and convenient transportation, each tubular pole length root are taken into account in stake, vertical strengthening ribs, the prefabricated club-footed pile end of band part prefabricated tubular pile
It is determined according to design requirement；While prefabricated tubular pile, pile extension hole, upper section pipe are all reserved at the top of upper section tubular pole bottom and lower section tubular pole
The diameter that its aperture of through hole is stud, the reserved note in tubular pole interior design position are designed at the top of stake bottom and lower section tubular pole
Starch hole；Already provided with part vertical strengthening ribs and prefabricated on stake end when the prefabricated club-footed pile end production of band part prefabricated tubular pile
Reserve injected hole in the prefabricated club-footed pile end interior design position of tubular pole, band part prefabricated tubular pile；
(2) smooth location lays stake position: according to design requirement site clearing, measuring stake position, and lays in designated position
Drilling machine；And prefabricated tubular pile is transported into engineering site；
(3) well cementing: boring extracting soil, bottom reaming, and pea gravel concreten or mortar are poured into, it is formed and fills bottom club-footed pile
End；
(4) the prefabricated club-footed pile end of band part prefabricated tubular pile of steel plate pile top and prefabricated is cased with using the construction of static pressure machine static pressure
Tubular pole；It is characterized by also including following technical steps:
(5) behind the prefabricated club-footed pile end of sinking construction completion band part prefabricated tubular pile, two pieces 240 ° of separate type aperture is fixed
Position steel plate is inserted into from two sides, and separate type aperture fixing steel plate notch alignment vertical strengthening ribs are correspondingly placed into, and separate type aperture is fixed
Position steel plate is placed on fixed disc in the following, using bolt again, and nut fixes separate type aperture fixing steel plate；
(6) the monoblock type circle connection inner sleeve behind the prefabricated club-footed pile end of fixing belt partial precast tubular pole with through hole is put
Enter in the part tubular pole on the prefabricated club-footed pile end of band part prefabricated tubular pile, is sequentially inserted into tubular pole through hole, band with stud
The monoblock type circle of through hole connects inner sleeve, tubular pole through hole, then with pile extension connecting rod by being placed with hydro-expansive rubber in advance
The pile extension hole pile extension of circle after pile extension, is sequentially inserted into tubular pole through hole, in the monoblock type circle connection with through hole with stud
Sleeve, tubular pole through hole.By stud, nut is socketed in the separate type arc connection outside plate with two pieces with the triangle edge of a wing again
On the outside of tubular pole；It is bolted and extends two sides vertical strengthening ribs；
(7) the first root canal pile is sunk in static pressure construction, continue and, repeat (4) one (5) construction procedures, complete subsequent several root canal piles
Connection and piling construction；
(8) after completing all tubular pole piling constructions, by the Grouting Pipe that is embedded on the inside of tubular pole to around tubular pole linkage section,
Pouch carries out injecting treatment, completes vertical strengthening ribs enhanced bellows slip casting pile driving construction；Wherein to around tubular pole linkage section, pouch
Slip casting specifically includes following technical step:
(1) clear water cleaves: pressure injection clear water, and cyclic annular high-pressure slip-casting hose opens, continues to pressurize, and carries out clear water splitting, will fill in
The soil erosion of plug-hole guarantees the unimpeded of slip casting path；
(2) stake side pile grouting: the cement in cement slurry storage barrel is passed through vertical bottom slip casting supervisor, stake side by grouting pump
Slip casting supervisor's injection tubular pole；Wherein, grouting quality control uses grouting amount and grouting pressure dual control method, with the quantity of the cement injected control
It is made as leading, supplemented by pumping termination pressure control；
(3) catapult-launching gear triggers: relying on grouting pressure, the stopple for washing bottom open infuses vertical pile grouting branch pipe
Slurry.When washing the prefabricated club-footed pile end side cinclides plug of band part prefabricated tubular pile open, the catapult-launching gear of the inside is triggered, it is solid by being connected to
Determine the fixed telescopic rod of spring handle on bottom plate, eject, eject without wall telescopic rod after fix telescopic rod Ka Gou and coagulation
Inbuilt Ka Gou is fixed in soil, and the Ka Gou reserved on the latch on no wall telescopic rod and fixed telescopic rod is fixedly connected.Fixation is stretched
It contracting bar and forms after more piece extension muscle without wall telescopic rod and then struts and bind pouch on bottom anchor bolt, shape is finally at note
Starch base expanding and base expanding；
The tubular pole length is 8-12m, and tubular pole diameter is 600-800mm, tubular pole wall thickness 100-150mm, tubular pole upper and lower side
It is 10-30mm that interior corresponding position, which is arranged symmetrically 4 apertures, and length is the pile extension hole of 250-400mm；300- each from tubular pole upper and lower side
Tubular pole through hole is arranged in 500mm, and aperture 30-50mm, place is symmetrical arranged four diameters as the Grouting Pipe of 15-20mm inside tubular pole
Road.
The vertical strengthening ribs length is 8-12m, and diameter D=16mm, fixed disc is welded on vertical strengthening ribs, fixed
Disk diameter D=80mm, wall thickness 20mm.
The stud diameter consistent with tubular pole through hole aperture is 30-50mm, a length of 650-850mm, band inverted triangle
It is 30-50mm that its aperture of through hole is also provided on the separate type arc connection outside plate of flange plate, position it is corresponding stud with
Separate type arc with inverted triangle flange plate connects outside plate joint.
The monoblock type circle with through hole connects the high 800mm-1000mm of inner sleeve cylinder, wall thickness 5-10mm, outer diameter
600-800mm, install later half in upper section tubular pole half in lower section tubular pole；Separate type arc with inverted triangle flange plate
Outside plate internal diameter 600-800mm is connected, the separate type arc with inverted triangle flange plate connects outside plate height and with the entirety of through hole
It is unanimously 800mm-1000mm, wall thickness 5-10mm that formula circle, which connects inner sleeve, and finally installs later half in upper section tubular pole one
Half in lower section tubular pole.
The prefabricated club-footed pile end of the band part prefabricated tubular pile, stake end radius 1000-1200mm, high 600mm, internal reservation
Having diameter is the grouting pipe of 15-20mm.The prefabricated club-footed pile end top of band part prefabricated tubular pile has partial precast tubular pole, pipe
Pile length is 2-3m, and tubular pole equal diameter is 600-800mm, tubular pole wall thickness 50-150mm, and tubular pole upper end corresponding position is arranged symmetrically 4
A aperture is 10-30mm, and length is the pile extension hole of 250-400mm；From tubular pole upper end 300-500mm, tubular pole through hole, hole are set
Diameter is 30-50mm, and the grouting pipe that four diameters are 15-20mm is arranged in tubular pole internal symmetry.
The steel plate pile top diameter is 1000-1200mm, and when piling is coated at the prefabricated club-footed pile of band part prefabricated tubular pile
End, facilitates piling.
Separate type aperture fixation steel plate is made of two pieces 240 ° of ring steel plate, internal diameter 700-900mm, outer diameter
900-1100mm, wall thickness 20-40mm and fixed disc can be placed on the fixing steel plate of separate type aperture when pile extension
The fixed telescopic rod is fixed in advance in Grouting Pipe and fixed telescopic rod outer diameter is 13-18mm, wall thickness 2mm, bar
Long 200mm.
The no wall telescopic rod outer diameter is 9-14mm, wall thickness 2mm, the long 200mm of bar.No wall telescopic rod includes that three pieces erect steel
There is empty breath there are also latch, between steel disc and concrete facilitated to flow out in piece, two clamping rings pieces, spring, latch is used to fix nothing
Wall telescopic rod.
The fixed bottom plate outer diameter is 15-20mm, and internal diameter is 13-18 wall thickness 3mm, is welded with multiple bullets along internal radius
Spring.It fixes telescopic rod, without wall telescopic rod compressed spring, the other end of two bars is stoppered by stopple, avoid stretching fixation because of elastic force
Contracting bar is popped up without wall telescopic rod.
The beneficial effects of the present invention are:
(1) using drilling preexisting hole technology, soil compaction effect when pile body is set can be not only effectively reduced, and can be improved
Pile sinking speed is fast, protects the integrality of pile body.
(2) connect part using pile extension, the monoblock type circle with through hole connects inner sleeve and with inverted triangle flange plate, separate type
Arc connects outside plate, and stud connects tubular pole up and down, greatly strengthens the stability of pile body entirety, improves foundation pile and integrally resists
Curved, shearing resistance effect
(3) stake side uses high-pressure slip-casting pipe, and controllably grouting under pressure, so that slurry is preferably penetrated into the soil body, makes full use of
Soil around pile becomes modified ground, improves foundation bearing capacity.
(4) by grouting bag, steel plate pile top fills bottom base expanding and base expanding pile top, and bottom-grouting-enlarged pile top improves foundation pile and vertically carries
Power.
(5) the prefabricated club-footed pile end of band part prefabricated tubular pile and the vertical reinforcement of top anchor plate are connected to by locking
Muscle generates prestressing force, increases built pile overall pulling test ability.
Detailed description of the invention
Fig. 1 is vertical strengthening ribs enhanced bellows grouting pile structural schematic diagram of the present invention；
Fig. 2 is cross-sectional view after the completion of the construction of Fig. 1 pipe pile joint；
Fig. 3 is Fig. 1 joint structure schematic top plan view；
Fig. 4 is separate type aperture fixing steel plate schematic diagram；
Fig. 5 is bolt schematic diagram；
Fig. 6 is nut schematic diagram；
Fig. 7 catapult-launching gear structural schematic diagram；
Fig. 8 is Fig. 7 ejection schematic diagram of base structure；
Fig. 9 is the fixed Telescopic rod structure schematic diagram of Fig. 7；
Figure 10 is Fig. 7 without wall Telescopic rod structure schematic diagram；
Figure 11 to Figure 13 is vertical strengthening ribs enhanced bellows grouting pile construction process figure.
Description of symbols: 1-prefabricated tubular pile, the prefabricated club-footed pile end of 2-band part prefabricated tubular piles, 3-fill bottom base expanding and base expanding
Stake end, 4-threaded fixing ends, 5-bottom anchor bolts, 6-vertical strengthening ribs, 7-vertical bottom slip casting supervisors, 8-stakes
Extension muscle, 11-side wall grouting holes, 12-stopples, 13-are fixed after side slip casting supervisor, 9-pile grouting branch pipes, 10-more pieces
Disk, 14-pouches, 15-steel plate pile tops, 16-pipe pile joints, 17-pile extension holes, 18-pile extension connecting rods, 19-water-swellables
The monoblock type circle connection inner sleeve of rubber ring, 20-with through hole, the 21-separate type arc connections with inverted triangle flange plate
Outside plate, 22-studs, 23-nuts, 24-tubular pole through holes, 25-separate type aperture fixing steel plates, 26-bolts,
27-catapult-launching gears, 28-fixed bottom plates, 29-springs, 30-fixed telescopic rods, 31-clamping rings pieces, 32-Ka Gou,
33-without wall telescopic rod, 34-latches, 35-erect steel discs, it is 36-bottom-grouting-enlarged, 37-stake week stabilization zone, 38-head tubes
Core, 39-top anchor plates, 40-top anchor bolts, 41-sole plates.
Specific embodiment
The present invention is described further below with reference to embodiment.The explanation of following embodiments is merely used to help understand this
Invention.It should be pointed out that for those skilled in the art, without departing from the principle of the present invention, also
Can be with several improvements and modifications are made to the present invention, these improvement and modification also fall into the protection scope of the claims in the present invention
It is interior.
Fig. 1 is vertical strengthening ribs enhanced bellows grouting pile structural schematic diagram of the present invention, and Fig. 2 is the construction of Fig. 1 pipe pile joint
Cross-sectional view after the completion, Fig. 3 are Fig. 1 joint structure schematic top plan views, and Fig. 4 is separate type aperture fixing steel plate schematic diagram, and Fig. 5 is spiral shell
Bolt schematic diagram, Fig. 6 are nut schematic diagrames, referring to Fig.1~6 shown in piled anchor integrated combination tubular pole mainly by prefabricated tubular pile 1, band
The prefabricated club-footed pile end 2 of partial precast tubular pole, fill extend after bottom club-footed pile end 3, vertical strengthening ribs 6, more piece muscle 10, pouch 14,
Steel plate pile top 15, separate type aperture fixing steel plate 25, bolt 26, nut 23, catapult-launching gear 27, is fixed and is stretched pipe pile joint 16
Bar 30, without wall telescopic rod 33.
The prefabricated club-footed pile end 2 for the band part prefabricated tubular pile for being cased with steel plate pile top 15 is put into pore-forming with hanging device,
An end should be kept straight down when placement.
Tubular pole bottom, top are equipped with pile extension hole 17, on the prefabricated club-footed pile end 2 of first segment tubular pole and band part prefabricated tubular pile
Tubular pole pass through pile extension connecting rod 18 connect.The monoblock type circle connection inner sleeve 20 with through hole is first put into band part when pile extension
Tubular pole through hole 24, band through hole are sequentially inserted into stud 22 again in tubular pole on the prefabricated club-footed pile end 2 of prefabricated tubular pile
Monoblock type circle connect inner sleeve 20, tubular pole through hole 24.Again with pile extension connecting rod 18 by being placed with hydro-expansive rubber in advance
The pile extension hole 17 of circle 19 is taken over, and after upper section tubular pole and lower section tubular pile splicing, is sequentially inserted into first segment tubular pole with stud 22 and passes through
Perforation 24, the monoblock type circle with through hole connect inner sleeve 20, first segment tubular pole through hole 24.After pile extension, with two pieces of bands three
By stud 22, nut 23 is socketed on the outside of tubular pole the separate type arc connection outside plate 21 of angle blade edge.
Fig. 7 is catapult-launching gear structural schematic diagram.Fig. 8 is Fig. 7 ejection schematic diagram of base structure, and Fig. 9 is the fixed telescopic rod of Fig. 7
Structural schematic diagram, Figure 10 is Fig. 7 without wall Telescopic rod structure schematic diagram, referring to Fig. 7~10 diagram.As shown in fig. 7, catapult-launching gear
Mainly have fixed bottom plate 28, spring 29, fixed telescopic rod 30, fixinig plate 31, card ditch 32, without wall telescopic rod 33, latch 34, erect
Steel disc 35 forms.Fixed telescopic rod is previously positioned in Grouting Pipe and fixed telescopic rod outer diameter is 13-18mm, wall thickness 2mm, and bar is long
200mm.No wall telescopic rod outer diameter is 9-14mm, wall thickness 2mm, the long 200mm of bar.No wall telescopic rod include three pieces erect steel disc, two
There is empty breath there are also latch, between steel disc and concrete facilitated to flow out in a clamping rings piece, spring, latch is used to fixation and stretches without wall
Contracting bar.Fixed bottom plate outer diameter is 15-20mm, and internal diameter is 13-18 wall thickness 3mm, is welded with multiple springs along internal radius.Fixation is stretched
Contracting bar, without wall telescopic rod compressed spring, the other end of two bars is stoppered by stopple, is avoided because elastic force is fixed telescopic rod, Wu Bi
Telescopic rod pop-up.
The prefabricated club-footed pile end side cinclides plug for washing band part prefabricated tubular pile open by grouting pressure triggers the ejection dress of the inside
27 are set, ejected, ejected fixed telescopic rod 30, without wall telescopic rod 33 by the spring 29 being connected on fixed bottom plate 28
30 card ditch 32 of telescopic rod is fixed after coming and card ditch 32 inbuilt in concrete is fixed, latch 34 on no wall telescopic rod 33 and fixed
The card ditch 32 reserved on telescopic rod 30 is fixedly connected.Fixed telescopic rod 30 and without wall telescopic rod 33 form after more piece extension muscle 10 into
And the pouch 14 bound on bottom anchor bolt 5 is strutted, form bottom-grouting-enlarged 36；
Shown in Figure 11 to Figure 13, implantation slip casting built pile construction procedure is as follows:
Step 1: laying stake position: according to design requirement site clearing, measuring stake position, and lay and drill in designated position
Machine；
Step 2: bore expanded hole is in the milk: the reaming of boring extracting soil bottom, and pea gravel concreten or mortar are poured into, it is formed and fills bottom
Club-footed pile end；
Step 3: stake end is transferred: the prefabricated base expanding and base expanding of the band part prefabricated tubular pile of steel plate pile top 15 will be cased with hanging device
Stake end 2 is put into pore-forming, and when placement should keep an end straight down；
Step 4: aperture positions: after the completion of prefabricated club-footed pile end 2 decentralization of band part prefabricated tubular pile, with two pieces 180 °
Separate type aperture fixing steel plate 25 is inserted into from two sides, and 25 notch alignment vertical strengthening ribs of separate type aperture fixing steel plate correspondence is put
Enter, and fixing steel plate 25 fixed disc 13 in separate type aperture is in the following, with bolt 26, nut 23 is by separate type aperture fixing steel plate 25
It is fixed；
Step 5: pile extension: behind the prefabricated club-footed pile end 2 of fixing belt partial precast tubular pole that the monoblock type with through hole is round
Partial precast tubular pole through hole 24 is sequentially inserted into stud 22 again in connection 20 partial precast tubular pole 2 of inner sleeve, band runs through
The monoblock type circle in hole connects inner sleeve 20, partial precast tubular pole through hole 24, then with pile extension connecting rod 18 by being placed with chance in advance
The pile extension hole of water-expansible rubber circle 19 connects and saves tubular pole up and down, after 2 pile extension of upper section tubular pole 1 and partial precast tubular pole, with double end spiral shell
Bolt 22 is sequentially inserted into section tubular pole through hole 24, monoblock type circle connection inner sleeve 20, upper section tubular pole through hole 24 with through hole,
By stud 22, nut 23 is socketed on the outside of tubular pole the separate type arc connection outside plate 21 with two pieces with the triangle edge of a wing again；
It is connected by bolt 26 and requires spreading tubular pole two sides vertical strengthening ribs 6 according to stake is long；
Step 6: aperture positions pile extension: continuing Step 4: five；
Step 7: clear bottom injection forming: removing bottom sundries, and required according to bearing capacity, pass through vertical bottom slip casting
Supervisor, slip casting around pile are responsible for slip casting.By grouting pressure, side wall is washed open, the stopple 12 of bottom carries out slip casting.It is pre- to wash band part open
When the prefabricated club-footed pile end side cinclides plug of tubulation stake, the catapult-launching gear 27 of the inside is triggered, by being connected on fixed bottom plate 28
29, spring fixed telescopic rods 30 fix 30 card ditch 32 of telescopic rod and coagulation after ejecting, eject without wall telescopic rod 33
Inbuilt card ditch 32 is fixed in soil, the 32 phase fixed of card ditch reserved on the latch 34 on no wall telescopic rod 33 and fixed telescopic rod 30
It is fixed.Extension muscle 10 struts binding on bottom anchor bolt 5 in turn after fixing telescopic rod 30 and forming more piece without wall telescopic rod 33
Pouch 14, formed bottom-grouting-enlarged 36；
Step 8: stake top tube core: successively installing internal model, bed die, steel cylinder is finally that external mold is installed into position progress pipe of concrete
Core；
Step 9: anchoring locking: passing through top anchor plate 39, anchoring locking 6 He of vertical strengthening ribs of top anchor bolt 40
Prefabricated tubular pile 1；
Step 10: connection superstructure: being poured after the completion of basis with 41 monolithic concrete of superstructure sole plate.
Claims (1)
1. the construction method of vertical strengthening ribs enhanced bellows grouting pile, it is characterised in that: including prefabricated tubular pile (1), band part
The prefabricated club-footed pile end (2) of prefabricated tubular pile, vertical strengthening ribs (6), steel plate pile top (15), tubular pole bottom and top are equipped with pile extension hole
(17), upper section tubular pole is connect with lower section tubular pole by pile extension connecting rod (18)；And with stud (22), nut at pile extension
(23), monoblock type circle connection inner sleeve (20) with through hole connects outside plate with the separate type arc with inverted triangle flange plate
(21) be socketed, when pile extension by separate type aperture fixing steel plate (25) it is fixed it is lower save stake, prefabricated tubular pile (1) is from bottom and top one
Set a distance is designed with a tubular pole through hole (24) of perforation tubular pole pile lining, the prefabricated club-footed pile end (2) of band part prefabricated tubular pile
On part tubular pole tubular pole through hole (24) also are being provided with a certain distance from top；Prefabricated tubular pile (1) stake week is equipped with stake Zhou Jiagu
Area (37), stake bottom are equipped with catapult-launching gear (27), carry out extending muscle after slip casting triggered ejection device (27) eject more piece to stake bottom
(10) bottom-grouting-enlarged (36) are formed；Fixed disc (13) is welded on vertical strengthening ribs (6)；The catapult-launching gear (27) includes solid
Determine telescopic rod (30), without wall telescopic rod (33) and fixation bottom plate (28), the fixed telescopic rod (30) is placed on pile grouting branch
It manages in (9)；No wall telescopic rod (33) includes that three pieces erect steel disc (35), and two clamping rings pieces (31), spring (29), there are also block
Tooth (34), erects the gap for existing between steel disc (35) and concrete being facilitated to flow out, and latch (34) is used to fixed without wall telescopic rod
(33)；The fixed bottom plate (28) is welded with multiple springs (29) along internal radius；Fixed telescopic rod (30), without wall telescopic rod
(33) compressed spring stoppers the other end of two bars by stopple (12), avoids stretching because of elastic force fixed telescopic rod (30), without wall
Bar (33) pop-up；Specifically include following technical step:
1) production prefabricated tubular pile (1), the prefabricated club-footed pile end (2) of band part prefabricated tubular pile, steel plate pile top are made in factory first
(15), vertical strengthening ribs (6)；It is required that prefabricated tubular pile (1), the prefabricated club-footed pile end (2) of band part prefabricated tubular pile, vertical strengthening ribs
(6) consideration construction and convenient transportation are taken into account, each tubular pole, vertical strengthening ribs length are determined according to design requirement；Prefabricated tubular pile it is same
When, tubular pole bottom dome is all reserved with pile extension hole (17), and tubular pole bottom dome is designed with tubular pole through hole (24), and aperture is double
Injected hole is reserved in the diameter of hook bolt (22), tubular pole interior design position, and vertical strengthening ribs (6) both ends setting screw thread facilitates bolt
Connection；When prefabricated club-footed pile end (2) production of band part prefabricated tubular pile on stake end already provided with part vertical strengthening ribs and
Reserve injected hole in the prefabricated club-footed pile end interior design position of prefabricated tubular pile, band part prefabricated tubular pile；
2) smooth location lays stake position: according to design requirement site clearing, measuring stake position, and lays and drill in designated position
Machine；And prefabricated tubular pile is transported into engineering site；
3) well cementing: boring extracting soil, bottom reaming, and pea gravel concreten or mortar are poured into, it is formed and fills bottom club-footed pile end (3)；
4) the prefabricated club-footed pile end (2) of the band part prefabricated tubular pile of steel plate pile top (15) is cased with using static pressure machine static pressure, after pile extension
Static Pressure Prefabricated Pipe Pile (1) again；
5) it is cased with after the completion of prefabricated club-footed pile end (2) the static pressure construction of the band part prefabricated tubular pile of steel plate pile top (15), two pieces
240 ° of separate type aperture fixing steel plate (25) is inserted into from two sides, separate type aperture fixing steel plate notch alignment vertical strengthening ribs
(6) it is correspondingly placed into, and separate type aperture fixing steel plate is placed on fixed disc in the following, with bolt (26), nut (23) will separate
Formula aperture fixing steel plate (25) is fixed；
6) the monoblock type circle with through hole is connected inner sleeve after the prefabricated club-footed pile end (2) of fixing belt partial precast tubular pole
(20) it is put into the part tubular pole of the prefabricated club-footed pile end (2) of band part prefabricated tubular pile and is sequentially inserted into pipe with stud (22) again
Stake through hole (24), monoblock type circle with through hole connect inner sleeve (20), tubular pole through hole (24), then with pile extension connecting rod
(18) it by being placed with the pile extension hole pile extension of water swelling rubber ring (19) in advance, after pile extension, is sequentially inserted into stud (22)
The tubular pole through hole (24) of upper section tubular pole, the monoblock type circle with through hole connect inner sleeve (20), the tubular pole of upper section tubular pole passes through
It perforates (24)；After upper section tubular pole and lower section tubular pile splicing, outside plate is connected with two pieces of separate type arcs with inverted triangle flange plate
(21) by stud (22), nut (23) is socketed on the outside of tubular pole；It is connected by bolt (26) and is connect according to the long requirement of stake
Long tubular pole two sides vertical strengthening ribs (6)；
7) the first root canal pile is sunk in static pressure construction, is repeated 5)~6) construction procedure, complete connection and the pile sinking of subsequent several root canal piles
Construction；
8) after completing all tubular pole piling constructions, (7), slip casting around pile master are responsible for by the vertical bottom slip casting being embedded in tubular pole
Manage (8) and pile grouting branch pipe (9), to around tubular pole linkage section, pouch (14) carry out injecting treatment, complete vertical strengthening ribs increasing
Strong formula bellows slip casting pile driving construction；Wherein to around tubular pole linkage section, pouch slip casting specifically include following technical step:
1) clear water cleaves: pressure injection clear water, and cyclic annular high-pressure slip-casting hose opens, continues to pressurize, and carries out clear water splitting, will fill in plug-hole
Soil erosion guarantees the unimpeded of slip casting path；
2) stake side pile grouting: the cement in cement slurry storage barrel is responsible for (7) by vertical bottom slip casting by grouting pump, stake side is infused
Slurry supervisor (8) injects tubular pole；Wherein, grouting quality control uses grouting amount and grouting pressure dual control method, with the quantity of the cement injected
Based on control, supplemented by pumping termination pressure control；
3) catapult-launching gear triggers: relying on grouting pressure, carries out slip casting to pile grouting branch pipe (9)；Wash band part prefabricated tubular pile open
Prefabricated club-footed pile end (2) side wall stopple (12) when, trigger the inside catapult-launching gear (27), by being connected to fixed bottom plate
(28) spring (29) on is ejected fixed telescopic rod (30), without wall telescopic rod (33), will be fixed flexible after ejecting
Inbuilt Ka Gou in the concrete of the prefabricated club-footed pile end (2) of telescopic rod latch (34) and band part prefabricated tubular pile on bar (30)
(32) fixed, the Ka Gou (32) reserved on the latch (34) and fixed telescopic rod (30) on no wall telescopic rod (33) is fixedly connected；
Fixed telescopic rod (30) and binding is strutted in turn in band part prefabricated pipe without extension muscle (10) after wall telescopic rod (33) composition more piece
The pouch (14) on bottom anchor bolt (5) on the prefabricated club-footed pile end (2) of stake, ultimately forms bottom-grouting-enlarged (36).
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| CN201611115710.4A CN106836179B (en) | 2016-12-07 | 2016-12-07 | The construction method of vertical strengthening ribs enhanced bellows grouting pile |
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| CN109056716A (en) * | 2018-08-03 | 2018-12-21 | 高永光 | Rubber bag tank (chamber) Post Grouting Technique is installed at manually digging hole and full-sleeve engineering method bored concrete pile bottom |
| CN109469050A (en) | 2018-12-25 | 2019-03-15 | 高永光 | Grout pile bottom is installed by hollow (hole) doughnut-shaped steel plate capsule (chamber) Post Grouting Technique |
| CN109972519B (en) * | 2019-03-06 | 2020-12-25 | 安徽省公路桥梁工程有限公司 | Construction method of prefabricated hollow pier installation structure |
| CN112482371B (en) * | 2020-12-18 | 2022-05-10 | 郑州大学综合设计研究院有限公司 | Anchor tensioning device for integrated tubular pile |
| CN112482368B (en) * | 2020-12-18 | 2022-04-29 | 郑州大学综合设计研究院有限公司 | Integrated tubular pile and vertical controller thereof |
| CN114108677A (en) * | 2021-12-10 | 2022-03-01 | 安徽省公路桥梁工程有限公司 | Precast pile with glass fiber reinforced bars and pile forming and connecting mode |
| CN114411691B (en) * | 2022-02-09 | 2024-04-05 | 深圳百勤建设工程有限公司 | Soft soil foundation reinforcing device and construction method thereof |
| CN115387337B (en) * | 2022-08-16 | 2024-05-28 | 浙江大学 | Construction method of prefabricated pipe pile with pile side self-expansion expander |
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