CN109440779A - Active X-shaped foundation pit supporting method with double rows of piles - Google Patents

Active X-shaped foundation pit supporting method with double rows of piles Download PDF

Info

Publication number
CN109440779A
CN109440779A CN201811411542.2A CN201811411542A CN109440779A CN 109440779 A CN109440779 A CN 109440779A CN 201811411542 A CN201811411542 A CN 201811411542A CN 109440779 A CN109440779 A CN 109440779A
Authority
CN
China
Prior art keywords
support pile
pile
stake
heel row
foundation pit
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN201811411542.2A
Other languages
Chinese (zh)
Other versions
CN109440779B (en
Inventor
刁钰
苏奕铭
郑刚
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.)
Tianjin University
Original Assignee
Tianjin University
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 Tianjin University filed Critical Tianjin University
Priority to CN201811411542.2A priority Critical patent/CN109440779B/en
Publication of CN109440779A publication Critical patent/CN109440779A/en
Application granted granted Critical
Publication of CN109440779B publication Critical patent/CN109440779B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • E02D17/04Bordering surfacing or stiffening the sides of foundation pits
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00Keeping dry foundation sites or other areas in the ground
    • E02D19/06Restraining of underground water
    • E02D19/12Restraining of underground water by damming or interrupting the passage of underground water
    • E02D19/18Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material

Abstract

The invention discloses a kind of active X-shaped foundation pit supporting method with double rows of piles, using following steps: 1) squeezing into front-seat vertical support pile to stake bottom designed elevation on the inside of foundation pit edge, it will squeeze into the tilted heel row support pile in hole to stake bottom designed elevation, while water seal curtain be set at the rear of heel row support pile;2) one jack is set in the stake top of every heel row support pile;3) crown beam is respectively set on front-seat vertical support pile and heel row support pile, the crown beam on front-seat vertical support pile and heel row support pile is linked to be by entirety using coupling beam;4) front-seat vertical support pile and the enclosed soil body of heel row support pile are excavated to hole bottom designed elevation, during excavation or before excavating, control expansive force is applied using jack pair heel row support pile, to reduce the soil body and displacement at pile top.The present invention can largely reduce displacement at pile top, reduce bending, reduce project cost, increase cutting depth, reduce a possibility that overturning occurs for foundation pit.

Description

Active X-shaped foundation pit supporting method with double rows of piles
Technical field
The present invention relates to a kind of foundation pit supporting method, especially a kind of active X-shaped foundation pit supporting method with double rows of piles.
Background technique
Row of piles supporting is one of widest pattern foundation pit supporting structure form of current domestic application.Row of piles structure and diaphram wall phase Than having many advantages, such as construction technology is simple, at low cost, horizontal layout is flexible.Spaced pile row retaining structure is suitable for No underground water allows the case where cheating outer precipitation, forms continuous wall side by side when setting water-stop curtain or with other hybrid stakes When, it can also be used to weak aquifer water-bearing stratum.When excavation of foundation pit is shallower, geological conditions is preferable, environmental requirement (especially deformation requirements) When not high, cantilever pile support form can be used.Campshed supporting can also carry out anchoring or in foundation pit plus each using anchor pole The support of seed type improves the support capacity of campshed.It, can be with when excavation of foundation pit area is larger, ground is weak, environmental requirement is high Using Internal-shoring Supporting.When foundation pit soil layer condition is preferable, reaches and draw anchor condition, and when surrounding enviroment are of less demanding, can adopt With drawing anchor formula supporting.
The shortcomings that common campshed supporting, stake are Vertical Pile, carry out campshed supporting using Vertical Pile mainly has:
First, the displacement at pile top of identical cutting depth is big, and internal force is big, so that ground after stake is generated moderate finite deformation, jeopardizes surrounding Environment.
Second, it is easy to cause slope protection pile to fracture when the intensity of stake is inadequate and makes instability of foundation pit, and foundation pit can excavate Depth it is smaller, be easy to that overturning occurs when cutting depth is larger, therefore supporting construction needs bigger section and insertion deep Degree.
During deep pit digging, due to the off-load of deep basal pit cause surrounding soil and foundation pit itself displacement field and There is biggish variation and further leads to ground settlement, building enclosure lateral deformation and the foundation pit bottom in hole week in stress field It is the problems such as uplift of soil, excessive so as to cause displacement at pile top.If applying active control to it, so that it may reduce the soil body and stake top Displacement.
A kind of domestic and international relatively advanced technology is " deep foundation ditch steel support shaft force Hydrauservo System " at present.However, this Kind technology relies primarily on horizontally-supported applied hydraulic axle power to carry out active control to foundation pit deformation, and occupied space is big, makes Valence is high, not environmentally also uneconomical.
Therefore, it researches and develops one kind and is suitable for soft clay area ultra-deep, super foundation, while branch economic, quickly, energy saving, safe Maintaining method is the urgent need of existing market development.
Summary of the invention
The present invention is to solve technical problem present in well-known technique and provide a kind of active X-shaped double-row pile pattern foundation pit supporting structure Method, this method can largely reduce displacement at pile top, reduce bending, reduce project cost, increase and excavate deeply Degree reduces a possibility that overturning occurs for foundation pit.
The technical scheme adopted by the present invention to solve the technical problems existing in the known art is that a kind of active X-shaped Foundation pit supporting method with double rows of piles, using following steps: 1) squeezing into front-seat vertical support pile to stake bottom on the inside of foundation pit edge and set Absolute altitude is counted, will be squeezed into the tilted heel row support pile in hole to stake bottom designed elevation, while being arranged at the rear of heel row support pile Water seal curtain;2) one jack is set in the stake top of every heel row support pile;3) in front-seat vertical support pile and heel row supporting Crown beam is respectively set in stake, the crown beam on front-seat vertical support pile and heel row support pile is linked to be by entirety using coupling beam;4) it excavates Front-seat vertical support pile and the enclosed soil body of heel row support pile to hole bottom designed elevation are adopted during excavation or before excavating Apply control expansive force with the jack pair heel row support pile being arranged in step 2), to reduce the soil body and displacement at pile top.
On the basis of above scheme, the present invention has also done following improvement:
The step 1), the tilt angle of heel row support pile are greater than 0 degree and are less than or equal to 30 degree.
The step 1), front-seat vertical support pile and heel row support pile stake bottom depth are 2~2.5 times of excavation of foundation pit depths Degree.
The step 1), front-seat vertical support pile and heel row support pile stake spacing are 2~2.5 times of stake diameters.
The step 1), front-seat vertical support pile and heel row support pile diameter are 300~600mm.
The step 3), crown beam width are more than or equal to support pile stake diameter connected to it or stake section side length, are highly greater than Equal to 0.6 times of support pile stake diameter connected to it or 0.6 times of section side length.
The step 3), both sides respectively expand 1/2 diameter or 1/2 section side length to crown beam in the width direction.
The step 3), coupling beam height are 300~400mm, and width is 200~300mm.
The step 1), front-seat vertical support pile and heel row support pile are all made of and jump pile construction method indentation, interval 1~2 Pile is pressed into next pile.
The advantages and positive effects of the present invention are:
One) it is displaced using jack pair X-shaped campshed and carries out active control, this method can in the identical situation of cutting depth Largely to reduce displacement at pile top, ground deformation after stake is greatly reduced, avoids damaging ambient enviroment, simultaneously It can reduce bending, make the reduction of pile body design strength, to reduce project cost, have a great economic significance.
Two) it is displaced using jack pair X-shaped campshed and carries out active control, when stake is long and stake design strength and common campshed phase Meanwhile cutting depth can be made to increase, there is preferable technological value;Since excavation face tilts, overturning occurs for foundation pit Possibility greatly reduces, very big for the security implications of base pit engineering;
Three) it is displaced using jack pair X-shaped campshed and carries out active control, the advantages of due to the above X-shaped campshed supporting, originally The base pit engineering that may need using Internal-shoring Supporting or draw anchor formula supporting, can meet merely with cantilever pile supporting set at this time Meter requires, to keep design and construction easier, and material is saved, to reduce engineering cost.
In conclusion the present invention can be suitable for carrying out pattern foundation pit supporting structure using campshed it is expected to reduce displacement at pile top again, increase Cutting depth reduces campshed overturning possibility or reduces campshed design strength to reduce the foundation pit supporting project of cost.
Detailed description of the invention
Fig. 1 is using structural schematic diagram of the invention.
In figure: 1, crown beam;2, bottom is cheated;3, foundation pit edge;4, front-seat vertical support pile;5, heel row support pile;6, coupling beam;7, Jack.
Specific embodiment
In order to further understand the content, features and effects of the present invention, the following examples are hereby given, and cooperate attached drawing Detailed description are as follows:
Referring to Fig. 1, a kind of active X-shaped foundation pit supporting method with double rows of piles, using following steps:
1) front-seat vertical support pile 4 is squeezed into stake bottom designed elevation along the inside of foundation pit edge 3, by cheat it is tilted after Row's support pile 5 is squeezed into stake bottom designed elevation, while water seal curtain is arranged at the rear of heel row support pile 5;
2) one jack 7 is set in the stake top of every heel row support pile 5;
3) crown beam is respectively set on front-seat vertical support pile 4 and heel row support pile 5, is propped up vertically using coupling beam 6 by front-seat Crown beam on fender pile 4 and heel row support pile 5 is linked to be entirety;
4) front-seat vertical support pile 4 and the enclosed soil body of heel row support pile 5 are excavated to hole 2 designed elevation of bottom, in the mistake of excavation In journey or before excavating, control expansive force is applied to heel row support pile 5 using the jack 7 being arranged in step 2), to reduce soil Body and displacement at pile top.
The present invention is the improvement to common row of piles supporting, replaces vertical campshed with X-shaped campshed, according to calculating and place item Part allows heel row support pile to being tilted a certain angle on the inside of foundation pit, while jack is arranged in the stake top of heel row support pile, for pair Pile body applies axial control force.
Basic principle of the invention is:
On the one hand, it is well known that grade of side slope is more stable when small bigger than the gradient, more difficult to topple and monolithic stability Destruction.Similarly there are the side slope of certain slope to stablize than vertical side slope, thus supporting get up it is simpler, to supporting The requirement of structure is lower.Method of the invention is based on this thought, certain oblique using having in the case where place allows The campshed of degree carries out supporting to foundation pit.Meanwhile when carrying out pattern foundation pit supporting structure with taper pile, after stake with tendency toward sliding sphenoid than Sphenoid when stake is vertical is small, the reason is that sphenoid is because the gradient has lacked a part after stake.Therefore, active force meeting of the soil body to stake Substantially reduce, such displacement at pile top and pile body stress can all reduce very much.
On the other hand, during deep pit digging, since the variation of displacement and stress fields will lead to surrounding soil Deform, it is excessive so as to cause the soil body and displacement at pile top, if pile body can be given to apply a thrust, thrust direction and the soil body and The direction of displacement of stake top is on the contrary, then can effective limiting displacement.The present invention is based on this thought, in heel row supporting stake top Jack is set, axial control expansive force is applied by jack pair pile body, so that horizontal thrust component can be generated, utilization is very heavy Top carries out effective control in real time for the soil body and displacement at pile top, to largely reduce displacement.
For theoretically, the gradient of stake is bigger, and the stress and displacement at pile top of stake are smaller, thus it is more economical, but stake is oblique Degree unconfined cannot increase, because due to the limitation of construction site, the gradient of stake may be kept too big without enough spaces, On the other hand, when the gradient of stake is big, foundation depth stake below is due to reaching foundation pit inner space hereinafter, stake may be will affect The construction of base.In addition the inclination of stake can make the long increase of stake, offset a part because pile strength reduces bring economy, and make Support pile difficulty of construction increases.Therefore in actual application, the determination of gradient should fully consider various aspects for taper pile supporting Factor.
Under the same conditions, heel row support pile tilt angle can reduce using the present invention, the stake for shortening X-shaped campshed is long, Shorten the stake spacing of X-shaped campshed, reduces the stake diameter of X-shaped campshed.It is needed before construction according to site condition and calculates analysis, determined most Excellent heel row support pile tilt angle is long to stake to be designed with pile strength.The present invention is only applicable in cantilever pile support pattern.This Invention recommends the tilt angle of heel row support pile 5 to be greater than 0 degree less than or equal to 30 degree;Front-seat vertical support pile 4 and heel row support pile 5 Stake bottom depth is 2~2.5 times of excavation of foundation pit depth;Front-seat vertical 5 spacing of support pile 4 and heel row support pile are 2~2.5 times of stakes Diameter.Front-seat vertical support pile 4 and 5 diameter of heel row support pile are 300~600mm.
Concrete construction method of the invention:
One) operation is carried out using prefabricated pile by the X-shaped campshed that front-seat vertical support pile 4 and heel row support pile 5 form.It is front-seat Jump pile construction method can be used in vertical support pile 4 and heel row support pile 5, and 1~2 pile of interval is pressed into next prefabricated pile.? Cement mixing pile water seal curtain, water proof curtain are set at 5 stake top 0.2L of heel row support pile (L is that the stake of heel row support pile is long) position The mixing pile stake bottom absolute altitude of curtain is identical as X-shaped campshed stake bottom absolute altitude, and X-shaped campshed described herein is by front-seat vertical support pile 4 It is formed with heel row support pile 5.
The construction method of above-mentioned cement mixing pile water seal curtain:
1) position: deep mixer arrival refers to fixed pile, centering.
2) it stirs sinking in advance: after the cooling water of deep mixer circulation is normal, starting mixer motor, loosen blender and hang Rope makes blender cut native sinking along leading truck stirring.
3) it prepares cement slurry: when deep mixer sinks to certain depth, that is, starting to stir by the determining match ratio of design Cement slurry is mixed, pours into cement slurry in aggregate bin before mud jacking.
4) it promotes whitewashing stirring: after deep mixer sinks to projected depth, opening slurry pump for cement slurry and be pressed into ground In, and side whitewashing, Bian Xuanzhuan, while deep mixer is promoted in strict accordance with the determining promotion speed of design.
5) upper and lower stirring: cement slurry when deep mixer is promoted to the top surface absolute altitude of projected depth, in aggregate bin is repeated It should just empty.For when weak soil and cement slurry stir evenly, can again by blender while rotation while sink in soil, until design reinforcement Blender is lifted out ground again after depth.
6) it cleans: cleaning cement slurry remaining in whole pipelines, and the weak soil for being adhered to stirring-head is cleaned up.
7) it shifts: deep mixer being moved into next position, is repeated the above steps.
Two) one jack 7 is set in the stake top of every heel row support pile 5, jack control route is connected to scene and applies Work control centre can control pile body displacement by jack at any time by the detection soil body and displacement at pile top.
Three) crown beam 1 is respectively set on front-seat vertical support pile 4 and heel row support pile 5, it will be front-seat vertical using coupling beam 6 Crown beam 1 on support pile and heel row support pile is linked to be entirety;The width of crown beam 1 is recommended to be more than or equal to support pile stake connected to it Diameter or stake section side length (square pile), highly 0.6 times (circle stake) more than or equal to support pile stake diameter connected to it or stake section side 0.6 times long (square pile);Preferable design is: both sides respectively expand 1/2 diameter (circle stake) to crown beam 1 in the width direction or 1/2 is cut Face side length (square pile).The height for recommending coupling beam 6 is 300~400mm, and width is 200~300mm.
The construction of above-mentioned crown beam 1 and coupling beam 6:
1) the crown beam earthwork is excavated using mechanical subregion, is first excavated the first layer earthwork to support pile and is designed stake top absolute altitude, removes Start to abolish pile crown laitance to designed elevation after remaining soil, the concrete of stake core top surface wants dabbing to handle, and removes stake top dross, such as sets Design requirement is not achieved in meter absolute altitude pile crown concrete strength, must continue to abolish until concrete quality reaches design requirement, insufficient absolute altitude section is poured Pouring molding together when crown beam concrete.
2) inter-pile soil manually flattens to crown beam or connects bottom elevation, and rams packing reality.
3) reinforcement fabrication can be carried out by crown beam, coupling beam section arrangement of reinforcement after pile crown is abolished.Steel Reinforcing Bar Material, binding error ensure Meet design and construction code requirement.
4) check simultaneously installation template to crown beam, coupling beam absolute altitude.Must ensure when template support form stable, securely, with Template deformation when preventing pouring concrete, template sectional dimension are made by crown beam, coupling beam section.
5) reinforced bar engineering is completed.Muscle is indulged preferably with HRB335 grades or HRB400 grades of reinforcing bars, stirrup and tension rib should use HPB300 grades and HRB335 grades of reinforcing bars.
6) concreting and maintenance are completed.Strength grade of concrete is not lower than C25, and campshed main reinforcement anchors into crown beam and do not answer Less than 35d (d is bar diameter).
Four) front-seat vertical support pile 4 and the enclosed soil body of heel row support pile 5 are excavated to hole 2 designed elevation of bottom, in the mistake of excavation In journey or before excavating, control expansive force is applied using the front-seat vertical support pile of the jack pair being arranged in step 2), to reduce The soil body and displacement at pile top.Can be using " first control and excavate afterwards " and " being controlled when excavating " two methods, first method is first Control pre-expansion power is applied to pile body, excavates the soil body afterwards;Second method is each stage in digging process, according to the soil body And displacement at pile top, apply control expansive force to generate a certain size pre- thrust to the soil body can be carried out soil after stablizing The excavation of layer.
For the foundation pit of stage excavation, above-mentioned construction procedure is repeated until being excavated to the bottom of foundation pit.
Although the preferred embodiment of the present invention is described above in conjunction with attached drawing, the invention is not limited to upper The specific embodiment stated, the above mentioned embodiment is only schematical, be not it is restrictive, this field it is common Technical staff under the inspiration of the present invention, in the case where not departing from present inventive concept and scope of the claimed protection, goes back Many forms can be made, within these are all belonged to the scope of protection of the present invention.

Claims (9)

1. a kind of active X-shaped foundation pit supporting method with double rows of piles, which is characterized in that use following steps:
1) front-seat vertical support pile is squeezed into stake bottom designed elevation on the inside of foundation pit edge, by the heel row supporting tilted to hole Stake is squeezed into stake bottom designed elevation, while water seal curtain is arranged at the rear of heel row support pile;
2) one jack is set in the stake top of every heel row support pile;
3) crown beam is respectively set on front-seat vertical support pile and heel row support pile, using coupling beam by front-seat vertical support pile and after Crown beam on row's support pile is linked to be entirety;
4) front-seat vertical support pile and the enclosed soil body of heel row support pile are excavated to hole bottom designed elevation, during excavation or is opened Before digging, control expansive force is applied using the jack pair heel row support pile being arranged in step 2), to reduce the soil body and stake top position It moves.
2. active X-shaped foundation pit supporting method with double rows of piles according to claim 1, which is characterized in that the step 1), after The tilt angle for arranging support pile is greater than 0 degree and is less than or equal to 30 degree.
3. active X-shaped foundation pit supporting method with double rows of piles according to claim 1, which is characterized in that the step 1), it is preceding Arranging vertical support pile and heel row support pile stake bottom depth is 2~2.5 times of excavation of foundation pit depth.
4. active X-shaped foundation pit supporting method with double rows of piles according to claim 1, which is characterized in that the step 1), it is preceding Arranging vertical support pile and heel row support pile stake spacing is 2~2.5 times of stake diameters.
5. active X-shaped foundation pit supporting method with double rows of piles according to claim 1, which is characterized in that the step 1), it is preceding Arranging vertical support pile and heel row support pile diameter is 300~600mm.
6. active X-shaped foundation pit supporting method with double rows of piles according to claim 1, which is characterized in that the step 3), hat Beam width is more than or equal to support pile stake diameter connected to it or stake section side length, is highly more than or equal to support pile stake connected to it 0.6 times of 0.6 times of diameter or section side length.
7. active X-shaped foundation pit supporting method with double rows of piles according to claim 6, which is characterized in that the step 3), hat Both sides respectively expand 1/2 diameter or 1/2 section side length to beam in the width direction.
8. active X-shaped foundation pit supporting method with double rows of piles according to claim 1, which is characterized in that the step 3), even Depth of beam is 300~400mm, and width is 200~300mm.
9. active X-shaped foundation pit supporting method with double rows of piles according to claim 1, which is characterized in that the step 1), it is preceding It arranges vertical support pile and heel row support pile is all made of and jumps pile construction method indentation, 1~2 pile of interval is pressed into next pile.
CN201811411542.2A 2018-11-24 2018-11-24 Active type X-shaped double-row pile foundation pit supporting method Active CN109440779B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201811411542.2A CN109440779B (en) 2018-11-24 2018-11-24 Active type X-shaped double-row pile foundation pit supporting method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201811411542.2A CN109440779B (en) 2018-11-24 2018-11-24 Active type X-shaped double-row pile foundation pit supporting method

Publications (2)

Publication Number Publication Date
CN109440779A true CN109440779A (en) 2019-03-08
CN109440779B CN109440779B (en) 2021-01-08

Family

ID=65554825

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201811411542.2A Active CN109440779B (en) 2018-11-24 2018-11-24 Active type X-shaped double-row pile foundation pit supporting method

Country Status (1)

Country Link
CN (1) CN109440779B (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111648377A (en) * 2020-06-16 2020-09-11 深圳市勘察测绘院(集团)有限公司 Vertical and inclined pile combined foundation pit supporting method

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU1502716A1 (en) * 1987-07-07 1989-08-23 Новосибирский инженерно-строительный институт им.В.В.Куйбышева Pile foundation
JP2006328716A (en) * 2005-05-24 2006-12-07 Shimizu Corp Structure and method for underpinning of existing structure and method of constructing new structure near existing structure
CN207193988U (en) * 2017-07-27 2018-04-06 天津大学 Raked pile
CN207700207U (en) * 2017-11-09 2018-08-07 海南大学 A kind of settlement Control device of raft foundation

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU1502716A1 (en) * 1987-07-07 1989-08-23 Новосибирский инженерно-строительный институт им.В.В.Куйбышева Pile foundation
JP2006328716A (en) * 2005-05-24 2006-12-07 Shimizu Corp Structure and method for underpinning of existing structure and method of constructing new structure near existing structure
CN207193988U (en) * 2017-07-27 2018-04-06 天津大学 Raked pile
CN207700207U (en) * 2017-11-09 2018-08-07 海南大学 A kind of settlement Control device of raft foundation

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111648377A (en) * 2020-06-16 2020-09-11 深圳市勘察测绘院(集团)有限公司 Vertical and inclined pile combined foundation pit supporting method

Also Published As

Publication number Publication date
CN109440779B (en) 2021-01-08

Similar Documents

Publication Publication Date Title
CN102444142B (en) Pile group column replacement expanded basement and construction method of same
CN101864773A (en) Deep foundation pit support process
CN105756091B (en) A kind of Metro station excavation construction method of control adjacent building composition deformation
JP2014224456A (en) Shaft construction method and shaft structure on sloped ground
CN109667273A (en) A kind of construction method of deep foundation pit supporting structure
CN109440779A (en) Active X-shaped foundation pit supporting method with double rows of piles
CN209620034U (en) Active X-shaped double-row pile foundation pit support structure
CN209620032U (en) Active inclination double-row pile foundation pit support structure
CN209620033U (en) Active inclined in two-way supporting and protecting row pile pit structure
CN209620035U (en) Active inclination single-row-pile foundation pit bracing
JP3752560B2 (en) Basic structure for constructing a new building in an existing basement and its construction method
CN109440781A (en) Active inclination foundation pit supporting method with double rows of piles
CN109440778A (en) Active inclined in two-way method for supporting and protecting row pile pit
CN109440780A (en) Active inclination Single row pillars foundation pit supporting method
CN107630456A (en) Foundation pit supporting method and raked pile
CN107574825A (en) Foundation pit supporting method and raked pile
CN107740419A (en) Foundation pit supporting method and raked pile
CN108914945A (en) A kind of deep basal pit pile for prestressed pipe, prestress anchorage cable combined supporting construction method
CN108035359A (en) A kind of slope excavating method
CN107620309A (en) Foundation pit supporting method
CN205399410U (en) Dig first slip casting club -footed pile of drilling soon
CN201598650U (en) Device for reinforcing loose rubble underpinning in ancient building
CN107700519A (en) One kind lifting tower crane installation method
CN108035360A (en) A kind of method for pattern foundation pit supporting structure
CN107366290A (en) Foundation pit supporting method and raked pile

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant