CN101457526A - Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method - Google Patents

Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method Download PDF

Info

Publication number
CN101457526A
CN101457526A CNA2009100736334A CN200910073633A CN101457526A CN 101457526 A CN101457526 A CN 101457526A CN A2009100736334 A CNA2009100736334 A CN A2009100736334A CN 200910073633 A CN200910073633 A CN 200910073633A CN 101457526 A CN101457526 A CN 101457526A
Authority
CN
China
Prior art keywords
construction
agent
campshed
foundation ditch
concrete
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.)
Pending
Application number
CNA2009100736334A
Other languages
Chinese (zh)
Inventor
王吴才
于龙
陈明辉
张葆兰
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.)
MCC TIANGONG CONSTRUCTION CO Ltd
Original Assignee
MCC TIANGONG CONSTRUCTION CO Ltd
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 MCC TIANGONG CONSTRUCTION CO Ltd filed Critical MCC TIANGONG CONSTRUCTION CO Ltd
Priority to CNA2009100736334A priority Critical patent/CN101457526A/en
Publication of CN101457526A publication Critical patent/CN101457526A/en
Pending legal-status Critical Current

Links

Abstract

The invention belongs to the construction method of a deep foundation pit of industrial construction, particularly relates to a reverse operating construction method of a round deep foundation pit concrete piling support and a main structure and solves the problem that the existing construction method of the deep foundation pit is not suitable for complex geological condition and the construction cost is too high. The construction method comprises the following steps: the center of the foundation pit is adopted as the center and the outer sides of the position of the main structure are respectively distributed with pilings; the top parts of the pilings are poured with crown bore beams which connects the top parts of the pilings into one body; the first section of the foundation pit is excavated, reverse operation is carried out to the outer layer of the first section of the main structure; the outer layer of the first section of the main structure and the pilings are integrated by the crown bore beams so as to form a primary support of the foundation pit; the foundation pit is excavated by sections, reverse operating construction of the outer layer of the main structure is carried out by sections, which form a foundation pit support together; and normal operating construction is carried out to the inner layer of the main structure. The invention is applicable to poor geological condition and is particularly applicable to structural diversity of the soil layer in the depth range of excavation of earthwork, thus ensuring the stability of the soil body of the main structure in the construction period, greatly reducing the cost of construction measures and improving the construction speed.

Description

Supporting of circular deep foundation ditch concrete campshed and agent structure reversed construction method
Technical field
The invention belongs to the industrial construction construction method of deep foundation ditch, be specifically related to a kind of supporting of circular deep foundation ditch concrete campshed and agent structure reversed construction method that is applicable to low-cost, simple construction technology under the complex geological condition.
Background technology
Have deep foundation pit construction now if adopt the constructure scheme of diaphragm wall supporting, when inapplicable geological conditions is complicated, the not conventional difficult lease of its construction machinery, and construction cost is too high; If adopt the open caisson construction method, when also inapplicable geological conditions is complicated, can't sink if any gravel and mud stone, and construction period is oversize.
Summary of the invention
The present invention is not suitable for complex geological condition and the too high problem of construction cost in order to solve existing construction method of deep foundation ditch, and supporting of a kind of circular deep foundation ditch concrete campshed and agent structure reversed construction method are provided.
The present invention adopts following technical scheme to realize:
Supporting of circular deep foundation ditch concrete campshed and agent structure reversed construction method is characterized in that step is as follows:
1) be the center with the foundation ditch center,, at the uniform campshed in the outside, agent structure position;
2), campshed top pouring Guan Kouliang that its each pile body is connected as a single entity, a hat mouthful beam extends in foundation ditch;
3), in the middle of agent structure thickness, stay one vertical construction joints, two-layer construction inside and outside agent structure is divided into;
4), the first segment excavation of foundation pit, the first segment agent structure is outer contrary to be done, outer and campshed is linked as integral body, the preliminary supporting of formation foundation ditch to hat mouthful beam with the first segment agent structure;
5), foundation ditch branch plurality of sections excavates, the agent structure skin is the corresponding segment adverse construction method also, the outer and campshed of agent structure constitutes pattern foundation pit supporting structure jointly;
6), the agent structure internal layer is just constructed.
The length that hat mouthful beam extends in foundation ditch equals the outer field thickness of agent structure.
Adopt boring bar planting technology setting stationary body structural outside layers concrete simultaneously to can be used as agent structure outer concrete template construction tension rib with split bolt at campshed concrete facade but agent structure is outer contrary when doing.Expenditure funnel sprue gate, levels concrete junction, the end face absolute altitude at funnel sprue gate is higher than the position 200~300mm of constuction joint.
Campshed arranged outside precipitation well.
Hat mouthful beam is linked as integral body with first segment agent structure skin and campshed in the job practices of the present invention, constitutes the preliminary supporting of foundation ditch, has reduced soldier pile length, and the first segment agent structure is outer and campshed is stressed jointly, guarantees support effect.And contrary agent structure skin and the campshed that does to finish constitutes pattern foundation pit supporting structure jointly, improved the supporting supporting capacity, guarantee that the periphery basis of finishing of having constructed is not subjected to disturbance, guarantee that the agent structure soil body in the stability of construction period, has lowered the working measure expense significantly, improved speed of application.
The present invention is applicable to that geological conditions is relatively poor, when being particularly useful for the soil layer construction variation in the soil excavation depth bounds, if any the deep foundation ditch of clay, gravel and mud stone etc.The present invention compared with prior art has following beneficial effect:
1, the excavation of foundation pit supporting scheme to same building size compares, and as if adopting the cast-in-place concrete pile supporting, adding the job practices that the concrete agitation pile is made water-stop curtain, construction cost is about 2,800,000 yuan; If adopt the construction of continuous concrete wall scheme, construction cost is about 3,700,000 yuan; And the construction cost of job practices of the present invention is about 1,250,000 yuan, so easy construction of the present invention, progress are fast, has also reduced construction cost.
2, job practices of the present invention has reduced the excavation area, and the protection periphery has been constructed and finished the basis and be not subjected to disturbance, has also reduced amount of excavation simultaneously, has accelerated construction speed, has also saved operating expenses on soil excavation.
3, the campshed scheme can be blocked diffusing caving in of gathering materials such as sand in the foundation ditch scope, gravel, make main structure construction during surrounding soil stable, effectively guaranteed the geology stability and safety of construction area.
4, at campshed outside design deep-well precipitation, reduce foundation ditch ponding, guarantee the home of construction.
Figure of description
Fig. 1 is a cyclone sediment pond floor map among the embodiment
Fig. 2 is that cyclone sediment pond constuction joint is kept somewhere schematic diagram among the embodiment
Fig. 3 is a bracket formwork schematic diagram among the embodiment
Among the figure: 1-campshed, 2-hat mouthful beam, 3-vertical construction joints, 4-agent structure skin, 5-agent structure internal layer, 6-tension rib, 7-sprue gate, 8-horizontal construction joint, 9-precipitation well
The specific embodiment
Supporting of circular deep foundation ditch concrete campshed and agent structure reversed construction method is characterized in that step is as follows:
1) be the center with the foundation ditch center,, at the uniform campshed 1 in outer, agent structure position;
2), campshed top pouring hat mouth beam 2 that its each pile body is connected as a single entity, a hat mouthful beam 2 extends in foundation ditch, the length of hat mouthful beam 2 extension in the hole equals the thickness of agent structure skin 4;
3), in the middle of agent structure thickness, stay one vertical construction joints 3, two-layer construction inside and outside agent structure is divided into;
4), the first segment excavation of foundation pit, the first segment agent structure is outer contrary to be done, hat mouthful beam is linked as integral body with first segment agent structure outer 4 and campshed 1, constitutes the preliminary supporting of foundation ditch;
5), foundation ditch branch plurality of sections excavates, agent structure skin 4 is the corresponding segment adverse construction method also, agent structure outer 4 and campshed 1 be common to constitute pattern foundation pit supporting structure;
6), agent structure internal layer 5 is just being constructed.
Adopt boring bar planting technology setting stationary body structural outside layers concrete simultaneously to can be used as agent structure outer concrete template construction tension rib 6 with split bolt at campshed concrete facade but agent structure is outer contrary when doing.Expenditure funnel sprue gate, levels concrete junction 7, the end face absolute altitude at funnel sprue gate 7 is higher than the position 200~300mm of constuction joint.
Campshed arranged outside precipitation well 9.
Job practices of the present invention adopts steel concrete campshed and the contrary agent structure skin of doing, and both form whole common mode as pattern foundation pit supporting structure.Can reduce the shoveling area on the one hand, the peripheral basis of finishing of having constructed of protection is not subjected to disturbance, guarantees the stability of the agent structure soil body in construction period; The reverse construction of the supporting of this on the other hand big spacing campshed and the borehole wall will reduce construction cost greatly as pattern foundation pit supporting structure jointly.
Each pile body of campshed adopts machine drilling, mud off, steel concrete perfusion, and the pore-forming of this maturation and the construction technology of cast-in-place concrete pile are effectively guaranteed the pattern foundation pit supporting structure pile quality.The campshed support form links to each other pile body by a hat mouthful beam, and its support action is equivalent to diaphragm wall, and the side direction drag is much larger than diaphragm wall, but construction technology is simple, and is very obvious than the economic benefit of diaphragm wall.Use direct and reverse circulation drilling machine, the mud off construction, the cast underwater concrete, construction technology is simple, and the engineering time is shorter, has effectively guaranteed the construction period.
A certain case history with the applicant is that example further specifies the specific embodiment of the present invention.
1, the special geologic condition of engineering: upper formation contains about 4 meters of oversize cobble thickness, and about 8 meters of mud stone thickness is crept in the bottom.
2, engineering construction principle: concrete pore-forming perfusion campshed links to each other with a hat mouthful beam and forms an integral body, with steel concrete pile body and the contrary lateral pressure of making the outer common opposing soil mass of foundation pit of agent structure, guarantees that construction safety carries out.
3, engineering construction design:
Eddy flow well pattern foundation pit supporting structure adopts concrete piling, calculates and the engineering experience consideration according to campshed individual layer fulcrum, and the contrary concrete hat mouthful beam that adds of borehole wall skin (agent structure skin), design parameters is as follows:
3.1, supporting adopts concrete piling:
3.1.1, adopt machine drilling, mud off, deposited reinforced concrete pile body, stake footpath 1000mm; Lay out pile continuously in eddy flow well extension, campshed is the center with eddy flow well center, and diameter is 21m, and two camber line distances are 2.4m, arrange 27 piles altogether;
3.1.2, the pile body concrete strength is C30, main muscle 14 Φ 28 of stake, II level, spiral stirrup Φ 8@150mm;
3.1.3, the degree of depth that is mounted under the mud stone of cast-in-place concrete pile is 8 meters; 4 meters empty stakes are played on pile body top, and pile body always is about 30 meters;
3.1.4, excavation of foundation pit and borehole wall construction period, the outer precipitation well of construction area is discontinuous operation not, guarantees that water level is lower than eddy flow well shaft bottom absolute altitude in the precipitation well;
3.2, the eddy flow borehole wall adopts contrary sequence method:
3.2.1, the stake apical cap mouth beam (fore shaft beam) be of a size of width 1000mm, the height 1200mm; Concrete class C30.A hat mouthful beam chooses that 600mm combines with the borehole wall in well;
3.2.3, from ground to-4m heavy excavation, downward every 3m is a construction section, 7 sections of the big reductions of a fraction of excavation of foundation pit, the borehole wall is outer to divide 7 sections reverse constructions;
3.2.4, borehole wall contrary sequence method: at the vertical 600mm of pile concrete facade, laterally 1000mm adopts boring bar planting technology that fixedly borehole wall concrete drawknot muscle is set, buried depth 300mm, bar planting ¢ 25 screw-thread steels, extension is with the outer field thickness of the borehole wall.
4, key points for operation
4.1, campshed plane working drawing sees Fig. 1.
4.2, excavation of foundation pit
4.2.1, adopt hydraulic crawler excavator to dig on the ground to-4.0m, transport to the owner with a cubic metre of earth dumper truck and decide the spoil ground.Foundation ditch is put sloping coefficient by 1:0.5.Repair 5 meters wide ramps to-4 meters planes from ground.
4.2.2, hydraulic crawler excavator enters in the Whirlwind tank and cuts the earth.
Put the steel bucket that 2~3 3m3 contain soil in Whirlwind tank, the soil that hydraulic crawler excavator digs out is poured in the steel bucket, in 1 of ground configuration or two 50 tons of crawler cranes the steel bucket is hung out, and soil is discharged in cubic metre of earth car transports.Soil excavation adopts the artificial clear end to apart from the also surplus 300mm of substrate the time.
4.2.3, dig when tapping into the shaft bottom and meeting mud stone, bunker hangs out outside the hole to adopt pneumatic pick to dig out again.As harder local loosening blasting or the low dose of blast working taked of mud stone.Use the loosening mud stone of backhoe big gun hammer in addition,, then backhoe is hung out foundation ditch until the design substrate.
4.2.4, pit earthwork excavation depth and progress restrict do segmentation by the contrary of borehole wall construction.Must seek unity of action, be undertaken by sequence of construction.
4.3, cyclone sediment pond contrary sequence method
The eddy flow borehole wall is divided into inside and outside two-layer construction with constuction joint with the borehole wall in the middle of thickness, its thickness is 600mm.Borehole wall skin begins to adopt reverse construction from a hat mouthful beam.Layer concrete begins to adopt positive practice construction from the shaft bottom plate in the borehole wall.The outer wall first road horizontal construction joint stays and is located at pool wall-2.800m place (top of hat mouthful beam).The constuction joint of the contrary sequence method and the positive practice stays the position of establishing to see accompanying drawing 2.
Adopt this job practices, reduced the length of soldier pile, the borehole wall that first segment has been constructed is outer to link together stressed jointly with campshed with a hat mouthful beam, form the supporting of individual layer fulcrum, reduce pile body suspended wall length, thereby improve the degree of stability of pile body, adopt this job practices to be favourable aspects such as construction speed, safety.
4.3.1, the pool wall template construction
Adopt the compound wooden model of 1800mm * 900mm * 15mm, vertically use 90 * 40 flitches and φ 16 split bolts to fix, vertical spacing 600mm; Level interval 1000mm.Hoop is processed into arc with Φ 25 round steel by pool wall curvature.Split bolt is established sealing sheet (150 * 150 * 3 steel plates are made), and split bolt is fixed with expansion bolt or the reinforcing bar anchoring agent bar planting of Φ 25 in soldier pile one side.Horizontal joint adopts topotype to make the horizontal bed die of the borehole wall.The effect of bar planting has three on campshed: the first is as the template split bolt; It two is to support and drawknot as the fixing contrary borehole wall of doing.It three is floating fixedly connected of back cover rear defence as the borehole wall.Campshed is to prevent floating anchor pile.
Two sections connect the constuction joint place, during following one deck template formwork, adopt the method for choosing bracket, concreting.Promptly build mouth at the bracket of levels concrete junction expenditure segmentation, bracket end face absolute altitude should be higher than the constuction joint position, is beneficial to concrete and builds with the constuction joint place closely knit.See bracket formwork schematic diagram 3 for details.
4.3.2, reinforced bar engineering
Reinforcing bar processing and installation, this engineering pool wall adopts reverse construction, construct earlier pool wall and base plate, construction pond, back internal construction so the beam slab section that the pond inner structure is connected with pool wall is built, is all reserved joint bar.Reserve the position of joint bar, must fixation, in order to avoid cause the position skew.Reserve joint bar Φ 18 bar dowels and pool wall master muscle reinforcement of weld.Vertical reinforcement connects the employing straight thread and connects.
4.3.3, the horizontal construction joint job practices
During reverse construction, the soil layer basal plane at well wall body section construction seam place all should be handled as topotype, must conscientious levelling basal plane.Method is: mouth is wider than the about 700mm of thickness of shaft wall, wide 800mm suitable for reading at the bottom of excavating one along the downward soil layer in campshed edge, the degree of depth is the cannelure of 800mm, backfill sand and compacting in groove, guarantee that sand cushion is smooth, closely knit, can not sink, body of wall vertical applied force reinforcing bar adopts the straight thread connection in place by drawing, is connected the joint that staggers mutually with following construction section borehole wall reinforcing bar, inserts respectively in the sand cushion, then at layer of sand top tile work and smear mortar levelling, as the mulch film of the borehole wall.When being preferably in the levelling bottom surface, some inboard outwards has certain gradient to be beneficial to the closely knit and eliminating bubble of concreting.Overlay isolated material on the mulch film in order to removing topotype.

Claims (6)

1, supporting of a kind of circular deep foundation ditch concrete campshed and agent structure reversed construction method is characterized in that step is as follows:
1) be the center with the foundation ditch center,, at the outside, agent structure position uniform campshed (1);
2), campshed top pouring Guan Kouliang (2) that its each pile body is connected as a single entity, Guan Kouliang (2) extends in foundation ditch;
3), in the middle of agent structure thickness, stay one vertical construction joints (3), two-layer construction inside and outside agent structure is divided into;
4), the first segment excavation of foundation pit, first segment agent structure skin (4) is contrary to be done, Guan Kouliang (2) is linked as integral body with first segment agent structure skin (4) and campshed (1), the preliminary supporting of formation foundation ditch;
5), foundation ditch branch plurality of sections excavates, agent structure skin (4) is the corresponding segment adverse construction method also, agent structure skin (4) and campshed (1) constitute pattern foundation pit supporting structure jointly;
6), agent structure internal layer (5) is just constructed.
2, circular deep foundation ditch concrete campshed according to claim 1 supporting and agent structure reversed construction method is characterized in that length that Guan Kouliang (2) extends equals the thickness of agent structure skin (4) in foundation ditch.
3, circular deep foundation ditch concrete campshed according to claim 1 supporting and agent structure reversed construction method, but adopt boring bar planting technology setting stationary body structural outside layers concrete to can be used as the tension rib (6) of agent structure outer concrete template construction simultaneously at campshed concrete facade when it is characterized in that agent structure is outer contrary and doing with split bolt.
4, circular deep foundation ditch concrete campshed according to claim 1 supporting and agent structure reversed construction method, when it is characterized in that agent structure is outer contrary and doing, expenditure funnel sprue gate (7), levels concrete junction, the end face absolute altitude at funnel sprue gate is higher than the position of horizontal construction joint (8).
5, circular deep foundation ditch concrete campshed according to claim 4 supporting and agent structure reversed construction method is characterized in that the end face absolute altitude at funnel sprue gate is higher than the position 200~300mm of horizontal construction joint.
6,, it is characterized in that campshed arranged outside precipitation well (9) according to described circular deep foundation ditch concrete campshed supporting of one of claim 1 to 5 and agent structure reversed construction method.
CNA2009100736334A 2009-01-07 2009-01-07 Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method Pending CN101457526A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CNA2009100736334A CN101457526A (en) 2009-01-07 2009-01-07 Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CNA2009100736334A CN101457526A (en) 2009-01-07 2009-01-07 Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method

Publications (1)

Publication Number Publication Date
CN101457526A true CN101457526A (en) 2009-06-17

Family

ID=40768629

Family Applications (1)

Application Number Title Priority Date Filing Date
CNA2009100736334A Pending CN101457526A (en) 2009-01-07 2009-01-07 Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method

Country Status (1)

Country Link
CN (1) CN101457526A (en)

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102296631A (en) * 2011-05-31 2011-12-28 天津二十冶建设有限公司 Top-down construction method of cyclone well
CN101705685B (en) * 2009-11-06 2011-12-28 上海市第一建筑有限公司 Stepped top-down construction method for peripheral beam slabs of underground structure
CN102409701A (en) * 2011-08-12 2012-04-11 天津二十冶建设有限公司 Concrete wall construction joint processing method and structure
CN102425173A (en) * 2011-12-07 2012-04-25 中冶天工集团有限公司 Deep foundation pit earthwork digging method
CN102605763A (en) * 2012-03-19 2012-07-25 葛洲坝集团第一工程有限公司 Construction method for bottomless formwork of concrete protecting wall of slide-resistant pile
CN103321231A (en) * 2013-06-10 2013-09-25 叶长青 Construction method of foundation pit support
CN104912098A (en) * 2015-06-01 2015-09-16 中建四局第六建筑工程有限公司 Combined construction method for supporting beam plate and structural plate of deep foundation pit
CN104947683A (en) * 2015-05-22 2015-09-30 中建三局第一建设工程有限责任公司 Hanging plate used for preventing leakage of side wall of foundation pit and construction method thereof
CN104975616A (en) * 2015-06-30 2015-10-14 中国二十冶集团有限公司 Double-water-stop structure of rotational flow pool outer cylinder constructed through reverse building method and construction method of double-water-stop structure
CN109281327A (en) * 2018-11-09 2019-01-29 中国十九冶集团有限公司 Seashore beach ground Whirlwind tank and its construction method
CN109898515A (en) * 2019-04-16 2019-06-18 中国二十二冶集团有限公司 Support of Foundation Pit Excavation method of the slope in conjunction with tubular pole

Cited By (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101705685B (en) * 2009-11-06 2011-12-28 上海市第一建筑有限公司 Stepped top-down construction method for peripheral beam slabs of underground structure
CN102296631A (en) * 2011-05-31 2011-12-28 天津二十冶建设有限公司 Top-down construction method of cyclone well
CN102409701A (en) * 2011-08-12 2012-04-11 天津二十冶建设有限公司 Concrete wall construction joint processing method and structure
CN102425173B (en) * 2011-12-07 2013-10-16 中冶天工集团有限公司 Deep foundation pit earthwork digging method
CN102425173A (en) * 2011-12-07 2012-04-25 中冶天工集团有限公司 Deep foundation pit earthwork digging method
CN102605763A (en) * 2012-03-19 2012-07-25 葛洲坝集团第一工程有限公司 Construction method for bottomless formwork of concrete protecting wall of slide-resistant pile
CN102605763B (en) * 2012-03-19 2014-10-08 葛洲坝集团第一工程有限公司 Construction method for bottomless formwork of concrete protecting wall of slide-resistant pile
CN103321231A (en) * 2013-06-10 2013-09-25 叶长青 Construction method of foundation pit support
CN103321231B (en) * 2013-06-10 2015-11-25 叶长青 Base pit stand construction
CN104947683A (en) * 2015-05-22 2015-09-30 中建三局第一建设工程有限责任公司 Hanging plate used for preventing leakage of side wall of foundation pit and construction method thereof
CN104947683B (en) * 2015-05-22 2016-11-30 中建三局第一建设工程有限责任公司 For preventing link plate and the construction method thereof of foundation pit side-wall seepage
CN104912098A (en) * 2015-06-01 2015-09-16 中建四局第六建筑工程有限公司 Combined construction method for supporting beam plate and structural plate of deep foundation pit
CN104975616A (en) * 2015-06-30 2015-10-14 中国二十冶集团有限公司 Double-water-stop structure of rotational flow pool outer cylinder constructed through reverse building method and construction method of double-water-stop structure
CN109281327A (en) * 2018-11-09 2019-01-29 中国十九冶集团有限公司 Seashore beach ground Whirlwind tank and its construction method
CN109898515A (en) * 2019-04-16 2019-06-18 中国二十二冶集团有限公司 Support of Foundation Pit Excavation method of the slope in conjunction with tubular pole

Similar Documents

Publication Publication Date Title
CN101457526A (en) Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method
CN102094425B (en) Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam
CN105672348A (en) Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region
CN103321241B (en) Deep water open type combination foundation harbour and construction method thereof
CN106088127A (en) Open caisson construction method
CN101538833B (en) Vertical subsection double-wall steel cofferdam water stopping construction method
CN106837341B (en) A kind of Metro construction construction method of shaft wall
CN108914931B (en) Assembled vertical shield annular foundation pile and construction method
CN105350526B (en) Method for setting up steel platform
CN109778869A (en) Foundation ditch construction method
CN105714748A (en) Excavating construction method for surge shaft in gravel and sandy soil layer
CN110159294A (en) A kind of high steep landform tunnel immediately adjacent to bridge section spreading open cut tunnel construction method
CN204919566U (en) Soft soil area tower crane foundation construction supporting construction
CN201351279Y (en) Circular deep foundation pit support
CN205804366U (en) A kind of slag runner structure
CN110792440B (en) Construction method of water-rich loess tunnel penetrating through loess towards valley
CN203160254U (en) Pit support structure
CN102430277A (en) Coarse grid sunk well for physically processing waste water and construction method thereof
CN110055973B (en) Foundation pit enclosure structure under high-speed railway bridge with limited construction space and water stopping method
CN110671131A (en) Loess tunnel substrate reinforcing structure and method based on high-pressure jet grouting pile
CN208088288U (en) The big areas grain size shiver stone Gao Tian pile foundation fast pore-creating structure
CN104164881A (en) Piling wall overlapping cantilever foundation pit support construction method and structure
CN108843341A (en) A kind of the cut-and-cover tunnel structure and its construction method of mixture of piles and concrete wall formula
CN107288145A (en) New many pier stud bridge pile foundations and its method of construction in shaped corroded cave model stratum
CN206971246U (en) Suitable for more pier stud bridge pile foundations on shaped corroded cave model stratum

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
C12 Rejection of a patent application after its publication
RJ01 Rejection of invention patent application after publication

Open date: 20090617