CN106836179A - Vertical strengthening ribs enhanced bellows grouting pile and construction method - Google Patents
Vertical strengthening ribs enhanced bellows grouting pile and construction method Download PDFInfo
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- CN106836179A CN106836179A CN201611115710.4A CN201611115710A CN106836179A CN 106836179 A CN106836179 A CN 106836179A CN 201611115710 A CN201611115710 A CN 201611115710A CN 106836179 A CN106836179 A CN 106836179A
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- pile
- pile tube
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- grouting
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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
-
- 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
-
- 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)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to vertical strengthening ribs enhanced bellows grouting pile and construction method, 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 with partial precast pile tube, filling bottom club-footed pile end, vertical strengthening ribs, more piece；Pile tube top and bottom are designed with pile extension hole, and upper section stake is connected with the stake of lower section by pile extension connecting rod.And with stud, nut, the circular connection inner sleeve of the monoblock type with through hole and the arc connection outside plate socket of band inverted triangle flange plate separate type at pile extension.The technology of the present invention method easy construction, construction cost is low, and the technical requirements to engineering construction personnel are low, and can greatly improve the bending resistance of overall foundation pile, shearing strength.The method construction technology is simple, workable, is easy to quality control, and economic benefit substantially, punishes effect is significant.
Description
Technical field
The present invention relates to vertical strengthening ribs enhanced bellows grouting pile, more particularly to vertical strengthening ribs enhanced bellows slip casting
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 technology
Prefabricated tubular pile is one of a large amount of pile foundation products for using in China's construction project, but the splicing of pile tube scene is generally deposited
In problem, as welded, its welding point is influenceed greatly conventional connecting method by weather and operating personnel's attainment, and usual quality is difficult
Ensure, generally occur within weld seam cool time not enough to accelerate the duration, stake is just pressed into soil, and weld seam is met underground water and lowered the temperature rapidly, welds
Seam cracking, causes pile extension second-rate.But if ensureing weld seam cool time, efficiency of construction is just impacted.When such as welding consumption
Between it is oversize, then because of soil body thixotropy, increase pile tube pile sinking difficulty, frequently resulting in can not reach designed elevation, give top-out peace
Bring hidden danger entirely.Although tradition machinery connection such as snapping reduces welding job amount, but fastener may take off in pile driving process
Fall, quality is difficult to be guaranteed, and relatively costly.
Before making the present invention, Chinese invention patent " a kind of prestressing force wedge shape tubular pile splicing technology and its construction method " is (special
Profit number:CN201310052957.6 a kind of prestressing force wedge shape tubular pile splicing technology and its construction method) are disclosed, it is first in work
Factory produces the prestressing force wedge shape pile tube of threaded, pin hole, Grouting Pipe and injected hole, and using wedge-shaped pile tube top and the bottom stake footpath
Difference, two root canal piles correspondence is tightened and assigns pin；Wait after the completion of pile sinking, two pile tubes are connected by Grouting Pipe pre-buried in advance
Connecing section carries out slip casting, soil around pile is formed enlarged footing, so as to solve joint difficulty and its place between the stake of prestressing force taper pipe pile pipe
Reason is improper to cause the bending resistance of foundation pile entirety, the low problem of shearing strength.The technology of the present invention method construction party technical scheme is different from
Traditional welding interconnection technique, joint is difficult and its dealing with improperly causes foundation pile integrally to resist between the pile pipe stake of solution prestressing force taper pipe
The low problem of curved, shearing strength.But the technology is still present a footpath and changes, the pile body breakout capacity and pile body of pile tube with
Soil Surrounding frictional force is not enough, the hypodynamic problem of pipe pile foundation resistance to plucking.Chinese invention patent is " pre- using the production of secondary injection slurry processes
The method of stress the anti-pulling pipe piles " (patent No.:CN201210310149.0) provide a kind of using secondary injection slurry processes production prestressing force
The method of anti-pulling pipe piles, the 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 relatively low problem of Soft Clay pile body and Soil Surrounding frictional force, solving pipe pile foundation withdrawal resistance can not meet design requirement
Problem, but all slip casting greatly increased construction costs, welding in pipe pile week stake, and increased construction work
Phase.
It is an object of the invention to overcome above-mentioned not enough and defect, solution pile tube overall pulling test strength is low, pile side friction
Incomplete problem is played, secondary injection slurry processes production prestress pulling resistant pile tube is solved and be increased construction costs, welding, and increase
The shortcoming of construction period is added.Connect part using pile extension, the monoblock type with through hole is circular to connect inner sleeve and the band inverted triangle edge of a wing
Plate, separate type arc connection outside plate, stud connects upper and lower pile tube, and by slip casting pouch, steel plate pile top fills bottom club-footed pile
End, it is bottom-grouting-enlarged, improve foundation pile entirety bending resistance, shearing resistance and the comprehensive function of vertical bearing capacity.Band portion is connected to by locking
Divide the prefabricated club-footed pile end of prefabricated tubular pile and the vertical strengthening ribs of top anchor plate, produce prestressing force, increase built pile and integrally resist
Pull out ability.
The content of the invention
The purpose of the present invention is to overcome the deficiencies in the prior art, there is provided one kind solve joint between pile tube pile tube it is difficult and
It is dealt with improperly causes the bending resistance of foundation pile entirety, the low problem of shearing strength, solves the perpendicular of the low shortcoming of pile tube overall pulling test ability
To reinforcement enhanced bellows grouting pile and construction method.
The purpose of the present invention is achieved through the following technical solutions:The technical solution adopted by the present invention is：It is pre- in factory
Prefabricated club-footed pile end of the system with partial precast pile tube, prefabricated tubular pile, steel plate pile top, vertical strengthening ribs, with partial precast pile tube
Already provided with partial precast pile tube, the prefabricated club-footed pile end with partial precast pile tube on stake end during prefabricated club-footed pile end making
Injected hole is reserved in indoor design position, and upper section pile tube passes through with the part pile tube on the prefabricated club-footed pile end with partial precast pile tube
Pile extension connecting rod is connected.And with stud at pile extension, nut, the circular connection inner sleeve of the monoblock type with through hole and band three
Angle blade listrium separate type arc connection outside plate socket, with separate type aperture fixing steel plate fixing band partial precast pile tube during pile extension
Prefabricated club-footed pile end, pile tube is provided with two pile tube through holes of insertion pile tube pile lining with a certain distance from stake top, stake bottom, and pile sinking is completed
Afterwards, slip casting is carried out to 2-section pipe stake stake week by pre-buried Grouting Pipe, forms stake week stabilization zone, slip casting triggering is carried out to stake bottom
Catapult-launching gear extends muscle and forms bottom-grouting-enlarged after ejecting.
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 with partial precast pile tube are made in factory first；It is required that prefabricated pipe
Take into account consideration construction and convenient transportation, each pile tube length root in stake, vertical strengthening ribs, the prefabricated club-footed pile end with partial precast pile tube
Determine according to design requirement；While prefabricated tubular pile, upper section pile tube bottom and lower section pile tube top are all reserved with pile extension hole, upper section pipe
Stake bottom and lower section pile tube top are designed with the diameter that its aperture of through hole is stud, the reserved note in pile tube indoor design position
Slurry hole；Prefabricated club-footed pile end with partial precast pile tube is when making already provided with part vertical strengthening ribs and prefabricated on stake end
Reserve injected hole in pile tube, the prefabricated club-footed pile end indoor design position with partial precast pile tube；
(2) smooth location, lays stake position：According to design requirement site clearing, stake position is measured, and lay in specified location
Drilling machine；And engineering site is arrived into the transport of prefabricated tubular pile pile tube；
(3) well cementing：Boring extracting soil, bottom reaming, and pea gravel concreten or mortar are poured into, formed and fill bottom club-footed pile
End；
(4) the prefabricated club-footed pile end with partial precast pile tube of steel plate pile top and prefabricated is cased with using the construction of static pressure machine static pressure
Pile tube；It is characterized in that:Also include following technical step：
(5) after sinking construction completes the prefabricated club-footed pile end with partial precast pile tube, two pieces 240 ° of separate type aperture is determined
Position steel plate is inserted from both 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 below fixed disc, then with bolt, nut fixes separate type aperture fixing steel plate；
(6) the circular connection inner sleeve of the monoblock type with through hole is put behind the prefabricated club-footed pile end of fixing band partial precast pile tube
Enter in the part pile tube on the prefabricated club-footed pile end with partial precast pile tube, pile tube through hole, band are sequentially inserted into stud
The circular connection inner sleeve of the monoblock type of through hole, pile tube 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 the circular connection of pile tube through hole, the monoblock type with through hole with stud
Sleeve, pile tube through hole.Outside plate is connected by stud with two pieces of separate type arcs with the triangle edge of a wing again, and nut is socketed in
Pile tube outside；It is bolted extension both 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 follow-up several root canal piles
Connection and piling construction；
(8) after completing all pile tube piling constructions, by being embedded in the Grouting Pipe on the inside of pile tube pile tube to pile tube linkage section
Surrounding, pouch carry out injecting treatment, complete vertical strengthening ribs enhanced bellows slip casting pile driving construction；Wherein to pile tube linkage section week
Enclose, pouch slip casting specifically includes following technical step：
(1) clear water splitting:Pressure injection clear water, ring-type high-pressure slip-casting flexible pipe opens, and continues to pressurize, and carries out clear water splitting, will fill in
The soil erosion of plug-hole, it is ensured that slip casting path it is unimpeded；
(2) stake side pile grouting:Grouting pump is by the cement in cement mortar storage barrel by vertical bottom slip casting supervisor, stake side
Slip casting supervisor's injection pile tube；Wherein, grouting quality control uses grouting amount and grouting pressure dual control method, with the quantity of the cement injected control
Master is made as, is pumped supplemented by termination pressure control；
(3) catapult-launching gear triggering：By grouting pressure, the stopple for washing bottom open is noted to vertical pile grouting branch pipe
Slurry.When washing the prefabricated club-footed pile side cinclides plug with partial precast pile tube open, the catapult-launching gear inside triggering is solid by being connected to
Determine spring handle on base plate fix expansion link, eject, eject without wall expansion link after fix expansion link Ka Gou and coagulation
The Ka Gou buried in soil is fixed, and is fixedly connected with Ka Gou reserved on fixed expansion link without the latch on wall expansion link.Fixation is stretched
Contracting bar and muscle and then pouch of the colligation on bottom anchor bolt is strutted without being extended after wall expansion link composition more piece, shape is finally into note
Slurry base expanding and base expanding；
The pile tube pile tube length be 8-12m, a diameter of 600-800mm of pile tube equal diameter, pile tube wall thickness 100-150mm,
Correspondence position is arranged symmetrically 4 apertures for 10-30mm in pile tube upper and lower side, and length is the pile extension hole of 250-400mm；On pile tube
Each 300-500mm in lower end sets pile tube through hole, and aperture is 30-50mm, and pile tube is symmetrical arranged four a diameter of 15- inside
The grouting pipe of 20mm.
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 aperture consistent with pile tube through hole is 30-50mm, a length of 650-850mm, band inverted triangle
Its aperture aperture of through hole is also provided with for 30-50mm on the separate type arc connection outside plate of flange plate, and position correspondence is in double end spiral shells
Bolt is connected outside plate joint with the separate type arc with inverted triangle flange plate.
The circular connection inner sleeve cylinder of monoblock type with through hole 800mm-1000mm, wall thickness 5-10mm, external diameter high
600-800mm, installs later half half in upper section pile tube and is saved in pile tube lower；Separate type arc with inverted triangle flange plate
Connection outside plate internal diameter 600-800mm, the separate type arc connection outside plate height with inverted triangle flange plate and the entirety with through hole
The circular connection inner sleeve of formula is unanimously 800mm-1000mm, wall thickness 5-10mm, and the last later half that installs is in upper section pile tube one
Half in lower section pile tube.
The prefabricated club-footed pile end with partial precast pile tube, stake end radius 1000-1200mm, 600mm high, internal reservation
There is the grouting pipe of a diameter of 15-20mm.Prefabricated club-footed pile end top with partial precast pile tube carries partial precast pile tube, pipe
Pile length is 2-3m, and a diameter of 600-800mm of pile tube equal diameter, pile tube wall thickness 50-150mm, pile tube upper end correspondence position is symmetrical
4 apertures of arrangement are 10-30mm, and length is the pile tube connecting hole of 250-400mm；From pile tube upper end 300-500mm, pile tube is set
Through hole, aperture is 30-50mm, and pile tube is symmetrical arranged four grouting pipes of a diameter of 15-20mm inside.
The a diameter of 1000-1200mm of steel plate pile top, is coated at the prefabricated club-footed pile with partial precast pile tube during piling
End, facilitates piling.
Separate type aperture fixation steel plate is made up of two pieces 240 ° of ring steel plate, and its internal diameter is 700-900mm, external diameter
900-1100mm, fixed disc can be placed on the fixing steel plate of separate type aperture when wall thickness 20-40mm and pile extension
The fixed expansion link is fixed in Grouting Pipe in advance and fixed expansion link external diameter is 13-18mm, wall thickness 2mm, bar
200mm long.
Described is 9-14mm, wall thickness 2mm, bar 200mm long without wall expansion link external diameter.Three erection steel are included without wall expansion link
There is empty breath and facilitate concrete to flow out in piece, two clamping rings pieces, also spring, latch, latch is used for fixing nothing between steel disc
Wall expansion link.
The fixed base plate external diameter is 15-20mm, and internal diameter is 13-18 wall thickness 3mm, and multiple bullets are welded with along internal radius
Spring.Fixed expansion link bar, without wall expansion link compression spring, the other end of two bars is stoppered by stopple, it is to avoid because elastic force is fixed
Expansion link bar, without wall expansion link ejection.
The beneficial effects of the invention are as follows:
(1) using drilling preexisting hole technology, soil compaction effect when pile body sets not only can be effectively reduced, and can improve
Pile sinking speed is fast, protects the integrality of pile body.
(2) part is connected using pile extension, the monoblock type with through hole is circular to connect inner sleeve and band inverted triangle flange plate, separate type
Arc connects outside plate, and stud connects upper and lower pile tube, greatly strengthen the overall stability of pile body, improves foundation pile and integrally resists
Curved, shearing resistance effect
(3) stake side uses high-pressure slip-casting pipe, and controllably grouting under pressure, slurry is preferably penetrated into the soil body, makes full use of
Soil around pile, becomes modified ground, improves foundation bearing capacity.
(4) by slip casting pouch, 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 vertical reinforcement of the prefabricated club-footed pile end with partial precast pile tube and top anchor plate is connected to by locking
Muscle, produces prestressing force, increases built pile overall pulling test ability.
Brief description of the drawings
Fig. 1 is vertical strengthening ribs enhanced bellows grouting pile structural representation of the present invention；
Fig. 2 is sectional view after the completion of the construction of Fig. 1 pipe pile joints；
Fig. 3 is Fig. 1 joint design schematic top plan views；
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 representations；
Fig. 8 is Fig. 7 ejection understructure schematic diagrames；
Fig. 9 is that Fig. 7 fixes Telescopic rod structure schematic diagram；
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 reference numerals：1-prefabricated tubular pile, the 2-prefabricated club-footed pile end with partial precast pile tube, 3-filling bottom base expanding and base expanding
Stake end, 4-threaded fixing end, 5-bottom anchor bolt, 6-vertical strengthening ribs, 7-vertical bottom slip casting supervisor, 8-stake
Muscle, 11-side wall grouting hole, 12-stopple, 13-fixation are extended after side slip casting supervisor, 9-pile grouting branch pipe, 10-more piece
Disk, 14-pouch, 15-steel plate pile top, 16-pipe pile joint, 17-pile extension hole, 18-pile extension connecting rod, 19-water-swellable
Rubber ring, the circular connection inner sleeve of the 20-monoblock type with through hole, the 21-separate type arc connection with inverted triangle flange plate
Outside plate, 22-stud, 23-nut, 24-pile tube through hole, 25-separate type aperture fixing steel plate, 26-bolt,
27-catapult-launching gear, 28-fixed base plate, 29-spring, 30-fixed expansion link, 31-clamping rings piece, 32-Ka Gou,
33-without wall expansion link, 34-latch, 35-erection steel disc, 36-bottom-grouting-enlarged, 37-stake week stabilization zone, 38-head tube
Core, 39-top anchor plate, 40-top anchor bolt, 41-sole plate.
Specific embodiment
The present invention is described further with reference to embodiment.The explanation of following embodiments is only intended to help and understands this
Invention.It should be pointed out that for those skilled in the art, under the premise without departing from the principles of the invention, also
Some improvement and modification can be carried out to the present invention, these are improved and modification also falls into the protection domain of the claims in the present invention
It is interior.
Fig. 1 is vertical strengthening ribs enhanced bellows grouting pile structural representation of the present invention, and Fig. 2 is the construction of Fig. 1 pipe pile joints
After the completion of sectional view, Fig. 3 is Fig. 1 joint design 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 is nut schematic diagram, and the piled anchor integral type combination pile tube shown in reference picture 1~6 is main by prefabricated tubular pile 1, band
The prefabricated club-footed pile end 2 of partial precast pile tube, fill extend behind bottom club-footed pile end 3, vertical strengthening ribs 6, more piece muscle 10, pouch 14,
Steel plate pile top 15, pipe pile joint 16, separate type aperture fixing steel plate 25, bolt 26, nut 23, catapult-launching gear 27, fixation are flexible
Bar 30, without wall expansion link 33.
The prefabricated club-footed pile end 2 with partial precast pile tube that will be cased with steel plate pile top 15 with hanging device is put into pore-forming,
An end should be kept during placement straight down.
Pile tube bottom, top are provided with pile extension hole 17, on first segment pile tube and the prefabricated club-footed pile end 2 with partial precast pile tube
Pile tube connected by pile extension connecting rod 18.The circular connection inner sleeve 20 of the monoblock type with through hole is first put into band part during pile extension
Pile tube through hole 24, band through hole are sequentially inserted into pile tube on the prefabricated club-footed pile end 2 of prefabricated tubular pile with stud 22 again
The circular connection inner sleeve 20 of monoblock type, pile tube 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 pile tube and lower section tubular pile splicing, is sequentially inserted into first segment pile tube with stud 22 and passes through
Perforation 24, the circular connection inner sleeve 20 of the monoblock type with through hole, first segment pile tube through hole 24.After pile extension, with two pieces of bands three
The separate type arc connection outside plate 21 of angle blade edge is socketed in pile tube outside by stud 22, nut 23.
Fig. 7 is catapult-launching gear structural representation.Fig. 8 is Fig. 7 ejection understructure schematic diagrames, and Fig. 9 is that Fig. 7 fixes expansion link
Structural representation, Figure 10 is Fig. 7 without wall Telescopic rod structure schematic diagram, 7~10 diagrams of reference picture.As shown in fig. 7, catapult-launching gear
Mainly have fixed base plate 28, spring 29, fixed expansion link 30, stator 31, card ditch 32, without wall expansion link 33, latch 34, erect
Steel disc 35 is constituted.Fixed expansion link is previously positioned in Grouting Pipe and fixed expansion link external diameter is 13-18mm, and wall thickness 2mm, bar is long
200mm.It is 9-14mm, wall thickness 2mm, bar 200mm long without wall expansion link external diameter.Three erection steel discs, two are included without wall expansion link
There is empty breath and facilitate concrete to flow out in individual clamping rings piece, also spring, latch, latch is used for fixation and is stretched without wall between steel disc
Contracting bar.Fixed base plate external diameter is 15-20mm, and internal diameter is 13-18 wall thickness 3mm, and multiple springs are welded with along internal radius.Fixation is stretched
Contracting bar bar, without wall expansion link compression spring, the other end of two bars is stoppered by stopple, it is to avoid because elastic force fixed expansion link bar,
Without the ejection of wall expansion link.
The prefabricated club-footed pile side cinclides plug with partial precast pile tube is washed open by grouting pressure, the ejection dress inside triggering
27 are put, is ejected fixed expansion link 30, without wall expansion link 33 by the spring 29 being connected on fixed base plate 28, ejected
Fix the card ditch 32 buried in the card ditch 32 of expansion link 30 and concrete after coming to fix, without the latch 34 on wall expansion link 33 and fixation
The card ditch 32 reserved on expansion link 30 is fixedly connected.Fix expansion link 30 and enter without muscle 10 is extended after the composition more piece of wall expansion link 33
And pouch 14 of the colligation 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 one, laying stake position：According to design requirement site clearing, stake position is measured, and drilling is laid in specified location
Machine；
Step 2, bore expanded hole grouting：The reaming of boring extracting soil bottom, and pea gravel concreten or mortar are poured into, formed and fill bottom
Club-footed pile end；
Step 3, the decentralization of stake end：The prefabricated base expanding and base expanding with partial precast pile tube of steel plate pile top 15 will be cased with hanging device
Stake end 2 is put into pore-forming, and an end should be kept straight down during placement；
Step 4, aperture positioning：After the completion of prefabricated club-footed pile end 2 decentralization with partial precast pile tube, with two pieces 180 °
Separate type aperture fixing steel plate 25 is inserted from both sides, and the notch alignment vertical strengthening ribs of separate type aperture fixing steel plate 25 correspondence is put
Enter, and below the fixed disc 13 of separate type aperture fixing steel plate 25, with bolt 26, nut 23 is by separate type aperture fixing steel plate 25
It is fixed；
Step 5, pile extension：It is behind the prefabricated club-footed pile end 2 of fixing band partial precast pile tube that the monoblock type with through hole is circular
Partial precast pile tube through hole 24, band is sequentially inserted into the partial precast pile tube 2 of connection inner sleeve 20 with stud 22 again to run through
The circular connection inner sleeve 20 of the monoblock type in hole, partial precast pile tube through hole 24, then with pile extension connecting rod 18 by being placed with chance in advance
The pile extension hole connection of water-expansible rubber circle 19 saves pile tube up and down, after upper section pile tube 1 and the pile extension of partial precast pile tube 2, uses double end spiral shell
Bolt 22 is sequentially inserted into the circular connection inner sleeve 20 of the section pile tube through hole 24, monoblock type with through hole, upper section pile tube through hole 24,
Outside plate 21 is connected by stud 22 with two pieces of separate type arcs with the triangle edge of a wing again, and nut 23 is socketed in pile tube outside；
Connected by bolt 26 and require spreading pile tube both sides vertical strengthening ribs 6 according to stake is long；
Step 6, aperture positioning pile extension：Continue step 4, five；
Step 7, clear bottom injection forming：Bottom debris are removed, and is required according to bearing capacity, by vertical bottom slip casting
Supervisor, slip casting around pile supervisor's slip casting.By grouting pressure, side wall is washed open, the stopple 12 of bottom carries out slip casting.Wash band part open pre-
During the prefabricated club-footed pile side cinclides plug of tubulation stake, the catapult-launching gear 27 inside triggering, by being connected on fixed base plate 28
Spring 29 fixed expansion links 30, eject, eject without wall expansion link 33 after fix the card ditch 32 of expansion link 30 and coagulation
The card ditch 32 buried in soil is fixed, without the latch 34 on wall expansion link 33 and the phase fixed of card ditch 32 reserved on fixed expansion link 30
It is fixed.Fixed expansion link 30 and without extending muscle 10 after the composition more piece of wall expansion link 33 and then strut colligation on bottom anchor bolt 5
Pouch 14, formed bottom-grouting-enlarged 36；
Step 8, stake top tube core：Internal model, bed die are successively installed, steel cylinder is finally that external mold is installed and carries out pipe of concrete into position
Core；
Step 9, anchoring locking：By top anchor plate 39, the anchoring locking He of vertical strengthening ribs 6 of top anchor bolt 40
Prefabricated tubular pile 1；
Step 10, connection superstructure：Poured with the monolithic concrete of superstructure sole plate 41 after the completion of basis.
Claims (10)
1. vertical strengthening ribs enhanced bellows grouting pile, it is characterised in that：Including prefabricated tubular pile (1), with partial precast pile tube
Prefabricated club-footed pile end (2), vertical strengthening ribs (6), steel plate pile top (15), pile tube bottom and top are provided with pile extension hole (17), upper section
Pile tube is connected with lower section pile tube by pile extension connecting rod (18)；And with stud (22), nut (23), band through hole at pile extension
The circular connection inner sleeve (20) of monoblock type and band inverted triangle flange plate separate type arc connect outside plate (21) socket, lead to during pile extension
The fixed lower section stake in separate type aperture fixing steel plate (25) is crossed, prefabricated tubular pile (1) is designed with insertion with a certain distance from bottom and top
Two pile tube through holes (24) of pile tube pile lining, the part pile tube on the prefabricated club-footed pile end (2) with partial precast pile tube is from top
Portion's certain distance also is provided with pile tube through hole (24)；It is provided with stake week stabilization zone (37) prefabricated tubular pile (1) stake week, stake bottom is provided with ejection
Device (27), extension muscle (10) after slip casting triggered ejection device (27) ejects more piece is carried out to stake bottom and forms bottom-grouting-enlarged
(36)。
2. vertical strengthening ribs enhanced bellows grouting pile according to claim 1, it is characterised in that prefabricated tubular pile (1) length
It is 8-12m, a diameter of 600-800mm, wall thickness 50-150mm, correspondence position is arranged symmetrically 4 holes in prefabricated tubular pile (1) upper and lower side
Footpath is 10-30mm, and length is the pile tube connecting hole of 250-400mm；From each 300-500mm of pile tube upper and lower side, pile tube through hole is set
(24), aperture is 30-50mm, and prefabricated tubular pile (1) is symmetrical arranged four grouting pipes of a diameter of 15-20mm inside.
3. vertical strengthening ribs enhanced bellows grouting pile according to claim 1, it is characterised in that band partial precast pile tube
Prefabricated club-footed pile end (2), stake end radius 1000-1200mm, 600mm high, internal reservation has the Grouting Pipe of a diameter of 15-20mm
Road.Prefabricated club-footed pile end top with partial precast pile tube carries partial precast pile tube, and pile tube length is 2-3m, pile tube equal diameter
It is 600-800mm, pile tube wall thickness 50-150mm, pile tube upper end correspondence position is arranged symmetrically 4 apertures for 10-30mm, and length is
The pile tube connecting hole of 250-400mm；Pile tube through hole is set from pile tube upper end 300-500mm, aperture is 30-50mm, in pile tube
Four grouting pipes of a diameter of 15-20mm are symmetrical arranged at portion.
4. vertical strengthening ribs enhanced bellows grouting pile according to claim 1, it is characterised in that steel plate pile top (15) half
Footpath is 1000-1200mm, and the prefabricated club-footed pile end with partial precast pile tube is coated at during piling, facilitates piling.
5. vertical strengthening ribs enhanced bellows grouting pile according to claim 1, it is characterised in that vertical strengthening ribs (6) are long
It is 8-12m to spend, and diameter D=16mm, fixed disc is welded on vertical strengthening ribs, fixed disc (13) diameter D=80mm, wall thickness
20mm。
6. vertical strengthening ribs enhanced bellows grouting pile according to claim 1, it is characterised in that stud (22) is straight
Footpath aperture consistent with pile tube through hole (24) is 30-50mm, a length of 650-850mm, the separate type arc with inverted triangle flange plate
Through hole is also provided with connection outside plate (21), its aperture is 30-50mm, and position correspondence is in stud (22) and the band inverted triangle wing
Separate type arc connection outside plate (21) joint of listrium.
7. vertical strengthening ribs enhanced bellows grouting pile according to claim 1, it is characterised in that the entirety with through hole
Circular connection inner sleeve (20) cylinder 800mm-1000mm high, wall thickness 5-10mm, the external diameter 600-800mm of formula, installs later half and exists
Half is in lower section pile tube in upper section pile tube；Separate type arc connection outside plate (21) internal diameter 600- with inverted triangle flange plate
800mm, the separate type arc with inverted triangle flange plate connects outside plate (21) and is highly connected interior with the monoblock type circle with through hole
Sleeve (20) is unanimously 800mm-1000mm, wall thickness 5-10mm, and finally installs later half in upper section pile tube half in lower section
Pile tube.
8. vertical strengthening ribs enhanced bellows grouting pile according to claim 1, it is characterised in that separate type aperture positions
Steel plate (25) is made up of two pieces 240 ° of ring steel plate, and its internal diameter is 700-900mm, external diameter 900-1100mm, wall thickness 20-40mm
And fixed disc (13) can be placed on separate type aperture fixing steel plate (25) during pile extension.
9. vertical strengthening ribs enhanced bellows grouting pile according to claim 1, it is characterised in that the catapult-launching gear
(27) including fixed expansion link (30), without wall expansion link (33) and fixed base plate (28), the fixed expansion link (30) is placed on
The interior and fixed expansion link external diameter of pile grouting branch pipe (9) is 13-18mm, wall thickness 2mm, bar 200mm long；It is described without wall expansion link
(33) external diameter is 9-14mm, wall thickness 2mm, bar 200mm long.Three erection steel discs (35) are included without wall expansion link (33), two solid
Determine circular ring plate (31), spring (29), also latch (34) have the space for facilitating concrete to flow out between erection steel disc (35),
Latch (34) is for fixed without wall expansion link (33)；Fixed base plate (28) external diameter is 15-20mm, and internal diameter is 13-18mm, wall
Thick 3mm, multiple springs (29) are welded with along internal radius；Fixed expansion link (30), without wall expansion link (33) compression spring, pass through
Stopple (12) stoppers the other end of two bars, it is to avoid because elastic force is fixed expansion link bar (30), without wall expansion link (33) ejection.
10. a kind of construction method of vertical strengthening ribs enhanced bellows grouting pile as claimed in claim 1, it is characterised in that tool
Body includes following technical step：
1) production prefabricated tubular pile (1), the prefabricated club-footed pile end (2) with partial precast pile tube, 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) with partial precast pile tube, vertical strengthening ribs
(6) consideration construction and convenient transportation are taken into account, each pile tube, vertical strengthening ribs length determine according to design requirement；Prefabricated tubular pile it is same
When, pile tube bottom dome is all reserved with pile extension hole (17), and it is double that pile tube bottom dome is designed with pile tube through hole (24) its aperture
Injected hole is reserved in the diameter of hook bolt (22), pile tube indoor design position, and vertical strengthening ribs (6) two ends are threaded and facilitate bolt
Connection；Prefabricated club-footed pile end (2) with partial precast pile tube when making on stake end already provided with part vertical strengthening ribs and
Reserve injected hole in prefabricated tubular pile, the prefabricated club-footed pile end indoor design position with partial precast pile tube；
2) smooth location, lays stake position：According to design requirement site clearing, stake position is measured, and drilling is laid in specified location
Machine；And engineering site is arrived into prefabricated tubular pile transport；
3) well cementing：Boring extracting soil, bottom reaming, and pea gravel concreten or mortar are poured into, formed and fill bottom club-footed pile end (3)；
4) the prefabricated club-footed pile end (2) with partial precast pile tube 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) after static pressure construction completion is cased with the prefabricated club-footed pile end (2) with partial precast pile tube of steel plate pile top (15), two pieces
240 ° of separate type aperture fixing steel plate (25) is inserted from both 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 below fixed disc, with bolt (26), nut (23) will be separated
Formula aperture fixing steel plate (25) is fixed；
6) the circular connection inner sleeve of the monoblock type with through hole after the prefabricated club-footed pile end (2) of fixing band partial precast pile tube
(20) it is put into the part pile tube of the prefabricated club-footed pile end (2) with partial precast pile tube and is sequentially inserted into pipe with stud (22) again
Stake through hole (24), the circular connection inner sleeve (20) of the monoblock type with through hole, pile tube through hole (24), then use pile extension connecting rod
(18) by being placed with the pile extension hole pile extension of water swelling rubber ring (19) in advance, after pile extension, it is sequentially inserted into stud (22)
Upper section pile tube through hole (24), the circular connection inner sleeve (20) of the monoblock type with through hole, the pile tube through hole of upper section pile tube
(24)；After upper section pile tube and lower section tubular pile splicing, outside plate (21) is connected by double with two pieces of separate type arcs with the triangle edge of a wing
Hook bolt (22), nut (23) is socketed in pile tube outside；Connected by bolt (26) and require spreading pile tube both sides according to stake is long
Vertical strengthening ribs (6)；
7) the first root canal pile is sunk in static pressure construction, repeats 4)~5) construction procedure, completes connection and the pile sinking of follow-up several root canal piles
Construction；
8) after completing all pile tube piling constructions, (7) slip casting around pile master is responsible for by the vertical bottom slip casting being embedded in pile tube
Pipe (8) pile grouting branch pipe (9) to around pile tube linkage section, pouch (14) carry out injecting treatment, complete vertical strengthening ribs enhancing
Formula bellows slip casting pile driving construction；Wherein to around pile tube linkage section, pouch slip casting specifically include following technical step：
1) clear water splitting:Pressure injection clear water, ring-type high-pressure slip-casting flexible pipe opens, and continues to pressurize, and carries out clear water splitting, will fill in plug-hole
Soil erosion, it is ensured that slip casting path it is unimpeded；
2) stake side pile grouting:Cement in cement mortar storage barrel is responsible for (7), stake side and noted by grouting pump by vertical bottom slip casting
Slurry supervisor's injection pile tube (8)；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 triggering：By grouting pressure, the stopple for washing bottom open carries out slip casting to vertical pile grouting branch pipe (9)；
When washing prefabricated club-footed pile end (2) areole plug (12) with partial precast pile tube open, the catapult-launching gear (27) inside triggering passes through
The spring handle being connected on fixed base plate (28) is fixed expansion link (30), is ejected without wall expansion link (33), after ejecting
The Ka Gou (32) that will be buried in expansion link latch (34) and concrete is fixed, without the latch (34) on wall expansion link (33) with it is fixed
(30) reserved Ka Gou (32) is fixedly connected on expansion link；Fix expansion link (30) and without expansion after wall expansion link (33) composition more piece
Open up muscle (10) and then strut pouch (14) of the colligation on bottom anchor bolt, ultimately form 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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