CN107246005A - Super-large diameter bores and buries steel pipe hollow foundation pile and its construction method - Google Patents
Super-large diameter bores and buries steel pipe hollow foundation pile and its construction method Download PDFInfo
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- CN107246005A CN107246005A CN201710640121.6A CN201710640121A CN107246005A CN 107246005 A CN107246005 A CN 107246005A CN 201710640121 A CN201710640121 A CN 201710640121A CN 107246005 A CN107246005 A CN 107246005A
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Classifications
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- 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
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
- E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
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- 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
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Abstract
Bored the invention discloses a kind of super-large diameter and bury steel pipe hollow foundation pile and its construction method.Super-large diameter brill, which buries steel pipe hollow foundation pile, includes steel pile casting, steel-pipe pile, stake bottom framework, pile top secondary grouting concrete, stake side pressure concrete grout and flocculation concrete isolation layer；The bottom of steel pile casting is squeezed into Riverbed, the lower section of steel pile casting provided with bore be arranged at the top of buried via hole, steel-pipe pile in steel pile casting, bottom is placed in brill buried via hole, has gap between the outer wall of steel-pipe pile and the hole wall for boring buried via hole；Stake bottom framework includes about many secondary grouting pipes for running through bottom plate.The hollow Under Pile footpath of the present invention is big, and it is hollow-core construction that can be reduced inside 60%, and the foundation pile of the present invention compared to traditional Under Pile number, can further save material, mitigate deadweight, save cost；The super-large diameter of the present invention bore bury steel pipe hollow method for constructing foundation pile buried using brill, mud jacking new technology, it is not necessary to pour underwater concrete, construction quality is more easy to guarantee.
Description
Technical field
The present invention relates to Loads of Long-span Bridges and the pile foundation engineering of heavy duty structure article, especially, it is related to and new technology is buried using brill
Super-large diameter bore bury steel pipe hollow foundation pile and its construction method.
Background technology
In recent decades, with Chinese society rapid development of economy, substantial amounts of across river bridge engineering for sea-crossing has been built.This
A little large bridges inevitably run into building for deep water foundation.It is most commonly seen for pile foundation in deep water foundation, it is general
Siphunculus pile foundation is precast construction, and scene is squeezed into or static pressure construction.The load born with continuing to increase for bridge span, basis
Also increase, it is necessary to which there is bigger bearing capacity and rigidity on basis.The pile foundation bearing capacity of major diameter is high, rigidity is big, can reduce
The total radical of pile foundation, shortens the cycle of foundation construction.
1st, the development of drilled pile.The equipment that Henan Province in 1964 utilizes well-digging among the people, develops Chinese bored pile foundation
Plinth, by the development of more than 50 years, drilled pile was into the preferred pattern in traffic, foundation of civil work engineering.Its diameter develops from 1m
5m is arrived, depth reaches over one hundred rice.But there are two big defects all the time in itself in cast-in-situ bored pile：(1) pile body underwater concreting
Quality is difficult to control to, and the situation of concrete piles folder mud broken pile happens occasionally；(2) there is weak sediment, influence stake bottom bearing capacity in stake bottom.
China's economy is fast-developing by more than 30 years, increases as highway and railway loading are improved step by step with overweight car proportion, to bridge
The requirement more and more higher of Pile Bearing Capacity and settling amount, slim hole stake has not caught up with situation needs.It is known that stake footpath
It is bigger, stake number just less, construction speed it is also faster；But after stake footpath is more than Φ 3m, the bearing capacity ratio that pile body deadweight accounts for stake is great
Increase, greatly reduce economy, here it is where large diameter pile development bottleneck.
2nd, the proposition of large-diameter hollow pile and Preliminary Practice.Ma Kailabo cable-stayed bridges are built in South America Venezuela within 1962
(L=235m) in foundation of main pylon, take the lead in burying Prefabricated hollow pile new technology using brill.Its feature one is that the method buried with boring is solved
Difficulty that thick stake is squeezed into, the second is solving the problems, such as pile quality with prefabricated method；Cast-in-situ bored pile is so solved at one stroke
The two big defects of itself.Practice have shown that the integral prefabricated concrete pipe pile footpath of total length is small (Φ 1.5m or so), large diameter pile can not meet
Requirement；Make that major diameter concrete hollow pile weight is big, segmentation prefabricating joint installs again very difficult, therefore bore and bury prefabricated tubular pile
Method is promoted and is obstructed.At the same time, Henan China Highway Bureau of Shanxi Province chief engineer's model is of heap of stone cooperates with Luoyang block and Research Center of Ministry of Communications,
Brill is carried out and has buried hollow pile up to research in 26 years, obtained finally《Brill buries steel internal model and rockfilled slip casting hollow pile》With《Brill buries major diameter
Pre stressed empty piped piles》Two technological achievements.It is characterized in that the closing of coxopodite steel plate makes prefabricated pile hull shape into floating drum, utilizes buoyancy
Tube coupling deadweight is undertaken, then water filling sinks to connecing height again in stake shell, so solves the difficulty for lacking Large-scale Hoisting equipment at that time.
The technique builds nearly hundred hollow piles in Henan Province, and wherein maximum diameter of pile reaches Φ 1.7m (Luoyang brilliance road and bridge), and 1992
Year is identified by Ministry of Communications, as Ministry of Communications " the Seventh Five-Year Plan " scientific achievement promotion project.1993, Hunan Provincial Highway Design Co. existed
Learn on the experiential basis of Henan, with reference to advantage of the Hunan without cushion cap variable cross-section large diameter pile, it is proposed that the nothing with Hunan characteristic
Cushion cap, variable cross-section bore and bury Prefabricated hollow pile.Under the support of Ministry of Communications " eight or five " industry plan of science and technology, 1999 end of the year Hunan Province's public affairs
Road bureau is crossed in North of Hunan main line mute, Nanhua is crossed and (Φ 3m/ Φ 2.5m), (Φ 3.8m/ Φ have been completed in the bridge of three, stone tortoise mountain
3m), three kinds of (Φ 5m/ Φ 4m) is bored without cushion cap variable cross-section and is buried hollow pile 84 (overall length 2293m).Practice have shown that：Become without cushion cap and cut
It is to eliminate the prevention of mass concrete cushion cap that construction is difficult in water that face, which is bored and buries precast hollow pile foundation most prominent advantage,.Variable cross-section is hollow
Stake in infrastructure engineering, can reduce concrete volume 30%, economic benefit is very notable compared with (clump of piles+cushion cap).But it is big
Diameter concrete Prefabricated hollow pile joint process is more, pile-forming speed is slow, it is impossible to meet the requirement of rapid construction.Stagnate more than ten years when
Between in, the present inventor is carrying out boring the theoretical research work for burying prefabricated large-diameter hollow pile process summary and bearing capacity always, is
Its recovery performs technique preparation.
Chinese patent application 201510796483.5 discloses a kind of construction method on large-diameter hollow pile sinking basis, with shaking
Dynamic pile hammer squeezes into outer wall steel pile casting, is used as the exterior sheathing of pile foundation concreting；Dredging tube is installed in steel pile casting, coordinates high pressure
Jetting inhales mud, removes steel pile casting inner covering layer, colligation pile body steel reinforcement cage, penetrates interim steel pile casting in steel reinforcement cage by land,
Lifting, installation steel reinforcement cage and internal interim steel pile casting at stake position, and be fixed on outer wall steel pile casting；Use underwater concreting work
Skill pours pile foundation concrete；When pile foundation concrete strength is to design strength 60%, interim steel pile casting is extracted；Continue pile foundation concrete
Maintenance, until reaching design strength value.Steel reinforcement cage and internal interim steel pile casting are made using merogenesis, live spreading.Using
The present invention does not need special mechanical equipment, can only be completed with conventional technical means, on the premise of force request is met, pile foundation
Concrete amount is few, low engineering cost, and construction safety is reliable, applied widely, and pile stake footpath is up to more than 20m.The patent side
Method is still needed to pour underwater concrete, and pile body concrete quality is difficult to control to, and utilizes steel reinforcement cage and the reinforcing bar of underwater concrete formation
Concrete structure is as force structure, and bearing capacity is not high, and the withdrawal process of internal interim steel pile casting is complicated, easily to intensity
Still damage is produced in developing concrete structure.
Chinese patent application 201610891760.5 discloses a kind of marine sandwich steel pipe basis, including outer piling bar and interior steel
Pipe, interior penstock installation is hollow round table structure in being socketed concrete strengthening layer, concrete strengthening layer in outer piling bar, outside interior steel pipe,
And the diameter of hollow round table is sequentially reduced from top to bottom, concrete strengthening layer is externally provided with bamboo winding layer, concrete strengthening body with it is interior
Provided with 37 lime earth layer between the outer wall of steel pipe, ambient, annular space are formed between the outer wall of bamboo winding layer and outer piling bar
Inside pour to form reinforced concrete, uniformly corrosion-resistant coating is wiped with the outer wall of outer piling bar.
3rd, new century excellent situation.China Steel annual production continues in 1,200,000,000 tonnes of levels since 21 century, accounts for the world total
Amount 50%.Surging with national economy, Chinese bridge building technology also by leaps and bounds develops, and is successively repaiied on ten thousand borough chief rivers
More than 100 grand bridge is built；In the suspension bridge of world rankings top ten, cable-stayed bridge, steel arch bridge and long bridge over strait, China point
Do not account for 6,6,7,6；In Large Span Bridges field, the Steel Bridges in China speed of development is fast, attracts worldwide attention.It should be understood that alive
In the foundation engineering of boundary's Large Span Bridges, concrete structure is still leading role；Therefore bored in Chinese major diameter and bury pre-stress concrete hollow pile
Innovative proposition super-large diameter bores and buries the certainty that steel pipe hollow foundation pile is development of the situation in technical foundation.In the pile foundation of 21 century
In plinth engineering, development super-large diameter brill buries steel pipe hollow foundation pile and has had been provided with following essential condition：
(1) high pulling torque, super-large diameter convolution rig possess.By the introduction of nearly 40 years, digest and assimilate, innovation and development again
Course, " all-hydraulic super-large diameter rig " that Chinese rig research and development manufacturing enterprise is produced, its moment of torsion is up to 450kNm, one
Secondary drilling diameter up to 5m, drilling depth up to 200m, enter rock intensity up to 200MPa, maximum hoist capacity 350t, these performances are
Up to international most advanced level.Succeed at present before Nanping Prefecture strait Bridge, Hainan paving in the Φ 4m~Φ 5m pile foundations such as bridge
Practical application is obtained, and achieves good effect.As can be seen here, Chinese super-large diameter, all-hydraulic high-performance rig possess,
Steel pipe hollow foundation pile, which is buried, for China's development super-large diameter brill has established material base.
(2) development of the lifting such as large-scale floating crane equipment.Large-scale floating crane be rivers,lakes and seas Bridge pile foundation important equipment it
One, with the development of bridge equipment manufacture, crane barge lifting altitude has with a liter weight to be substantially improved.For example in Nanping Prefecture
The middle iron bridge office constructed in the non-major P.E.subject of straits, possesses three table flotations and hangs, wherein two lifting capacity 1400t, another is risen
Weight 3600t, lifting has highly exceeded 90m, and it can once insert long 70m steel-pipe piles in drilled pile, and this large-scale floating crane is
China's development super-large diameter, which is bored, buries the indispensable important equipment of steel pipe hollow foundation pile.
(3) industrial policy is helped.Steel structure bridge have from heavy and light, it is each to even intensity, steady quality, be easy to batch production
The advantages of manufacturing, realize prefabricated construction and be easy to recycling and low-carbon environment-friendly, is praised highly by world's bridge circle.France,
The steel structure bridge accounting of the country such as Japan, U.S. is respectively 85%, 41% and 35%, and China is for a long time by socio-economic development water
Gentle steel production capacity restriction, steel structure bridge is mainly used in large span bridge.Ended for the end of the year 2015, highway in China steel structural bridge
Beam accounting is less than 1%.With the raising and the progress of steel structure bridge construction technique of steel production capacity, China has been provided with pushing away comprehensively
The material base and technical conditions of wide steel structure bridge.Nearly 30,000 of the annual newly building bridge of China, the over one hundred seat of grand bridge, wherein stake
Basic annual 500000 of quantity, popularization steel construction has wide market in infrastructure.Present steel production capacity surplus, steel
Prices, exactly promote steel structure bridge construction, the good opportunity of highway bridge construction quality are lifted, while being also practicable
《State Council dissolves the opinion that superfluous production capacity realizes development of getting rid of poverty on steel industry》(promulgated by the State Council (2016) 6) requirement, promotes steel
The important measure of iron industry transition and upgrade.To promote steel structure bridge construction, nearest Department of Transportation issues《It is public on promoting
The instruction that road steel structure bridge is built》.The appearance of these policies is served for promoting application of the steel construction on bridge
Effect is guided well.
The content of the invention
Bored it is an object of the invention to provide a kind of super-large diameter and bury steel pipe hollow foundation pile and its construction method, to solve the back of the body
The problem of being proposed in scape technology.
To achieve the above object, bored the invention provides a kind of super-large diameter and bury steel pipe hollow foundation pile, the super-large diameter
Bore and bury steel pile casting, steel-pipe pile, the stake for being arranged at the steel-pipe pile bottom inside that steel pipe hollow foundation pile includes being used for subaqueous work
Bottom framework, pile top secondary grouting concrete, stake side pressure concrete grout and flocculation concrete isolation layer；
It is arranged at the top of the steel pile casting in the cushion cap buoyancy tank on the construction water surface, the bottom of the steel pile casting is squeezed into
In Riverbed, the depth that the steel pile casting is squeezed into Riverbed is not less than the depth of its present position water；The steel
The lower section of casing is connected provided with buried via hole, the top of the brill buried via hole is bored with the base opening variable cross-section of the steel pile casting, the brill buried via hole
The aperture of uiform section part is less than the internal diameter at least 1m of the steel pile casting；The steel pile casting is arranged at the top of the steel-pipe pile
Interior, the bottom of the steel-pipe pile is placed in the brill buried via hole, and the top of the steel-pipe pile is concordant with the top of the steel pile casting to be set
Put, there is gap between the hole wall of the outer wall of the steel-pipe pile and the brill buried via hole；The stake bottom framework is described including being arranged at
The bottom plate of steel-pipe pile bottom, the stake bottom stiffening device being arranged on the bottom plate and about many are secondary through the bottom plate
Grouting Pipe, the secondary grouting pipe is provided with the flow valve for being used for controlling secondary grouting flow；The pile top secondary grouting coagulation
Soil is arranged in the brill buried via hole and in the lower section of the steel-pipe pile, for carrying the steel-pipe pile；The outer wall of the steel-pipe pile
The stake side pressure is provided between the hole wall of the brill buried via hole and between the outer wall of the steel-pipe pile and the inwall of the steel pile casting
Concrete grout；The flocculation concrete isolation layer is arranged at the stake week of the steel-pipe pile and in the pile top secondary grouting concrete
Between stake side pressure concrete grout.
It is preferred that, the steel pile casting includes hollow steel pile casting body, is disposed on the steel pile casting body up and down
Multiple first lateral stiffening circles on inwall, many be vertically disposed in the first lateral stiffening circle inner radial surface
First Grouting Pipe, the multiple first horizontal stirrups being disposed on up and down on the inside of first Grouting Pipe and vertically it is disposed on
A plurality of first ribbed stiffener on the inwall of the steel pile casting body, the two ends of a plurality of first ribbed stiffener respectively with two-phase up and down
Adjacent the first lateral stiffening circle is fixedly connected, and first ribbed stiffener is without departing from the radial direction of the first lateral stiffening circle
Inner surface.
It is preferred that, the wall thickness of the steel pile casting body is 10~20mm, the radial direction a width of 200 of the first lateral stiffening circle
~220mm, thickness are 30~50mm.
It is preferred that, the steel-pipe pile includes hollow steel-pipe pile body, is disposed on up and down in the steel-pipe pile body
Multiple second lateral stiffening circles on wall, it is vertical be disposed on above and below many between two the second adjacent lateral stiffening circles the
Two ribbed stiffeners, the multiple second horizontal stirrups being disposed on up and down on the outer wall of the pile tube body and it is vertically provided at described
Many second Grouting Pipes on the outside of second horizontal stirrup.
It is preferred that, the material of the steel-pipe pile body is that Q345 steel, wall thickness are 30~60mm, the steel-pipe pile body it is outer
0.2~0.3m gap is provided between the hole wall of wall and the brill buried via hole；Between second vertical Grouting Pipe described in adjacent two away from
From 5~8 times for the described second vertical slip casting pipe diameter.
It is preferred that, stake bottom stiffening device is put more energy into by the orthogonal stave sheet of polylith and formed；The transverse ends of the stave sheet
It is connected with second ribbed stiffener weldering knot.
The present invention also provides a kind of super-large diameter and bores the construction method for burying steel pipe hollow foundation pile, and the construction method is included such as
Lower step：
1), using cushion cap buoyancy tank as operation platform, the bottom of steel pile casting is squeezed into the Riverbed below the construction water surface；
After mud circulating system is improved in configuration, drilled, to form brill buried via hole, and carried out clearly to boring buried via hole on Riverbed
Hole is handled；
2), toward the building stones formation Backfilled Stone Layer for boring backfill 3~5cm particle diameters in buried via hole, the thickness of the Backfilled Stone Layer is not less than 1m
Or be 0.25~0.3 times of the brill buried via hole aperture, the upper surface discrepancy in elevation of the Backfilled Stone Layer is less than 5cm；
3), steel-pipe pile sinking is entered to bore in buried via hole using hanging device, the bottom of the steel-pipe pile is placed on Backfilled Stone Layer；
4), flocculation concrete formation one is poured in all bottoms of stake of steel-pipe pile first to enclose for preventing stake side cement mortar from penetrating into stake bottom
Flocculation concrete isolation layer, then be more than toward filling particle diameter in the gap between steel-pipe pile outer wall and brill buried via hole hole wall and steel pile casting
3cm rubble, forms broken stone pile；After pass sequentially through the second Grouting Pipe and the first Grouting Pipe grouting methol into broken stone pile, shape
The hollow steel pipe pile of pile side pressure concrete grout outsourcing；And hollow steel pipe pile is conserved, at least 30 days curing period；
5) ponding in the hollow steel pipe pile, is emptied, by secondary grouting pipe toward the lower section of the hollow steel pipe pile
Secondary grouting methol in Backfilled Stone Layer, hollow steel pipe pile is lifted on the cement mortar of secondary pressure injection, measures the hollow steel pipe pile
The amount of raising, until mud jacking pressure and upper lift amount reach it is stable when terminate slip casting, form pile top secondary grouting concrete.
It is preferred that, the step 1) in, mud uses bentonite used in drilling construction；After borehole cleaning, mud balance is small
In 1.04, sand content in mud is less than 0.5%, and the mudcake thickness bored on buried via hole hole wall is less than 1mm.
It is preferred that, the step 3) in, many root unit steel-pipe piles are welded into one whole steel-pipe pile, will using hanging device
Whole steel-pipe pile sinking enters to bore in buried via hole；Or enter many root unit steel-pipe pile merogenesis successively sinking in the brill buried via hole, previous
When the upper end of section unit steel-pipe pile is still exposed outside steel pile casting, later section unit steel-pipe pile is installed and previous section unit steel is welded on
The upper end of pile tube, then water filling are sunk, until the bottom that unit steel-pipe pile is saved in foremost one is placed on the Backfilled Stone Layer.
It is preferred that, the step 5) in, by the madjack pipe and return duct of pneumatic mortar machine to institute before secondary grouting methol
State Backfilled Stone Layer and carry out mud cleaning, after there is fresh cement mortar in return duct, closing volume pipe.
Compared to prior art, the invention has the advantages that：
(1) cost is reduced：The super-large diameter of the present invention, which is bored, buries steel pipe hollow Under Pile footpath greatly, can compared to traditional Under Pile number
It is hollow-core construction to reduce inside 60%, and the foundation pile of the present invention, can further save material, mitigates deadweight, saves cost；Together
When, construction method of the invention does not need the auxiliary equipment such as steel cofferdam, is become apparent from subaqueous work economic effect.
(2) duration is shortened.The super-large diameter of the present invention bore bury bore, bury in the technique of steel pipe hollow foundation pile, slip casting around pile and
The total time of the procedure of stake bottom secondary grouting four is 5-10 days, than normal drill pile driving construction need 10-15 days it is fast again；And this
Four processes in invention can be constructed with staggering time arrangement, the bigger shortening duration.
(3) quality is improved.The present invention super-large diameter bore bury steel pipe hollow method for constructing foundation pile buried using brill, the new work of mud jacking
Skill, it is not necessary to pour underwater concrete, construction quality is more easy to ensure.
(4) response policy is called, and dissolves steel production capacity surplus.Nearly 30,000 of the annual newly building bridge of China, grand bridge is over one hundred
Seat, wherein annual 500000 of pile foundation quantity, super-large diameter brill of the invention buries promoting the use for steel pipe hollow foundation pile can be in bridge
Beam substructure frontier opens up a brand-new market.
In addition to objects, features and advantages described above, the present invention also has other objects, features and advantages.
Below with reference to figure, the present invention is further detailed explanation.
Brief description of the drawings
The accompanying drawing for constituting the part of the application is used for providing a further understanding of the present invention, schematic reality of the invention
Apply example and its illustrate to be used to explain the present invention, do not constitute inappropriate limitation of the present invention.In the accompanying drawings：
Fig. 1 is that super-large diameter bores the structural representation for burying steel pipe hollow foundation pile in the present invention；
Fig. 2 is half cross section structure schematic diagram of steel pile casting in the present invention；
Fig. 3 is the A-A cross-sectional views of steel pile casting in Fig. 2；
Fig. 4 is half cross section structure schematic diagram of steel-pipe pile in the present invention；
Fig. 5 is the B-B cross-sectional views of steel-pipe pile in Fig. 4；
Fig. 6 is stake bottom steel frame cross-sectional view in the present invention；
Fig. 7 is the planar structure schematic diagram of stake bottom steel frame in the present invention；
Fig. 8 is that super-large diameter bores the construction process schematic diagram for burying steel pipe hollow foundation pile in the present invention；
Wherein, 1, steel pile casting, 11, steel pile casting body, the 12, first lateral stiffening circle, the 13, first Grouting Pipe, 14, first is horizontal
Stirrup, the 15, first ribbed stiffener, 2, steel-pipe pile, 21, pile tube body, the 22, second lateral stiffening circle, the 23, second ribbed stiffener, 24,
Two horizontal stirrups, the 25, second Grouting Pipe, 3, stake bottom framework, 31, bottom plate, 32, stake bottom stiffening device, 321, stave sheet, 33, secondary
Grouting Pipe, 331, flow valve, 4, pile top secondary grouting concrete, 41, Backfilled Stone Layer, 5, stake side pressure concrete grout, 51, broken stone pile,
6th, flocculation concrete isolation layer, M, cushion cap buoyancy tank, N, brill buried via hole.
Embodiment
Embodiments of the invention are described in detail below in conjunction with accompanying drawing, but the present invention can be limited according to claim
Fixed and covering multitude of different ways is implemented.
Referring to Fig. 1, a kind of super-large diameter of the invention, which is bored, buries steel pipe hollow foundation pile, and it includes protecting for the steel of subaqueous work
Cylinder 1, steel-pipe pile 2, the stake bottom framework 3 for being arranged at steel-pipe pile bottom inside, pile top secondary grouting concrete 4, stake side pressure grouting coagulation
Soil 5 and flocculation concrete isolation layer 6.
The top of steel pile casting 1 is arranged in the cushion cap buoyancy tank M on the construction water surface, and riverbed is squeezed into the bottom of steel pile casting 1
In coating, in order to prevent during subsequent construction mud string hole, the depth that steel pile casting is squeezed into Riverbed in steel pile casting
Not less than the depth of its present position water.Drilling downwards bores the top of buried via hole in steel pile casting brill buried via hole N formed below in steel pile casting
End is connected with the base opening variable cross-section of steel pile casting, and bores uiform section setting in part below buried via hole variable cross-section；Cut to give full play to become
The effect in face, the aperture for boring buried via hole uiform section part is less than the internal diameter 1.5m of steel pile casting.The top of steel-pipe pile 2 is arranged at steel pile casting
Interior, the bottom of steel-pipe pile 2 is placed in brill buried via hole, and the top of steel-pipe pile is concordant with the top of steel pile casting to be set, the outer wall of steel-pipe pile
Have between hole wall with boring buried via hole between the outer wall of gap, i.e. steel-pipe pile and the hole wall of brill buried via hole between 0.2~0.3m
Away from.Bottom plate 31 that stake bottom framework 3 includes being arranged at steel-pipe pile bottom, the stake bottom stiffening device 32 that is arranged on bottom plate and many
Run through the secondary grouting pipe 33 of bottom plate up and down, secondary grouting pipe is provided with the flow valve 331 for being used for controlling secondary grouting flow；Stake
Sharp secondary grouting concrete 4 is arranged in brill buried via hole and is used for bearing steel pipe pile in the lower section of steel-pipe pile.The outer wall of steel-pipe pile with
Stake side pressure concrete grout 5 is provided between the hole wall of brill buried via hole and between the outer wall of steel-pipe pile and the inwall of steel pile casting.Flocculate coagulation
Native separation layer 6 is arranged at the stake week of steel-pipe pile and between pile top secondary grouting concrete 4 and stake side pressure concrete grout 5.
As shown in Figures 2 and 3, steel pile casting 1 includes hollow steel pile casting body 11, is disposed on steel pile casting body up and down
Inwall on multiple first lateral stiffening circles 12, vertical many be disposed in the first lateral stiffening circle inner radial surface
First Grouting Pipe 13, the multiple first horizontal stirrups 14 being disposed on up and down on the inside of the first Grouting Pipe and vertically it is disposed on
A plurality of first ribbed stiffener 15 on the inwall of steel pile casting body, the two ends of a plurality of first ribbed stiffener respectively adjacent with up and down two
One lateral stiffening circle is fixedly connected, and the first ribbed stiffener is without departing from the inner radial surface of the first lateral stiffening circle.In the present embodiment
In, it is contemplated that steel pile casting squeezes into the rigidity needs of Riverbed with large-tonnage vibration hammer, and the wall thickness of steel pile casting body 11 is 10
~20mm；A width of 200~the 220mm of radial direction of the first lateral stiffening circle 12 set in steel pile casting inner body wall, thickness is 30~
50mm；Vertically arranged 8 first ribbed stiffeners, first ribbed stiffener is that H profile steel is used for transmitting powerful shaking force.
As shown in Figure 4 and Figure 5, steel-pipe pile 2 includes hollow steel-pipe pile body 21, is disposed on steel-pipe pile body up and down
Multiple second lateral stiffening circles 22 on inwall, it is vertical be disposed on above and below between two the second adjacent lateral stiffening circles 22
Many second ribbed stiffeners 23, the multiple second horizontal stirrups 24 being disposed on up and down on the outer wall of steel-pipe pile body and vertically set
Put many second Grouting Pipes 25 on the outside of the second horizontal stirrup.In the present embodiment, the second ribbed stiffener 23 is I-beam；Roll up first
Steel-pipe pile body processed, is connected on the inside of steel pipe pile lining after steel-pipe pile body completes, then by the second lateral stiffening lap welding；If
Steel-pipe pile is welded by merogenesis unit steel-pipe pile, then caulking ring is welded on the top of every section unit steel-pipe pile.
In the present embodiment, steel-pipe pile bears external applied load as agent structure, and the wall thickness of its steel-pipe pile body is by stress
Determine.It is preferred that, the material of steel-pipe pile body 21 is that Q345 steel, wall thickness are 30~60mm, and outer wall and the brill of steel-pipe pile body are buried
0.2~0.3m gap is provided between the hole wall in hole.Steel-pipe pile 2 is welded by more piece unit steel-pipe pile, and should be according to reality
Condition is welded using big segment unit steel-pipe pile as far as possible；Often weldering has the second lateral stiffening circle in section unit steel-pipe pile,
A width of 200mm of the second lateral stiffening circle, thickness is 30~50mm, vertical between two the second adjacent lateral stiffening circles up and down
Also weld 8 first ribbed stiffeners of knot；The distance between adjacent two second vertical Grouting Pipe is the 5~8 of the second vertical slip casting pipe diameter
Times.Often section unit steel-pipe pile is transported to harbour after being made in factory, and whole of large-scale floating crane total length can be used when scene is had ready conditions
Steel-pipe pile insertion is bored in buried via hole.
As shown in Figure 6 and Figure 7, agent structure steel-pipe pile bottom thickness is closed for 20~40mm steel sole plate, forms floating
Cylinder.Put more energy into again by the orthogonal stave sheet 321 of polylith and form a bottom stiffening device 32；The transverse ends of stave sheet 321 add with second
The weldering knot connection of strength rib 23, the thickness of stave sheet is 20~40mm, is highly 1m.8-12 root secondary groutings are installed in steel sole plate again
The flow valve for controlling its flow is provided with pipe, every secondary grouting pipe.It should be understood that before welding overall height steel-pipe pile,
The space of coxopodite framework is filled with concrete, steel-pipe pile is kept perpendicularity during sinking in mud.
With reference to shown in Fig. 8, the construction method that super-large diameter brill of the invention buries steel pipe hollow foundation pile comprises the following steps：
1), using cushion cap buoyancy tank M as operation platform, the bottom of steel pile casting 1 is squeezed into below the construction water surface with hydraulic vibration driver
Riverbed in；After mud circulating system is improved in configuration, the super-large diameter developed and applied using the country is all-hydraulic
Rig carries out super-large diameter boring work on Riverbed, and buried via hole N is bored to be formed, and mud used in drilling construction is necessary
Using bentonite；And carry out borehole cleaning processing to boring buried via hole；Drilling progress 3~5m/h in the coatings such as sand, clay, 1 day
60m or so can be bored, reaches and carries out embedding rock work after weathered rock again, drill progress 0.03-0.1m/h, can bore 1-2m or so within 1 day.
It should be pointed out that it has been a kind of routine techniques that the country carries out hundred meters of long pile driving constructions using slewing drilling machine in P.H.P mud at present；It is right
The difference is that to strengthen the work of mud circulation management for the drilling of Φ 5m super-large diameters, that is, configure the mud equal with rig flow
Clarifier is starched to improve drilling efficiency；Complete after drilling, it is necessary to boring progress borehole cleaning processing inside buried via hole, be needed during borehole cleaning
Direct circulation is carried out to complete opening mud changes slurry, i.e., the mud balance in hole is reduced into 1.04 from 1.1-1.2, and contain mud
Sand coarse aggregate ratio is less than 0.5%.Fundamentally realize no sediment (thickness ＜ 1cm, within the scope of measurement error), and simultaneously can be by
The mudcake thickness for boring buried via hole hole wall is reduced to below 1mm, thus significantly (1.2-1.4 times) improve rockfill slip casting concrete and hole wall it
Between frictional resistance.
2), before steel-pipe pile is nuzzled in brill buried via hole, toward the building stones formation Backfilled Stone Layer for boring backfill 3~5cm particle diameters in buried via hole N
41, the thickness of Backfilled Stone Layer is not less than 1m or is bore buried via hole aperture 0.25~0.3 times, and the upper surface discrepancy in elevation of Backfilled Stone Layer is less than 5cm.
If specifically, when brill buried via hole bottom is sand loam soil, the thickness of jackstone can be reduced.Building stones require stone matter it is hard, without weathering, clean
Broken (gravel) stone of 3~5cm particle diameters (do not need level match somebody with somebody).The upper surface of Backfilled Stone Layer 41 is substantially flat, is determined and rockfilled with PORE SIZE APPARATUS FOR
The upper surface discrepancy in elevation of layer should be less than 5cm.This work can be completed within 1 day.
3), the sinking of steel-pipe pile 2 is entered to bore in buried via hole N using hanging device, the bottom of steel-pipe pile is placed on Backfilled Stone Layer 41.
According to design requirement in factory merogenesis production unit steel-pipe pile, often save unit steel-pipe pile a length of 10~20m；Again in unit steel
A plurality of the second lateral stiffening circle 22 not on sustained height of transverse weld and two adjacent second horizontal stroke above and below on the inwall of pile tube
To vertically welding many second ribbed stiffeners 23 between caulking ring at certain intervals, then it will often save unit steel-pipe pile and transport existing to construction
；According to lifting condition, when the length of steel-pipe pile is not more than 80m, many root unit steel-pipe piles are welded into one whole steel-pipe pile 2,
The whole sinking of steel-pipe pile 2 is entered to bore in buried via hole N using hanging device, the sinking work for completing steel-pipe pile for about 2 days or so is lasted.Such as
Limited by hanging device, unit steel-pipe pile merogenesis successively sinking is entered to bore in buried via hole, it is 20m~40m often to save length, in previous section
The upper end of unit steel-pipe pile still expose steel pile casting 1 it is outer when, by later section unit steel-pipe pile install and be welded on it is previous section unit steel
The upper end of pile tube, then water filling are sunk, until the bottom that unit steel-pipe pile is saved in foremost one is placed on Backfilled Stone Layer 41；Merogenesis spreading
Sink again, last the sinking work for completing steel-pipe pile for 1-2 days.
4), flocculation concrete formation one is poured in all bottoms of stake of steel-pipe pile 2 first to enclose for preventing stake side cement mortar from penetrating into stake bottom
Flocculation concrete isolation layer 6, flocculation concrete is to add not disperse concrete flocculant under water in concrete, at all bottoms in stake end position
Put to form a circle separation layer, to prevent a side cement mortar from penetrating into stake bottom.Again toward between the outer wall of steel-pipe pile 2 and brill buried via hole N hole walls
Broken (ovum) stone that particle diameter is more than 3cm is filled in gap, broken stone pile 51 is formed, to ensure hole wall not collapse hole；Any day, leads to behind
Cross the second Grouting Pipe 25 and the first Grouting Pipe 13, by 10m height, layering point root grouting methol into broken stone pile 51, form stake
The hollow steel pipe pile of the outsourcing of side pressure concrete grout 5, lasts about 1 day and completes slip casting around pile work；And hollow steel pipe pile is supported
Shield, at least 30 days curing period.
5), after (partial intensities are reached) after completing maintenance, the ponding in emptying hollow steel pipe pile connects steel-pipe pile coxopodite
Madjack pipe and return duct, by secondary grouting pipe 33 toward secondary grouting methol in the Backfilled Stone Layer 41 of the lower section of hollow steel pipe pile；
The madjack pipe and return duct for first passing through pneumatic mortar machine carry out mud cleaning to Backfilled Stone Layer 41, after fresh cement mortar occurs in return duct,
Closing volume pipe continues slip casting.Hollow steel pipe pile is lifted on the cement mortar of secondary pressure injection, measures the amount of raising of hollow steel pipe pile, directly
Terminate slip casting when reaching stable to mud jacking pressure and upper lift amount, form pile top secondary grouting concrete 4；Last about 1 day.It should refer to
Go out, if stake bottom ground is sand loam soil, stake bottom secondary grouting can penetrate into layer of sand formation garlic, improve bearing capacity.If stake bottom
Layer ground is stiff clay or slightly weathered rock, and stake bottom secondary grouting will produce upward compression stress ot × stake end to steel hollow pile bottom
Area M, so as to obtain a bottom drag R=σ M.Strain value can be counted in the comprehensive amount of raising and steel wall by measured stake top
The frictional resistance for calculating stake side can obtain corresponding pile bearing capacity；Resulting relation curve, can be calculated super-large diameter by program and bores
Bury the design bearing capacity of steel pipe hollow foundation pile.
The preferred embodiments of the present invention are the foregoing is only, are not intended to limit the invention, for the skill of this area
For art personnel, the present invention can have various modifications and variations.Within the spirit and principles of the invention, that is made any repaiies
Change, equivalent substitution, improvement etc., should be included in the scope of the protection.
Claims (10)
1. a kind of super-large diameter bores and buries steel pipe hollow foundation pile, it is characterised in that the super-large diameter bores and buries steel pipe hollow foundation pile bag
Include the steel pile casting (1) for subaqueous work, steel-pipe pile (2), the stake bottom framework (3) for being arranged at the steel-pipe pile (2) bottom inside,
Pile top secondary grouting concrete (4), stake side pressure concrete grout (5) and flocculation concrete isolation layer (6)；
It is arranged at the top of the steel pile casting (1) in the cushion cap buoyancy tank (M) on the construction water surface, the bottom of the steel pile casting (1)
Portion is squeezed into Riverbed, and the depth that the steel pile casting is squeezed into Riverbed is not less than the depth of its present position water；
Buried via hole (N) is bored in pore-forming formation in steel pile casting, and the aperture for boring buried via hole uiform section part is less than the internal diameter of the steel pile casting extremely
Few 1m；It is arranged at the top of the steel-pipe pile (2) in the steel pile casting, the bottom of the steel-pipe pile (2) is placed in the brill buried via hole
Interior, the top of the steel-pipe pile is concordant with the top of the steel pile casting to be set, the outer wall of the steel-pipe pile and the brill buried via hole
There is gap between hole wall；The stake bottom framework (3) include being arranged at the bottom plate (31) of the steel-pipe pile bottom, be arranged on it is described
Stake bottom stiffening device (32) and about many secondary grouting pipes (33) for running through the bottom plate on bottom plate, the secondary grouting
Pipe is provided with the flow valve (331) for being used for controlling secondary grouting flow；The pile top secondary grouting concrete (4) is arranged at described
Bore in buried via hole and in the lower section of the steel-pipe pile, for carrying the steel-pipe pile；The outer wall of the steel-pipe pile and the brill buried via hole
Hole wall between and the outer wall of the steel-pipe pile and the inwall of the steel pile casting between be provided with the stake side pressure concrete grout (5)；
The flocculation concrete isolation layer (6) be arranged at the stake week of the steel-pipe pile and in the pile top secondary grouting concrete (4) and
Between stake side pressure concrete grout (5).
2. super-large diameter according to claim 1 bores and buries steel pipe hollow foundation pile, it is characterised in that steel pile casting (1) bag
Include hollow steel pile casting body (11), multiple first lateral stiffenings being disposed on up and down on the inwall of the steel pile casting body
Circle (12), many first Grouting Pipes (13), up and down being vertically disposed in the first lateral stiffening circle inner radial surface
It is disposed on the on the inside of first Grouting Pipe multiple first horizontal stirrups (14) and is vertically disposed on the steel pile casting
A plurality of first ribbed stiffener (15) on the inwall of body, the two ends of a plurality of first ribbed stiffener institute adjacent with up and down two respectively
The first lateral stiffening circle is stated to be fixedly connected, and first ribbed stiffener is without departing from the inside table in footpath of the first lateral stiffening circle
Face.
3. super-large diameter according to claim 2 bores and buries steel pipe hollow foundation pile, it is characterised in that the steel pile casting body
(11) wall thickness is 10~20mm, a width of 200~220mm of radial direction of the first lateral stiffening circle (12), thickness is 30~
50mm。
4. super-large diameter according to claim 1 bores and buries steel pipe hollow foundation pile, it is characterised in that steel-pipe pile (2) bag
Include hollow steel-pipe pile body (21), the multiple second lateral stiffening circles being disposed on up and down in the steel-pipe pile inner body wall
(22), it is vertical be disposed on above and below many second ribbed stiffeners (23) between two the second adjacent lateral stiffening circles (22), on
Under the multiple second horizontal stirrups (24) for being disposed on the outer wall of the steel-pipe pile body and be vertically provided at described second
Many second Grouting Pipes (25) on the outside of horizontal stirrup.
5. super-large diameter according to claim 4 bores and buries steel pipe hollow foundation pile, it is characterised in that the steel-pipe pile body
(21) material is that Q345 steel, wall thickness are 30~60mm, between the hole wall of the outer wall of the steel-pipe pile body and the brill buried via hole
Gap provided with 0.2~0.3m；The distance between second vertical Grouting Pipe described in adjacent two is that the described second vertical Grouting Pipe is straight
5~8 times of footpath.
6. super-large diameter according to claim 4 bores and buries steel pipe hollow foundation pile, it is characterised in that stake bottom stiffening device
(32) put more energy into and formed by the orthogonal stave sheet of polylith (321)；The transverse ends of the stave sheet (321) with second ribbed stiffener
(23) weldering knot connection.
7. the super-large diameter as described in any one of claim 1~6 bores the construction method for burying steel pipe hollow foundation pile, its feature exists
In the construction method comprises the following steps：
1), with cushion cap buoyancy tank (M) for operation platform, the Riverbed that the bottom of steel pile casting (1) is squeezed into below the construction water surface
It is interior；After mud circulating system is improved in configuration, drilled on Riverbed, buried via hole (N) is bored to be formed, and to boring buried via hole
Carry out borehole cleaning processing；
2), toward the building stones formation Backfilled Stone Layer (41) for boring backfill 3~5cm particle diameters in buried via hole (N), the thickness of the Backfilled Stone Layer is not less than
1m is bore buried via hole aperture 0.25~0.3 times, and the upper surface discrepancy in elevation of the Backfilled Stone Layer is less than 5cm；
3), steel-pipe pile (2) sinking is entered to bore in buried via hole (N) using hanging device, the bottom of the steel-pipe pile is placed on Backfilled Stone Layer
(41) on；
4), flocculation concrete formation one is poured in all bottoms of stake of steel-pipe pile (2) first to enclose for preventing stake side cement mortar from penetrating into stake bottom
Flocculate concrete isolation layer (6), then toward steel-pipe pile (2) outer wall and brill buried via hole (N) hole wall and steel pile casting between gap in fill out
The rubble that particle diameter is more than 3cm is filled, broken stone pile (51) is formed；After pass sequentially through the second Grouting Pipe (25) and the first Grouting Pipe (13) to
Broken stone pile (51) interior grouting methol, forms the hollow steel pipe pile of stake side pressure concrete grout (5) outsourcing；And hollow steel pipe pile is entered
Row maintenance, at least 30 days curing period；
5) ponding in the hollow steel pipe pile, is emptied, by secondary grouting pipe (33) toward the lower section of the hollow steel pipe pile
Secondary grouting methol in Backfilled Stone Layer (41), hollow steel pipe pile is lifted on the cement mortar of secondary pressure injection, measures the steel pipe hollow
The amount of raising of stake, until mud jacking pressure and upper lift amount reach it is stable when terminate slip casting, form pile top secondary grouting concrete (4).
8. construction method according to claim 7, it is characterised in that the step 1) in, mud used in drilling construction
Slurry uses bentonite；After borehole cleaning, mud balance is less than 1.04, and sand content in mud is less than 0.5%, bores the mud on buried via hole (N) hole wall
Skin thickness is less than 1mm.
9. construction method according to claim 7, it is characterised in that the step 3) in, many root unit steel-pipe piles are welded
One whole steel-pipe pile (2) is connected into, enters to bore in buried via hole (N) by whole steel-pipe pile (2) sinking using hanging device；Or by many root units
Sinking enters in the brill buried via hole steel-pipe pile merogenesis successively, when still exposing outside steel pile casting (1) in the upper end of previous section unit steel-pipe pile,
Later section unit steel-pipe pile is installed and the upper end of previous section unit steel-pipe pile is welded on, then water filling is sunk, until foremost one
The bottom of section unit steel-pipe pile is placed on the Backfilled Stone Layer (41).
10. construction method according to claim 7, it is characterised in that the step 5) in, before secondary grouting methol
Mud cleaning is carried out to the Backfilled Stone Layer (41) by the madjack pipe and return duct of pneumatic mortar machine, when fresh cement mortar occurs in return duct
Afterwards, closing volume pipe.
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