CN202559368U - Subsidence-reducing pile structure of capped steel pipe of immersed tunnel - Google Patents

Subsidence-reducing pile structure of capped steel pipe of immersed tunnel Download PDF

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Publication number
CN202559368U
CN202559368U CN 201220224662 CN201220224662U CN202559368U CN 202559368 U CN202559368 U CN 202559368U CN 201220224662 CN201220224662 CN 201220224662 CN 201220224662 U CN201220224662 U CN 201220224662U CN 202559368 U CN202559368 U CN 202559368U
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CN
China
Prior art keywords
steel pipe
pile
immersed tube
tube tunnel
cap
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Fee Related
Application number
CN 201220224662
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Chinese (zh)
Inventor
徐国平
刘晓东
陈鸿
张志刚
刘洪洲
曾毅
王勇
林巍
陈虎成
付佰勇
熊旺
姜岩
过超
李贞新
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
CCCC Highway Consultants Co Ltd
Shanghai Tunnel Engineering and Rail Transit Design and Research Institute
Original Assignee
CCCC Highway Consultants Co Ltd
Shanghai Tunnel Engineering and Rail Transit Design and Research Institute
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by CCCC Highway Consultants Co Ltd, Shanghai Tunnel Engineering and Rail Transit Design and Research Institute filed Critical CCCC Highway Consultants Co Ltd
Priority to CN 201220224662 priority Critical patent/CN202559368U/en
Application granted granted Critical
Publication of CN202559368U publication Critical patent/CN202559368U/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

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Abstract

The utility model provides a subsidence-reducing pile structure of a capped steel pipe of an immersed tunnel. The main structure comprises a plurality of steel pipe piles; a steel pipe cap is arranged at the top of each steel pipe pile; earth among the piles is filled among the plurality of steel pipe piles and the steel pipe caps; a broken stone hardcore is paved on a plane formed by the earth among the piles and the steel pipe caps; the immersed tunnel is arranged above the broken stone hardcore; and backfilling layers are arranged at the two sides and the top face of the immersed tunnel. According to the subsidence-reducing pile structure disclosed by the utility model, load sharing among the steel pipe piles and the earth among the piles is adjusted through the broken stone hardcore so as to guarantee the uniform subsidence of a pipe bottom. The penetrating amount of pile tops to the broken stone hardcore can be reduced through arrangement of the steel pipe caps, the stress concentration of the top face of the broken stone hardcore is reduced, the after-construction subsidence is effectively controlled, a load bearing property of the earth among the piles and the capped files is expressed, an earth body can bear 20-40% of the load and the subsidence is reduced by 30-50%, so that the subsidence-reducing pile structure has a good application prospect in foundation treatment of a deep sea (water) soft earth immersed tunnel.

Description

A kind of immersed tube tunnel band cap steel pipe subtracts the pile sinking structure
Technical field
The utility model belongs to deep water immersed tube tunnel foundation treatment technology field, seabed, relates to a kind of immersed tube tunnel band cap steel pipe particularly and subtracts the pile sinking structure, and particularly a kind of band cap steel pipe pile-inter-pile soil-bed course subtracts sink structure.
Background technology
Conventional rigid pile composite foundation generally is used for land construction work and highway embankment engineering, and its stake is main cementitious materials with cement or concrete and other admixtures usually.Comprise CFG stake (CFG composite foundation) and Low Intensity Concrete Piles composite foundation etc.And steel pipe pile is general seldom as the pile body of rigid pile composite foundation.This mainly is because land architectural design general decades in application life, and life requirement is low, and steel pipe pile cost height causes.But to deep water off-lying sea Channel Engineering over strait, because the depth of water is big, the durability general requirements is greater than 100 years, conventional CFG and concrete rigid pile composite foundation difficulty of construction are big, and quality is difficult for assurance.Therefore be with the cap steel pipe to subtract the pile sinking structure and promptly embody its advantage.Beat through prefabricated, pile driving barge deep water is slotting on the bank, can ensure the quality of products and the duration, guaranteed durability through reserving corrosion thickness.
Present immersed tube tunnel both domestic and external all has the example that adopts pile foundation, like port, the Tokyo immersed tube tunnel of Japan, has adopted the steel pipe pile basis of band pile cover.But the band cap steel pipe pile in this tunnel and immersed tube tunnel inject mortar through preformed hole, realized being rigidly connected of steel pipe pile and immersed tube tunnel, so load are born by pile body mainly.Normal big vast tunnel, China Ningbo has adopted prestressed concrete square pile as the immersed tube tunnel basis, tackles the riverbed that back-silts by force.Adopted pouch method (patent No. 03116675.X) on stake and the connected mode of immersed tube tunnel, through madjack pipe to the slip casting of mud jacking capsule bag, realize at the bottom of the immersed tube with stake push up closely connected.Therefore it receives force mode and tunnel, port, Tokyo pile foundation similar, is not consider that inter-pile soil bears the pile foundation of load and receive force mode.
Application for a patent for invention (201010295438.9) " a kind of band pile cover large diameter thin wall tube stake web frame and job practices "; Propose a kind of band pile cover large diameter thin wall tube stake net composite construction of forming by the stake of large diameter thin wall tube, GSZ, earthfill road embankment and pile cover, be used to reduce the relative settlement of Expressway Embankment.
For the seabed tunnel of the depth of water greater than 40m; Meet the demands at natural foundation bearing capacity, but under the excessive situation of sedimentation, adopt band cap steel pipe to subtract the pile sinking structure; Can give full play to the supporting capacity (soil body is shared 10%~40% load) of the soil body; Reduce cost, bring into play the advantage that pile cover reduces to thrust again, effectively control sedimentation.
The utility model content
The purpose of the utility model is to provide a kind of immersed tube tunnel band cap steel pipe to subtract the pile sinking structure, adopts band cap steel pipe pile-inter-pile soil and the coefficient pattern of bed course.
For realizing above-mentioned purpose, the immersed tube tunnel band cap steel pipe that the utility model provides subtracts the pile sinking structure, and its primary structure is:
Many steel pipe piles, every steel pipe pile top is provided with driving cap;
Be filled with inter-pile soil between many steel pipe piles and the driving cap, on the plane that inter-pile soil and driving cap form, be equipped with hardcore bed, the hardcore bed top is provided with immersed tube tunnel, and immersed tube tunnel both sides and end face are provided with backfill layer.
Described immersed tube tunnel band cap steel pipe subtracts the pile sinking structure, and wherein, many steel pipe piles are arranged in the foundation trench of seabed excavation formation.
Described immersed tube tunnel band cap steel pipe subtracts the pile sinking structure, and wherein, the diameter of steel pipe pile is 0.5m-1.2m.
Described immersed tube tunnel band cap steel pipe subtracts the pile sinking structure; Wherein, The structure of driving cap is to be provided with a top board at the top of inside panel and inside panel perpendicularly; The diameter of this top board is greater than the inside panel diameter, vertically is provided with exterior panel in the edge of top board, and this exterior panel connects to form through many floors with the ring flat-plate that is located at the inside panel bottom.
Described immersed tube tunnel band cap steel pipe subtracts the pile sinking structure, and wherein, the top board of driving cap, exterior panel and ring flat-plate are circular, square or polygon.
Described immersed tube tunnel band cap steel pipe subtracts the pile sinking structure, and wherein, the centre position of the inside panel of driving cap has the drainage exhaust hole.
Described immersed tube tunnel band cap steel pipe subtracts the pile sinking structure, and wherein, the diameter in drainage exhaust hole is 30mm.
Described immersed tube tunnel band cap steel pipe subtracts the pile sinking structure, and wherein, the thickness of hardcore bed is 0.4-0.8 times of driving cap diameter.
The utlity model has following advantage:
1, steel pipe pile-inter-pile soil-bed course forms the acting in conjunction force structure, bears upper load jointly, can give full play to the load-carrying properties of inter-pile soil.The pile foundation stressed with not considering inter-pile soil compared, and stake is long can be reduced with the stake number, and the reduction of the stress concentration at the bottom of the immersed tube, favourable to the immersed tube structure stress.
2, under identical cushion thickness condition, through the setting of driving cap, can significantly reduce the thrust amount of stake top in bed course, reduce the sedimentation of total.Therefore compare with non-cap steel pipe pile, can increase pile spacing, thereby save cost.
3, with highway embankment in a flexible stake net composite foundation that bankets down compare, the immersed tube tunnel of the utility model subtracts the pile sinking structure because the effect of immersed tube rigidity need not be provided with GSZ in hardcore bed, can guarantee stressed jointly with inter-pile soil.Therefore working procedure and duration have been saved.
4, compare with the method for pile body integrated construction with pile cover, mounting method behind the utility model employing pile cover has been realized the accurate control that the pile cover top mark is high, has reduced the piling required precision simultaneously, has made things convenient for piling construction.
Description of drawings
Fig. 1 subtracts pile sinking structure collectivity formation sketch map for the immersed tube tunnel band cap steel pipe of the utility model.
Fig. 2 subtracts in the pile sinking structure about the thin portion enlarged diagram between steel pipe pile, driving cap, inter-pile soil, hardcore bed and the immersed tube tunnel for the immersed tube tunnel band cap steel pipe of the utility model.
Fig. 3 is the driving cap elevation of the utility model.
Fig. 4 is the driving cap plan view from above of the utility model.
Primary clustering symbol description in the accompanying drawing:
Steel pipe pile 1, inter-pile soil 2, hardcore bed 3, driving cap 4, immersed tube tunnel 5, backfill layer 6, foundation trench 7, top board 8, exterior panel 9, inside panel 10, vertical floor 11, hoop floor 12, exhaust outlet hole 13.
The specific embodiment
The immersed tube tunnel band cap steel pipe of the utility model subtracts the pile sinking structure and is made up of band cap steel pipe pile-inter-pile soil and hardcore bed.Steel pipe pile directly is not connected with the rigid foundation of immersed tube tunnel representative, but connects through bed course.
The utility model is a kind ofly to meet the demands at natural foundation bearing capacity, but the ground of building immersed tube tunnel in the excessive ground of sedimentation deals with scheme.Through in the natural ground that is covered with set thickness hardcore bed, squeezing into an amount of band cap steel pipe pile, form the acting in conjunction structure of steel pipe pile-inter-pile soil-bed course, reduce the stake top through pile cover and thrust and realize the optimization of stake number, effectively control the purpose of settlement after construction.
The immersed tube tunnel band cap steel pipe of the utility model subtracts the pile sinking structure, is used for that natural foundation bearing capacity meets the demands but the excessive seabed immersed tube tunnel ground of sedimentation is handled.Comprise steel pipe pile, inter-pile soil, bed course and driving cap etc.Steel pipe pile diameter 0.5m~1.2m; Driving cap is made up of top board, the vertical floor of multiple tracks, inside panel and exterior panel etc., and the inside panel diameter of driving cap can be identical with the steel pipe pile diameter, and driving cap top board diameter is 1.5~3 times of the steel pipe pile diameter; Hardcore bed is positioned at above the driving cap, is immersed tube tunnel and backfill layer above the hardcore bed.
Below in conjunction with accompanying drawing the utility model is elaborated.
It is as depicted in figs. 1 and 2 that the immersed tube tunnel band cap steel pipe of the utility model subtracts the pile sinking structure, and primary structure is:
Many steel pipe piles 1, its diameter are 0.5m-1.2m, and (like welding) fixed at the top of every steel pipe pile has driving cap 4.Each steel pipe pile 1 plugs in the foundation trench 7 that is installed in the seabed excavation; Between each steel pipe pile 1 and driving cap 4, be filled with inter-pile soil 2; On the plane that inter-pile soil 2 and driving cap 4 form, be equipped with hardcore bed 3; Hardcore bed 3 tops are provided with immersed tube tunnel 5, and immersed tube tunnel 5 both sides and end face are provided with backfill layer 6.
The structure of driving cap 4 sees also Fig. 3 and shown in Figure 4; Be to be fixedly connected (like welding) at the top of inside panel 10 top board 8 is arranged; This top board 8 is to be connected with inside panel 10 perpendicularly, and these top board 8 diameters 1.5-3 that is inside panel 10 diameters doubly (diameter of inside panel and steel pipe pile can be identical).Edge at top board 8 vertically is provided with exterior panel 9, and this exterior panel connects to form through floor 11 with the ring flat-plate 12 that is located at inside panel 10 bottoms, and floor 11 is many settings, to increase supporting power.Need to prove that the top board 8 of the driving cap of the utility model, exterior panel 9 and ring flat-plate 12 can be circular, square or polygon.Inside panel 10 centre positions at driving cap 4 have several drainage exhaust holes 13, and the diameter in those drainage exhaust holes 13 is 30mm.
It is following that the immersed tube tunnel band cap steel pipe of the utility model subtracts pile sinking structure formation method:
1) pre-manufactured steel pile tube 1 and driving cap 4 at first on the coast require the weld seam between each wallboard of driving cap need satisfy the effect of later stage piling dynamic impact in the prefabricated process;
2) put slope excavation in the seabed through dredge boat, excavation foundation trench 7 end absolute altitude precision prescribed is 0 to-50cm;
3) adopt pile driving barge to insert and beat steel pipe pile 1; Cut steel pipe pile 1 under water, pre-manufactured steel pile cover 4 is installed under water, and adjust to design elevation; The bottom of steel pipe pile 1 is arranged on layer of sand or has in the stratum of certain supporting capacity, removes the mud scum that the driving cap end face forms in the work progress;
4) utilize the broken stone leveling ship to lay hardcore bed 3;
5) on hardcore bed 3, place immersed tube tunnel 5, carry out backfill layer 6 constructions of immersed tube tunnel 5 both sides and end face.Backfill layer 6 constructions need guarantee the symmetrical balance construction as far as possible.
The immersed tube tunnel band cap steel pipe of the utility model subtracts the pile sinking structure to be regulated steel pipe piles 1 through hardcore bed 3 and shares with the load of 2 of inter-pile soils, makes the two co-ordination, bears immersed tube tunnel 5 and the load that backfill layer 6 transmits jointly, guarantees the even of pipe end sedimentation.Setting through driving cap 4 can reduce the thrust amount of steel pipe pile top to hardcore bed 3, gives full play to the load-carrying properties of steel pipe pile 1, and the stress that reduces the bed course end face is concentrated, and effectively controls settlement after construction.Driving cap is installed the back under water simultaneously, helps high control of a top mark and leveling.Under identical requirement of settlement control, the spacing of the comparable non-cap steel pipe pile of spacing of band cap steel pipe pile is big, thereby can reduce by 20%~30% number.Through cushion thickness, pile cover size, the long isoparametric comprehensive adjustment of stake; Can bring into play the bearer properties of inter-pile soil and the stake of band cap; Make the soil body bear 20%~40% load, reduce sedimentation 30%~50%, in deep-sea (water) weak soil immersed tube tunnel ground is handled, have a good application prospect.

Claims (8)

1. an immersed tube tunnel band cap steel pipe subtracts the pile sinking structure, it is characterized in that primary structure is:
Many steel pipe piles, every steel pipe pile top is provided with driving cap;
Be filled with inter-pile soil between many steel pipe piles and the driving cap, on the plane that inter-pile soil and driving cap form, be equipped with hardcore bed, the hardcore bed top is provided with immersed tube tunnel, and immersed tube tunnel both sides and end face are provided with backfill layer.
2. immersed tube tunnel band cap steel pipe according to claim 1 subtracts the pile sinking structure, and wherein, many steel pipe piles are arranged in the foundation trench of seabed excavation formation.
3. immersed tube tunnel band cap steel pipe according to claim 1 and 2 subtracts the pile sinking structure, and wherein, the diameter of steel pipe pile is 0.5m-1.2m.
4. immersed tube tunnel band cap steel pipe according to claim 1 subtracts the pile sinking structure; Wherein, The structure of driving cap is to be provided with a top board at the top of inside panel and inside panel perpendicularly; The diameter of this top board is greater than the inside panel diameter, vertically is provided with exterior panel in the edge of top board, and this exterior panel connects to form through many floors with the ring flat-plate that is located at the inside panel bottom.
5. subtract the pile sinking structure according to claim 1 or 4 described immersed tube tunnel band cap steel pipes, wherein, the top board of driving cap, exterior panel and ring flat-plate are circular, square or polygon.
6. immersed tube tunnel band cap steel pipe according to claim 5 subtracts the pile sinking structure, and wherein, the centre position of the inside panel of driving cap has the drainage exhaust hole.
7. immersed tube tunnel band cap steel pipe according to claim 6 subtracts the pile sinking structure, and wherein, the diameter in drainage exhaust hole is 30mm.
8. immersed tube tunnel band cap steel pipe according to claim 1 subtracts the pile sinking structure, and wherein, the thickness of hardcore bed is 0.4-0.8 times of driving cap diameter.
CN 201220224662 2012-05-17 2012-05-17 Subsidence-reducing pile structure of capped steel pipe of immersed tunnel Expired - Fee Related CN202559368U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
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Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
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Publication Number Publication Date
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Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103573274A (en) * 2013-11-11 2014-02-12 浙江大学 Steel sleeve grouting reinforcement device for settlement control over shield tunnel of soft foundation
CN104100279A (en) * 2014-07-16 2014-10-15 中铁西北科学研究院有限公司 Tunnel floor supporting frame penetrating cave and construction method thereof
CN106812536A (en) * 2017-03-31 2017-06-09 华东建筑设计研究院有限公司 Subway tunnel subtracts heavy vibration absorber and its construction method
CN108589737A (en) * 2018-05-07 2018-09-28 宁波市交通规划设计研究院有限公司 Underground speedy way hands over the construction method that section is built jointly with rail under a kind of major urban arterial highway
CN111691447A (en) * 2020-05-27 2020-09-22 武汉建策工程咨询有限公司 Slow sinking type caisson construction method for reducing load of immersed tube tunnel tube top

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103573274A (en) * 2013-11-11 2014-02-12 浙江大学 Steel sleeve grouting reinforcement device for settlement control over shield tunnel of soft foundation
CN103573274B (en) * 2013-11-11 2016-01-20 浙江大学 Soft foundation shield tunnel subsidence controls steel sleeve grouting and reinforcing device
CN104100279A (en) * 2014-07-16 2014-10-15 中铁西北科学研究院有限公司 Tunnel floor supporting frame penetrating cave and construction method thereof
CN106812536A (en) * 2017-03-31 2017-06-09 华东建筑设计研究院有限公司 Subway tunnel subtracts heavy vibration absorber and its construction method
CN108589737A (en) * 2018-05-07 2018-09-28 宁波市交通规划设计研究院有限公司 Underground speedy way hands over the construction method that section is built jointly with rail under a kind of major urban arterial highway
CN108589737B (en) * 2018-05-07 2020-07-10 宁波市交通规划设计研究院有限公司 Construction method for co-building underground express way and rail intersection under urban main road
CN111691447A (en) * 2020-05-27 2020-09-22 武汉建策工程咨询有限公司 Slow sinking type caisson construction method for reducing load of immersed tube tunnel tube top

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GR01 Patent grant
CF01 Termination of patent right due to non-payment of annual fee
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20121128

Termination date: 20170517