CN204174625U - The superimposed cantilever foundation pit supporting construction of a kind of piling wall - Google Patents

The superimposed cantilever foundation pit supporting construction of a kind of piling wall Download PDF

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Publication number
CN204174625U
CN204174625U CN201420417790.9U CN201420417790U CN204174625U CN 204174625 U CN204174625 U CN 204174625U CN 201420417790 U CN201420417790 U CN 201420417790U CN 204174625 U CN204174625 U CN 204174625U
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CN
China
Prior art keywords
wall
construction
pile
agitation pile
diaphragm wall
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Expired - Fee Related
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CN201420417790.9U
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Chinese (zh)
Inventor
刘松忠
张明
罗盈洲
王潇锋
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China Construction Fourth Engineering Division Corp Ltd
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China Construction Fourth Engineering Division Corp Ltd
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Priority to CN201420417790.9U priority Critical patent/CN204174625U/en
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Publication of CN204174625U publication Critical patent/CN204174625U/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

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Abstract

The utility model discloses the superimposed cantilever foundation pit supporting construction of a kind of piling wall, comprise diaphragm wall, agitation pile system is provided with in diaphragm wall both sides, soldier pile is arranged on outside agitation pile system, diaphragm wall top is connected beam slab with soldier pile top by mixed earth and connects, the utility model have employed diaphragm wall, to put more energy into deposited reinforced concrete pile, steel concrete junction plate is combined to form large rigidity, the cantilever support system of high strength, there is good gear soil and stagnant water effect, inner support beam need not be established, be convenient to mechanization cut the earth fast, save the duration, do not affect the construction of next procedure, there is good social benefit, cement-soil interpolation steel pipe is reinforced earthen platform and is relied on dead weight and rigidity protection hole wall, there is gear soil and sealing dual-use function, steel pipe is inserted in agitation pile, add the rigidity of diaphragm wall or fender post, ensure that deep pit monitor, decrease the displacement of wall (stake) body and the soil body.

Description

The superimposed cantilever foundation pit supporting construction of a kind of piling wall
Technical field
The utility model relates to the superimposed cantilever foundation pit supporting construction of a kind of piling wall, belongs to the technical field of construction of architectural engineering pit supporting.
Background technology
In the city construction engineering of coastal area, in city, major part building is located in narrow city, surrounding building and road comparatively dense, geology is poor, campshed supporting+cement-soil sealing curtain is generally taked when deep foundation ditch area is less, centre arranges and solves support concrete beam method, when foundation ditch area is larger, the use of support beam is constrained to the cross construction of engineering, because remove the construction that brace summer just can carry out superstructure, and cost is higher, because city is at house and pipeline comparatively dense, also anchor cable construction cannot be set at soldier pile or diaphragm wall top.
Utility model content
The purpose of this utility model is: the purpose of this utility model is, there is provided that a kind of easy construction, efficiency of construction are high, the measured piling wall of construction safety, matter superimposed cantilever foundation pit support construction structure, this structure can control the foundation ditch limit soil body and surrounding building displacement and sedimentation in foundation excavation process effectively, to overcome the deficiencies in the prior art.
The technical solution of the utility model
The superimposed cantilever foundation pit supporting construction of a kind of piling wall, comprise diaphragm wall, be provided with agitation pile system in diaphragm wall both sides, soldier pile is arranged on outside agitation pile system, and diaphragm wall top is connected beam slab with soldier pile top by mixed earth and connects.
In the superimposed cantilever foundation pit supporting construction of aforesaid piling wall, this agitation pile system is outside agitation pile system, middle part agitation pile system and inner side agitation pile system, align with ground in agitation pile system top, outside, align with at the bottom of foundation ditch in the top of inner side agitation pile system, height at the bottom of the distance from top foundation ditch of middle part agitation pile system is 1/3 ~ 1/4 to ground distance at the bottom of foundation ditch.
In the superimposed cantilever foundation pit supporting construction of aforesaid piling wall, in middle part agitation pile system and inner side agitation pile system, be provided with steel pipe.
Owing to have employed technique scheme, compared with prior art, the utility model have employed diaphragm wall, to put more energy into deposited reinforced concrete pile, steel concrete junction plate is combined to form large rigidity, the cantilever support system of high strength, there is good gear soil and stagnant water effect, inner support beam need not be established, be convenient to mechanization cut the earth fast, save the duration, do not affect the construction of next procedure, there is good social benefit, cement-soil interpolation steel pipe is reinforced earthen platform and is relied on dead weight and rigidity protection hole wall, there is gear soil and sealing dual-use function, steel pipe is inserted in agitation pile, add the rigidity of diaphragm wall or fender post, ensure that deep pit monitor, decrease the displacement of wall (stake) body and the soil body.
This structure solves in Renovating Old Town, the supporting of the large foundation ditch in building construction underground cannot carry out the difficult problem to support beam and anchor cable construction, inquired into and expert consulting in many ways by technician, carry out economy, safety, duration contrast simultaneously, select piling wall superimposed cantilever foundation pit support construction technique, both improve the speed of Underground Construction, ensure the safety of foundation ditch, both reduce Construction Cost, in turn ensure that workmanship.
Therefore, the utility model compared with prior art, not only has the advantage that easy construction, efficiency of construction are high, ensure deep pit monitor, but also has advantage that is cost-saving, good engineering quality, can bring good economic benefit and social benefit for enterprise.
Accompanying drawing explanation
Accompanying drawing 1 is piling wall of the present invention superimposed cantilever foundation pit supporting system diagrammatic elevational view;
Accompanying drawing 2 is A-A sectional drawing in accompanying drawing 1;
Accompanying drawing 3 is construction flow chart of the present invention;
Accompanying drawing 4 is mud system process chart in construction of diaphragm wall;
Accompanying drawing 5 is diaphragm wall construction process figure mono-;
Accompanying drawing 6 is diaphragm wall construction process figure bis-;
Accompanying drawing 7 is diaphragm wall construction process figure tri-.
Being labeled as in accompanying drawing: 1-cement mixing pile system, 2-diaphragm wall, 3-soldier pile, 4-mix that earth connects beam slab, underground run off, 12-outer wall of basement, 13-steel pipe at the bottom of agitation pile system, 8-Guan Liang ,-9-safety barrier, 10-Po Ding gutter, 11-slope outside agitation pile system, 7-in the middle part of agitation pile system, 6-inside 5-.
Detailed description of the invention
Below in conjunction with accompanying drawing, the utility model is further described in detail, but not as to any restriction of the present utility model.
The utility model embodiment: the superimposed cantilever base pit stand construction of a kind of piling wall, it is before carrying out excavation pit, forms foundation pit supporting system by the connection of diaphragm wall, soldier pile and cement mixing pile interpolation steel pipe, and then excavation pit.
Outside mixing pile construction in step one, foundation ditch; Agitation pile is guided and supported and is arranged on both sides, foundation ditch edge, the construction location of reserved diaphragm wall, agitation pile system is ledge structure, align with at the bottom of foundation ditch in the top of inner side agitation pile system, at the bottom of the distance from top foundation ditch of middle part agitation pile system, height is 1/3 ~ 1/4 to ground distance at the bottom of foundation ditch, aligns with ground in the top of outside agitation pile system; During Specific construction:
1, Mixing Machine is in place, and adjustment control equipment; Check machine operation and the unimpeded situation of feed pipe for mortar, when guaranteeing that slurries spray from mouth spray, starting to stir sinking and creeping into absolute altitude at the bottom of stake;
2, stirring of evenly whitewashing again after whitewashing at the bottom of stake 30 seconds is promoted to ground;
Step 2, construction of diaphragm wall;
1, surveying setting-out
According to basic point, traverse station and bench mark that owner provides, lay construction Survey Control point and bench mark on construction ground, accurate construction layout is carried out to periphery axis.
2, lead wall to make
Lead wall according to engineering characteristic to adopt type monolithic reinforced-concrete structures, clear span 5cm larger than continuous wall thickness, the general control degree of depth is 1.5m, leads foundation and is seated on cement mixing pile, concrete grade C20.
3, mud system technological process, is shown in accompanying drawing 4.
4, trenching construction, the main working procedure of diaphragm wall is shown in the main working procedure figure of the diaphragm wall of prior art, refers to accompanying drawing 5-7.
5, groove section divides, and according to design drawing by diaphragm wall framing, width is long by design arrangement.
6, groove section setting-out, the control point provided according to design drawing and Construction unit and bench mark and construction is total disposes, accurately orient diaphragm wall mark leading on wall, for ensureing that ground wall does not invade liner, putting 5cm, mark joint location outside ground center line of wall entirety.
7, groove section excavation, box cut section adopts groover, and this machine is furnished with sag Displaying Meter and automatic correction of deviation device.
8, grooving excavation sequence, unit groove section all adopts the order that first two rear flank are middle.The single hole at first grooving section two ends, or after adopting and having dug the first hole, tripping one segment distance digs the method in the second hole again, make to stay not by the partition wall excavated between two single holes, this just can make grab bucket balanced painstakingly when digging single hole, can effectively rectify a deviation, and ensures grooving verticality.
First dig single hole, after dig partition wall.Because the length of span wall is less than grab bucket open bucket length, grab bucket can be overlapped and be excavated toward partition wall, grab bucket can be made equally balanced painstakingly, effectively rectify a deviation, and ensures grooving verticality.
While grab bucket is dug along flute length direction cover, groove section projected depth is transferred in grab bucket and excavates bottom land sediment.
9, reinforcing cage processing and lifting are reinforced, and reinforcing cage adopts shaping of view picture to hang in groove, and the truss quantity in reinforcing cage decides according to the amplitude of reinforcing cage, to guarantee Rigidity and strength when lifting by crane.
10, reinforcing cage add man-hour longitudinal reinforcement and transverse reinforcement take mechanical connection, joint location will stagger mutually, in same jointing, welding point percentage must not be greater than 50%, spot welding is needed in length and breadth to principal rod intersection, surrounding reinforcing bar intersection point needs whole spot welding, and overlap joint dislocation and joint test should meet steel concrete code requirement.
11, reinforcing cage hangs, lifting appliance before reinforcing cage enters groove: hang according to the master that Construction Scheme is suitable and hang crane gear with pair.
12, mixed earth perfusion, filling concrete adopts concreting in water, and the round screw thread snap joint type of D=250 selected by conduit.With crane, conduit is hung groove inlet section assigned position, square-shaped hopper is installed at conduit top.
Step 3, soldier pile are constructed;
1, measurement and positioning, after smooth location, according to design stake position, accurately makes drill center position.
2, bury steel pile casting underground, steel pile casting employing thickness is that the A3 steel plate of 4-12mm rolls, and internal diameter should should be greater than 20cm than stake footpath.
3, slurrying, holes, adopts bentonite slurry retaining wall in sandy soil, broken (ovum) stone soil or clay interlayer.
During drilling construction, aperture casing answers 50cm above ground level, along with the increase of hole depth is timely in hole, continuous print mends slurry, maintains due head in casing, prevents hole wall collapse.During stake holes concrete pouring, the mud overflowed in hole is drained in mud pit, is used in next pile borehole wall-protection.
4, hole
4.1, rigging up
After drilling platform is set up, rig is moved to stake position, make support with steel sleeper, make base steady.Its maximum deviation must not be greater than 50mm, to ensure that position, hole is correct, holes straight.
4.2, creep into
During boring, Spiral digging machine comes to a complete stop contraposition keep drilling rod vertical in advance.The slurry coat method of mud pit flows into from aperture, rig constantly dig downwards into.Spiral digging machine drill bit constantly rotates at pressure, digs earth, cobble in drill bit case.Dig in drill bit case and propose drill bit desilting completely afterwards, then continue to transfer drill bit and hollow out.When starting to creep into, drilling depth should suitably control, and at casing sword pin place, answers low gear to creep at a slow speed, makes sword pin place have firm mud skin retaining wall.After being drilled into sword underfooting 1m, can creep into normal speed by soil property.During discovery spillage as soft in soil property outside casing, can mention and bore, Xiang Kongzhong pours clay into, then puts down brill reversing, makes clay clamp-on hole wall and blocks spillage space, hold mud and continue to creep into.
When sandy soil or Soft Soil Layer creep into, easily collapse hole.Bottoming drill brill, controlled footage should be selected, gently press, keep out at a slow speed, pump amount, thickened drilling fluid creep into greatly.
4.3, whole hole
After boring reaches position, design elevation hole, geological condition at the bottom of hole depth, aperture, position, hole and hole shape, gradient, hole is checked, then fills in whole hole record, and notify that supervising engineer arrives site inspection and checks and accepts in time.To be allowed for access after qualified next process.
4.4, clear hole
Adopt castinplace pile aperture monitoring system to carry out after boring reaches the requirement degree of depth after inspection indices meets the requirements and carry out hole clearly immediately.
Clear hole standard meets design and code requirement, that is: the mud hand discharged in hole or extract out is touched without 2 ~ 3mm particle, and mud balance is not more than 1.1, and sand content is less than 2%, viscosity 17 ~ 20s; Build sediment thickness at the bottom of the front hole of underwater concrete; At the bottom of stanchion hole, sediment thickness Line for Passenger Transportation should be not more than 15cm.Forbid to adopt intensification drilling depth method to replace clear hole.
5, fabrication of reinforcing cage, installation
5.1, fabrication of reinforcing cage
Reinforcing cage makes at steel bar segmentation.Bar splice after segmentation should be staggered mutually, ensures that the joint number in same cross section is no more than 50% of main muscle sum, and the joint spacing that staggers is not less than 35d (d is bar diameter), and must not be less than 50cm.Strengthen stirrup to be connected with main muscle and all to weld.The protective layer thickness of cage of reinforcement can weld ear muscle or concrete rotates cushion block.
5.2, reinforcing cage is installed
Reinforcing cage top should arrange two Φ 18 and hangs muscle according to hole top mark is high, hangs muscle and main muscle adopts two-sided overlap welding, weld length >=5d, and welding is wanted firmly.
When hanging in reinforcing cage, mating holes position is put down gently, is put slowly.Hinder if be hampered, with rise with fall and positive and negative rotation make it to transfer.Not raised pelter, transfers by force, in case break hole wall and cause collapse hole.
Reinforcing cage is transferred to absolute altitude, check reinforcing cage whether center off normal, make it to meet code requirement, and it welded with steel pile casting with 4 φ 16 reinforcing bars, or causes one with perfusion platform, sinks to prevent reinforcing cage or floats in filling concrete process.
6, filling concrete
6.1, conduit is installed
Conduit should assemble numbering before using, and calculate catheter length and joint number according to hole depth, conduit acts in accordance with direct join and carries out watertight test, confirms that conduit is water-tight and under disconnecting all right ability in hand-hole.
Help downcomer with loop wheel machine paving, careful operation when transferring conduit, avoids extension to touch reinforcing cage, and makes a record.
6.2, secondary pile hole cleaning
Sediment thickness at the bottom of hole should meet design requirement, and when designing no requirement (NR), at the bottom of stanchion hole, sediment thickness is not more than 50mm.Secondary pile hole cleaning generally adopts to be taken out slag method and carries out hole clearly.
Secondary pile hole cleaning is complete, and conduit is transferred to the end gently, and then up promotes 25 ~ 40cm, compares with the theoretical length of conduit, after coincideing, is fixed on by conduit on perfusion deck hole seat.
6.3, pouring underwater concrete
Calculate and control first batch of bottom concrete quantity, having certain impact energy during whereabouts, mud can be discharged from conduit, and can conduit end opening Transducers Embedded in Concrete 1m ~ 3m is dark, when pile body is longer, the degree of depth in conduit Transducers Embedded in Concrete can suitably be amplified.Enough impact energys can be washed pile bottom sediment open as much as possible, are to control pile bottom sediment, reduce the important step of settlement after construction.
After perfusion starts, should compactly carrying out continuously, must not rest in midway.In filling process, should prevent concrete mix from overflowing from funnel top or falling at the bottom of hole from funnel, make the retrogradation condensation containing cement in mud, cause detection inaccurate.
Step 4, pit earthwork excavate
1, soil excavation prepares
Conscientiously carry out reconnaissance work on the spot, according to on-site actual situations, in order to control the vehicle flow of peripheral path well, in foundation ditch, arranging earthwork car parking space, carry out the allotment that vehicle carries out job site, understand surrounding enviroment, set about carrying out outer co-ordination.Construction traffic turnover wagon flow direction, field is unified, planned, ensures not take peripheral path.
Clear up in field after obstruction before excavation, utilized excavator to carry out surface layer soil pioneer road.According to scheme reasonable arrangement plant equipment.Do to all once overhaul carrying out on-the-spot construction equipment, ensure that the machinery between under-stream period runs well.
Each stage cut the earth before all accomplish with one heart and one mind, tell somebody what one's real intentions are clear, with clearly defined objective, strictly follow the overall principle of design construction order " from top to bottom, layer and section, stays native bank protection, symmetrical excavation ".
The construction machinery that each shoveling stage is used, checks electricity consumption and logistic work by special messenger.
Carry out the inquiry to weather forecast, make full use of fine weather excavation construction.
2, in this engineering, the key job of restriction duration is supporting, therefore will ensure that engineering is finished on schedule, must ensure carrying out smoothly of support work.But this engineering feature is that job site area is large, earth volume is large, and can ensure that the earthwork completes, key be the allotment to earth moving plant.
Whole job site is divided into two or more region, and on the basis that this divides, each subregion is subdivided into supporting district and central excavation district again.Be supporting district within the scope of the 15m of foundation ditch limit, excavation area centered by all the other.
The soil excavation first step, multiple stage excavator is distributed in place surrounding, along the direction that ecto-entad shrinks, first the earthwork in supporting district in each subregion is removed, for the insertion of support work creates conditions.Soil excavation layering is carried out.After supporting district has excavated, all proceed to center and excavate.
After this, two excavators coordinative construction in supporting district is stayed.Other multiple stage excavators are distributed in two works areas, carry out the excavation of the center earthwork.Excavation divides three layers, and transmit successively, upper two layers is the excavator of model PC330, and substrate arranges the cleaning of PC120 type excavator concentrate and dig the earthwork of cushion cap, each aspect upper berth 20mm steel plate, travels for excavation machinery, earth moving vehicles.Order according to this, until substrate.
Soil excavation each inter process of constructing will be connected tight, reasonable arrangement, and after last process creates work plane, next procedure will be followed up in time, ensures that foundation pit construction is multi-thread, continuous productive process, satisfactorily completes construction task.
3, substrate soil digs fortune
The earthwork of this engineering is excavated to more than distance substrate 200 ~ 300mm position, below adopts mini-excavator or artificial clear soil construction.Strictly to control the absolute altitude of foundation ditch final step excavation when excavation of foundation pit, and can not backbreak and dig less.By the full-time surveyor in scene with level gauge by level absolute altitude pilot measurement to cheating the end.Form absolute altitude Controling network, to be accurately excavated to predetermined absolute altitude.
Step 5, mixed earth is set between diaphragm wall top with soldier pile top is connected beam slab.
Carry out the excavation of the earthwork after diaphragm wall, soldier pile complete, along the direction that ecto-entad shrinks, use pneumatic pick artificial chisel to remove piling wall top laitance, build colligation piling wall junction plate reinforcing bar after concrete bed course, concealment acceptance after-pouring junction plate concrete.
Step 6, cement mixing pile earthen platform interpolation steel pipe
1, interpolation steel pipe in cement mixing pile earthen platform prepares
First set up plane height measurement Controling network, carry out elevation and axial line control stake.And carry out the obvious and stable mark of relative elevation, in this, as the foundation that absolute altitude controls.
2, cement mixing pile earthen platform construction technology main points
Earth excavation is first removed, the earthwork in supporting district in each subregion for the insertion of support work creates conditions.Soil excavation layering is carried out.After supporting district has excavated, all proceed to center and excavate.After this, two excavators coordinative construction in supporting district is stayed.Other multiple stage excavators are distributed in other works areas, carry out the excavation of the center earthwork.Excavation divides three layers, transmits successively, when being excavated to the construction carrying out interpolation steel pipe when first order soil-cement reinforces earthen platform inside foundation ditch.
A, cleaning stake holes periphery place: according to actual place, cleaning stake holes periphery place, and erection construction platform.
Steel pipe location in b: in construction, organize professional surveyor, builder, by the requirement of design drawing, and in conjunction with on-the-spot actual arrangement steel pipe pile point position, and identify.
C plant equipment is in place: engineering crane is after rig handling to working platform, and rig adjusts according to inserting position, steel pipe hole.
D pore-forming: carry out steel pipe pile by layout design and associated specifications requirement and draw hole drilling construction.Adopt special engineering rig pore-forming, by design drawing requirement boring, pore size control is 150mm, allowable error ± 1 °, enters bearing stratum rock depth error ± 200mm.
E interpolation steel pipe is constructed: this engineering diameter of steel tube is 108mm, and steel pipe pile Design of length is 12/16 meter, and managing interior water/binder ratio after lower steel pipe pile is that the cement of 0.6:1 carries out pressurization and is in the milk.
F steel tube pile grouting: this stage slip casting is divided in pipe and slip casting outside pipe, after putting into steel pipe, inserts Grouting Pipe, by slip casting from lower to upper at the bottom of pipe, makes to fill cement grout inside and outside pipe.
The superimposed cantilever foundation pit supporting construction of a kind of piling wall constructed by above-mentioned construction method, as shown in figure 1 and 2, comprise diaphragm wall 2, agitation pile system 1 is provided with in diaphragm wall 2 both sides, soldier pile 3 is arranged on outside agitation pile system 1, and diaphragm wall 2 top is connected beam slab 4 with soldier pile 3 top by mixed earth and connects.
wherein this agitation pile system 1 is outside agitation pile system 7, middle part agitation pile system 6 and inner side agitation pile system 5, align with ground in agitation pile system 7 top, outside, align with at the bottom of foundation ditch in the top of inner side agitation pile system 5, at the bottom of the distance from top foundation ditch of middle part agitation pile system 6, height is 1/3 ~ 1/4 to ground distance at the bottom of foundation ditch, in middle part agitation pile system 6 and inner side agitation pile system 5, be provided with steel pipe 13.

Claims (3)

1. the superimposed cantilever foundation pit supporting construction of piling wall, comprise diaphragm wall (2), it is characterized in that: be provided with agitation pile system (1) in diaphragm wall (2) both sides, soldier pile (3) is arranged on agitation pile system (1) outside, and diaphragm wall (2) top is connected by concrete coupling beams plate (4) with soldier pile (3) top.
2. the superimposed cantilever foundation pit supporting construction of piling wall according to claim 1, it is characterized in that: this agitation pile system (1) is outside agitation pile system (7), middle part agitation pile system (6) and inner side agitation pile system (5), align with ground in agitation pile system (7) top, outside, align with at the bottom of foundation ditch in the top of inner side agitation pile system (5), height at the bottom of the distance from top foundation ditch at middle part agitation pile system (6) is 1/3 ~ 1/4 to ground distance at the bottom of foundation ditch.
3. the superimposed cantilever foundation pit supporting construction of piling wall according to claim 2, is characterized in that: in middle part agitation pile system (6) and inner side agitation pile system (5), be provided with steel pipe (13).
CN201420417790.9U 2014-07-28 2014-07-28 The superimposed cantilever foundation pit supporting construction of a kind of piling wall Expired - Fee Related CN204174625U (en)

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Application Number Priority Date Filing Date Title
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Application Number Priority Date Filing Date Title
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104164881A (en) * 2014-07-28 2014-11-26 中国建筑第四工程局有限公司 Piling wall overlapping cantilever foundation pit support construction method and structure
CN105544554A (en) * 2015-10-26 2016-05-04 张继红 Assembly type foundation pit bracing structure and construction method thereof
CN106120828A (en) * 2016-06-23 2016-11-16 程华清 A kind of Sandwich biscuit type curtain water stop construction method of diaphragm wall

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104164881A (en) * 2014-07-28 2014-11-26 中国建筑第四工程局有限公司 Piling wall overlapping cantilever foundation pit support construction method and structure
CN105544554A (en) * 2015-10-26 2016-05-04 张继红 Assembly type foundation pit bracing structure and construction method thereof
CN106120828A (en) * 2016-06-23 2016-11-16 程华清 A kind of Sandwich biscuit type curtain water stop construction method of diaphragm wall

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Granted publication date: 20150225

Termination date: 20160728