CN103938637B - Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction - Google Patents

Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction Download PDF

Info

Publication number
CN103938637B
CN103938637B CN201410164052.2A CN201410164052A CN103938637B CN 103938637 B CN103938637 B CN 103938637B CN 201410164052 A CN201410164052 A CN 201410164052A CN 103938637 B CN103938637 B CN 103938637B
Authority
CN
China
Prior art keywords
pile
concrete
rigid
reinforcing cage
vibrating
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.)
Active
Application number
CN201410164052.2A
Other languages
Chinese (zh)
Other versions
CN103938637A (en
Inventor
朱奎
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.)
Guangdong Keyi Xintai building science and Technology Development Co Ltd
Original Assignee
叶长青
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 叶长青 filed Critical 叶长青
Priority to CN201410164052.2A priority Critical patent/CN103938637B/en
Publication of CN103938637A publication Critical patent/CN103938637A/en
Application granted granted Critical
Publication of CN103938637B publication Critical patent/CN103938637B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The invention discloses a kind of folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction, it is characterized in that utilizing convolution boring through hard interbedded layer, when getting into projected depth, by swirl vanes cutting weak soil, drilling rod is carried on rotary water jet mud limit, limit, thus forms flexible pile.Utilize convolution boring through hard interbedded layer, when getting into projected depth, pumped by concrete by swirl vanes by bottom drill bit, drilling rod is carried to ground in perfusion limit, limit, thus forms pump pressure plain concrete pile.To sling subsequently the vibrating device, large rigidity core pipe and the reinforcing cage that connect, reinforcing cage lower end is inserted in concrete pile body, rely on gravity and vibrating device to drive large rigidity core pipe to vibrate reinforcing cage lower end, make reinforcing cage sink down into projected depth, thus form rigid pile.First construct flexible pile, rigid pile of then constructing, rigid pile and flexible pile snap-fit arrangement, form water-stop curtain, rigid pile not only plays the effect of sealing, also serves the effect of bank protection.

Description

Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction
Technical field
The present invention relates to a kind of construction method of pattern foundation pit supporting structure, particularly one folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction.
Background technology
Soft clay area water-stop curtain usually adopts cement mixing method or rotary churning pile, but is running into the stratum such as rubble, cobble, and cement mixing method or rotary churning pile drill bit can not penetrate hard formation thus can not reach projected depth.Tradition foundation pit supporting method adopts water-stop curtain to be separated the method arranged with slope protection pile usually, and water-stop curtain is generally located at outside, and slope protection pile is located at inner side again, and the quantity of stake can be a lot, and pattern foundation pit supporting structure cost is higher.The present invention is to this has been improvement, and flexible pile is placed in the centre of adjacent rigid stake, and flexible pile and rigid pile cooperative transformation are as supporting and protection structure on the one hand, and form water-stop curtain after flexible pile and rigid pile occlusion on the other hand, stagnant water effect is reliable.Economically consider, obvious stake number ratio tradition is low many, thus saves construction costs.
Summary of the invention
Technical problem to be solved by this invention is to provide a kind of folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction, solves the problem that traditional foundation ditch cost is high.
Present invention process principle adopts as follows:
Utilize convolution boring through hard interbedded layer, when getting into projected depth, by swirl vanes cutting weak soil, drilling rod is carried on rotary water jet mud limit, limit, thus forms flexible pile.Utilize convolution boring through hard interbedded layer, when getting into projected depth, pumped by concrete by swirl vanes by bottom drill bit, drilling rod is carried to ground in perfusion limit, limit, thus forms pump pressure plain concrete pile.To sling subsequently the vibrating device, large rigidity core pipe and the reinforcing cage that connect, reinforcing cage lower end is inserted in concrete pile body, rely on gravity and vibrating device to drive large rigidity core pipe to vibrate reinforcing cage lower end, make reinforcing cage sink down into projected depth, thus form rigid pile.First construct flexible pile, rigid pile of then constructing, rigid pile and flexible pile snap-fit arrangement, form water-stop curtain, rigid pile not only plays the effect of sealing, also serves the effect of bank protection.
Construction sequence of the present invention comprises:
1 surveying setting-out location
Cleaning construction plant after, the basic point of answering repetition measurement Party A to provide and baseline, determine errorless after, release concrete stake position according to basic point and baseline again, measuring order in stake position is undertaken by sequence of construction, and stake position should fix, the little 10mm of pile center's line deviation, and carry out surveying record, can construct after accurate.
2 driller insertion
Held stationary answered by rig, guarantees, in construction, any inclination movement does not occur.For the accurate keyhole degree of depth, should control scale be set in frame, to observe.
3 rigs draw hole
Pile verticality does not reach requirement, and stake bottom water-stop curtain there will be seepage, does not reach the effect of sealing.In order to control pile verticality, take following measure: on the slideway of rig pile frame, arrange the casing that two have orientation, internal diameter is only greater than drill pipe diameter 10mm, solves friction and the vibration problems of drilling rod.Self-control gravity Verticality gauge is set bottom tappet.After stake position centering, bolster wood bottom tappet compacting, ensure when the stressed swing of tappet, to resist and swing, stake position is not changed by rig around the frictional force that axle self-locking device and tappet and sleeper produce.After pile center's contraposition, drilling rod Uprightness adjusting degree, detect drilling rod verticality again with transit, and monitor at any time in boring procedure, guarantee that position error is less than 5mm, construction error is less than 10mm.
Pumps water mud is crept on 4 limits
After getting into desired depth, must carry out dallying in bottom, hole soil clearly, and then stop operating, pumps water mud limit, limit is carried and is drilled into ground, carries out uniform rotation when carrying brill, makes pumps water mud and the even mix of soil, forms flexible pile.Soft Soil Layer rate of penetration is 0.8 ~ 1m/min, and hard interbedded layer position rate of penetration will slow down, and rate of penetration is 0.2 ~ 0.4m/min, if swag phenomenon appears in rig, rate of penetration also will slow down.
5 guncretings
At once in rigid pile design position boring after flexible pile construction, after getting into desired depth, must carry out dallying in bottom, hole soil clearly, then stop operating, pumping of concrete limit, limit is carried and is drilled into ground, must not rotate when carrying brill, and the lifting that remains a constant speed, guarantee that drill bit is embedded in concrete all the time, prevent broken pile.Because may there be certain intensity at rigid pile and flexible pile occlusion position, rate of penetration will slow down, and Soft Soil Layer rate of penetration is 0.5 ~ 0.7m/min, and hard interbedded layer position rate of penetration also will slow down, rate of penetration is 0.1 ~ 0.3m/min, if swag phenomenon appears in rig, rate of penetration slows down again.
6 insert reinforcing cage
After concreting, by vibrating device, reinforcing cage is inserted concrete, form rigid pile.Vibrating device adopts low and medium frequency vibrating hammer, and has installed isolation mounting; Suspension ring are arranged at vibrating hammer top, for lifting by crane vibrating device and large rigidity core pipe; Reinforcing cage aligns circle and is used to fixing and aligns reinforcing cage; Lifting rope lies on vibrating hammer, and for crane lifting, the verticality guaranteeing that reinforcing cage is laid is handled in employment simultaneously; Vibrating hammer bottom and reinforcing cage are welded with 2 ~ 4 steel loops, penetrate wire rope clamping, lifting reinforcing cage is also located.The effective flange of large rigidity core is connected on vibrating device, and large rigidity core pipe lower end is pressed in reinforcing cage end, and reinforcing cage upper end and vibrating device flexibly connect, and large rigidity core pipe lower ending opening, pore is opened at middle part, top.
7 do stake top concrete capping beam
Stake top concrete capping beam intensity adopts C25 or C30, and stake top concrete capping beam arranges preformed hole at anchor pole position, so that rig is holed.
8 anchor bolt constructions
Adopt down-the-hole drill to hole according to design inclination angle, pitch-row error is not more than 150mm, and hole depth error is not more than 50mm.Holed rear mortar pump to grout injection in hole, and grouting pressure is 0.1 ~ 0.2MPa.During slip casting, Grouting Pipe should be inserted apart from being about 100mm place at the bottom of hole, slowly extracts with cement paste injection, to hole full.Then the reinforcing bar body of rod is inserted and fill in the boring of cement paste.
9 first time sprayed mortar
Bury φ 6 bar dowel controlling thickness mark underground, use high pressure water washing side slope, moistening side slope surface.First cement, sand, rubble are loaded spraying machine by after match ratio dry mixing evenly after sieve, then start to spray first floor concrete.Spraying operation is answered segmentation and slicing, is carried out successively from top to bottom, during injection shower nozzle with should be vertical by spray plane, keep the distance of 0.8m ~ 1.0m, spray pistol and do Rotating with Uniform motion, even to ensure the concrete compaction ejected.Control water/binder ratio well, rebound degree should not be greater than 15%, wet curing after sprayed mortar final set 2h simultaneously.
10 hang gauze wire cloth
With thin wire, φ 6 reinforcing bar binding through straightening is become reinforced mesh, the crosspoint of steel mesh reinforcement answers colligation solid.
11 second time sprayed mortars
With water under high pressure, first floor sprayed mortar face is rinsed well and wetted surface.Second layer concrete ejection order is identical with first floor with method of operating.Shower nozzle and the distance by spray plane should be reduced when starting to spray, and adjust spray angle, to ensure the density of second layer sprayed mortar.Firmly occurred that concrete comes off if having in injection by bar frame should remove in time.Injection personnel should adjust the water supply valve of spray gun, control water/binder ratio, make concrete surface smooth, moistening gloss, without trickling dry spot phenomenon.Wet curing 7d after sprayed mortar final set 2h.Every day, the number of times of water spray should be able to keep sprayed mortar surface wettability.
Cement for flexible pile adopts Portland cement, and label is 42.5, and incorporation is 15%, and water/binder ratio is 1.0.Cement paste water must clean, pollution-free, before slip casting, about 30min starts to prepare cement paste.Fully stir in agitator, flow out from grout outlet after stirring, net filtration after filtration, in removing slurries, there is no particle and the magazine of aquation.The slurries filtered enter slush pump, then are pumped into Grouting Pipe.
Cement for rigid pile adopts Portland cement, and label is 42.5, and water/binder ratio is 0.45 ~ 0.5.Fines optional stage coordinates in pure natural of reason, hard, the particle of quality, coarse sand; Coarse aggregate selects hard cobble or rubble, and particle diameter is 5mm ~ 15mm.
Work progress quality control method adopts as follows:
Must be firmly smooth during 1 driller insertion, vertical missing is not more than 1%.
2 reinforcing cages are made up of main muscle and lateral tie, arrange reinforcing rib every about 2m.The main tendon protective layer thickness of reinforcing cage should not be less than 35mm, and main tendon protective layer allowable variation is 10mm, adds piston shoes, to ensure reinforcement cover outside the main muscle of reinforcing cage.
Bottom 3 reinforcing cages, 6 main muscle are lengthened, interior curved be connected to form bowl-shape, as the connection of vibration core tube with reinforcing cage, while bottom transverse stirrup and main muscle solder joint strengthen.Arrange 2 ~ 4 Heave Heres, Heave Here lateral tie should be made two hoop and strengthen, and avoids snapping when occurring hanging.
After 4 rigid pile concretings, concrete strength should meet design requirement, and concrete coagulation is good, must not have the bad phenomenon such as honeycomb, cavity, segregation, crack, interlayer, and concrete must not have unsticking to reveal reinforcing cage phenomenon.
5 rigid pile concrete slumps meet 180mm ~ 220mm, have good workability, caking property and water retention, and the initial setting time is to meet infusion time for principle.
The present invention has significant economic benefit, conventional method is water-stopping structure is be separated with soil-baffling structure, usual employing flexible pile forms water-stop curtain, and arrange inside flexible pile rigid pile carry out gear soil, and rigid pile can keep off soil on the one hand in the present invention, again can sealing, rigid pile and flexible pile quantity are far smaller than conventional method, have obvious economic benefit.Do not produce soil compaction effect when rigid pile and flexible pile construction in the present invention, when constructing, any subsidiary stress is produced hardly to foundation, thus reduce soil disturbance, very little on surrounding enviroment impact.
The present invention has following characteristics: construction quality is easily guaranteed, and engineering cost is low.Construction Vibration, noise are little, and affect little short construction period to surrounding enviroment, supporting effect is better.The present invention be applicable to shallow-layer have the Soft Clay situation of the hard interbedded layer such as rubble or cobble under pattern foundation pit supporting structure.
Accompanying drawing explanation
Fig. 1 is process chart, and Fig. 2 is rigid pile and flexible pile plane of arrangement schematic diagram.
Reference numeral: 1, rigid pile, 2, flexible pile.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present embodiment is described in detail.
Cheng Feng mansion, Wenzhou height is 33m, overall floorage 57880m 2, adopt frame-shear-wall structure, this project excavation of foundation pit degree of depth 5.3m, excavation of foundation pit area is about 5330m 2, geologic report reflection Site Soil has the rubble interlayer of thickness about 0.8 ~ 1.5m at about 8m, pattern foundation pit supporting structure takes rigid-flexible mechanical arm base pit stand construction.
Fig. 1 is process chart, and construction sequence comprises:
1 surveying setting-out location
Cleaning construction plant after, the basic point of answering repetition measurement Party A to provide and baseline, determine errorless after, release concrete stake position according to basic point and baseline again, measuring order in stake position is undertaken by sequence of construction, and stake position should fix, the little 10mm of pile center's line deviation, and carry out surveying record, can construct after accurate.
2 driller insertion
Held stationary answered by rig, guarantees, in construction, any inclination movement does not occur.For the accurate keyhole degree of depth, should control scale be set in frame, to observe.
3 rigs draw hole
Pile verticality does not reach requirement, and stake bottom water-stop curtain there will be seepage, does not reach the effect of sealing.In order to control pile verticality, take following measure: on the slideway of rig pile frame, arrange the casing that two have orientation, internal diameter is only greater than drill pipe diameter 10mm, solves friction and the vibration problems of drilling rod.Self-control gravity Verticality gauge is set bottom tappet.After stake position centering, bolster wood bottom tappet compacting, ensure when the stressed swing of tappet, to resist and swing, stake position is not changed by rig around the frictional force that axle self-locking device and tappet and sleeper produce.After pile center's contraposition, drilling rod Uprightness adjusting degree, detect drilling rod verticality again with transit, and monitor at any time in boring procedure, guarantee that position error is less than 5mm, construction error is less than 10mm.
Pumps water mud is crept on 4 limits
After getting into desired depth, must carry out dallying in bottom, hole soil clearly, and then stop operating, pumps water mud limit, limit is carried and is drilled into ground, carries out uniform rotation when carrying brill, makes pumps water mud and the even mix of soil, forms flexible pile.Soft Soil Layer rate of penetration is 0.8 ~ 1m/min, and hard interbedded layer position rate of penetration will slow down, and rate of penetration is 0.2 ~ 0.4m/min, if swag phenomenon appears in rig, rate of penetration also will slow down.
5 guncretings
At once in rigid pile design position boring after flexible pile construction, after getting into desired depth, must carry out dallying in bottom, hole soil clearly, then stop operating, pumping of concrete limit, limit is carried and is drilled into ground, must not rotate when carrying brill, and the lifting that remains a constant speed, guarantee that drill bit is embedded in concrete all the time, prevent broken pile.Because may there be certain intensity at rigid pile and flexible pile occlusion position, rate of penetration will slow down, and Soft Soil Layer rate of penetration is 0.5 ~ 0.7m/min, and hard interbedded layer position rate of penetration also will slow down, rate of penetration is 0.1 ~ 0.3m/min, if swag phenomenon appears in rig, rate of penetration slows down again.
6 insert reinforcing cage
After concreting, by vibrating device, reinforcing cage is inserted concrete, form rigid pile.Rigid pile and flexible pile plane of arrangement schematic diagram are as shown in Figure 2.Vibrating device adopts low and medium frequency vibrating hammer, and has installed isolation mounting; Suspension ring are arranged at vibrating hammer top, for lifting by crane vibrating device and large rigidity core pipe; Reinforcing cage aligns circle and is used to fixing and aligns reinforcing cage; Lifting rope lies on vibrating hammer, and for crane lifting, the verticality guaranteeing that reinforcing cage is laid is handled in employment simultaneously; Vibrating hammer bottom and reinforcing cage are welded with 2 ~ 4 steel loops, penetrate wire rope clamping, lifting reinforcing cage is also located.The effective flange of large rigidity core is connected on vibrating device, and large rigidity core pipe lower end is pressed in reinforcing cage end, and reinforcing cage upper end and vibrating device flexibly connect, and large rigidity core pipe lower ending opening, pore is opened at middle part, top.
7 do stake top concrete capping beam
Stake top concrete capping beam intensity adopts C25 or C30, and stake top concrete capping beam arranges preformed hole at anchor pole position, so that rig is holed.
8 anchor bolt constructions
Adopt down-the-hole drill to hole according to design inclination angle, pitch-row error is not more than 150mm, and hole depth error is not more than 50mm.Holed rear mortar pump to grout injection in hole, and grouting pressure is 0.1 ~ 0.2MPa.During slip casting, Grouting Pipe should be inserted apart from being about 100mm place at the bottom of hole, slowly extracts with cement paste injection, to hole full.Then the reinforcing bar body of rod is inserted and fill in the boring of cement paste.
9 first time sprayed mortar
Bury φ 6 bar dowel controlling thickness mark underground, use high pressure water washing side slope, moistening side slope surface.First cement, sand, rubble are loaded spraying machine by after match ratio dry mixing evenly after sieve, then start to spray first floor concrete.Spraying operation is answered segmentation and slicing, is carried out successively from top to bottom, during injection shower nozzle with should be vertical by spray plane, keep the distance of 0.8m ~ 1.0m, spray pistol and do Rotating with Uniform motion, even to ensure the concrete compaction ejected.Control water/binder ratio well, rebound degree should not be greater than 15%, wet curing after sprayed mortar final set 2h simultaneously.
10 hang gauze wire cloth
With thin wire, φ 6 reinforcing bar binding through straightening is become reinforced mesh, the crosspoint of steel mesh reinforcement answers colligation solid.
11 second time sprayed mortars
With water under high pressure, first floor sprayed mortar face is rinsed well and wetted surface.Second layer concrete ejection order is identical with first floor with method of operating.Shower nozzle and the distance by spray plane should be reduced when starting to spray, and adjust spray angle, to ensure the density of second layer sprayed mortar.Firmly occurred that concrete comes off if having in injection by bar frame should remove in time.Injection personnel should adjust the water supply valve of spray gun, control water/binder ratio, make concrete surface smooth, moistening gloss, without trickling dry spot phenomenon.Wet curing 7d after sprayed mortar final set 2h.Every day, the number of times of water spray should be able to keep sprayed mortar surface wettability.
Monitor foundation ditch in work progress, monitoring result shows that foundation pit deformation amount is in prescribed limit, and sedimentation phenomenon does not appear in surrounding road and ground, and implementation result is desirable.

Claims (4)

1. press from both sides a hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction, it is characterized in that utilizing convolution boring through hard interbedded layer, when getting into projected depth, by swirl vanes cutting weak soil, drilling rod is carried on rotary water jet mud limit, limit, thus forms flexible pile; Utilize convolution boring through hard interbedded layer, when getting into projected depth, pumped by concrete by swirl vanes by bottom drill bit, drilling rod is carried to ground in perfusion limit, limit, thus forms pump pressure plain concrete pile; To sling subsequently the vibrating device, large rigidity core pipe and the reinforcing cage that connect, reinforcing cage lower end is inserted in concrete pile body, rely on gravity and vibrating device to drive large rigidity core pipe to vibrate reinforcing cage lower end, make reinforcing cage sink down into projected depth, thus form rigid pile; First to construct flexible pile, rigid pile of then constructing, rigid pile and flexible pile snap-fit arrangement, form water-stop curtain, rigid pile not only plays the effect of sealing, also serves the effect of bank protection;
It is characterized in that construction sequence comprises:
(1) surveying setting-out location
Cleaning construction plant after, the basic point of answering repetition measurement Party A to provide and baseline, determine errorless after, release concrete stake position according to basic point and baseline again, measuring order in stake position is undertaken by sequence of construction, and stake position should fix, the little 10mm of pile center's line deviation, and carry out surveying record, can construct after accurate;
(2) driller insertion
Held stationary answered by rig, guarantees, in construction, any inclination movement does not occur; For the accurate keyhole degree of depth, should control scale be set in frame, to observe;
(3) rig draws hole
(4) pumps water mud is crept on limit
After getting into desired depth, must carry out dallying in bottom, hole soil clearly, and then stop operating, pumps water mud limit, limit is carried and is drilled into ground, carries out uniform rotation when carrying brill, makes pumps water mud and the even mix of soil, forms flexible pile; Soft Soil Layer rate of penetration is 0.8 ~ 1m/min, and hard interbedded layer position rate of penetration will slow down, and rate of penetration is 0.2 ~ 0.4m/min, if swag phenomenon appears in rig, rate of penetration also will slow down;
(5) guncreting
At once in rigid pile design position boring after flexible pile construction, after getting into desired depth, must carry out dallying in bottom, hole soil clearly, then stop operating, pumping of concrete limit, limit is carried and is drilled into ground, must not rotate when carrying brill, and the lifting that remains a constant speed, guarantee that drill bit is embedded in concrete all the time, prevent broken pile; Because may there be certain intensity at rigid pile and flexible pile occlusion position, rate of penetration will slow down, and Soft Soil Layer rate of penetration is 0.5 ~ 0.7m/min, and hard interbedded layer position rate of penetration also will slow down, rate of penetration is 0.1 ~ 0.3m/min, if swag phenomenon appears in rig, rate of penetration slows down again;
(6) reinforcing cage is inserted
After concreting, by vibrating device, reinforcing cage is inserted concrete, form rigid pile;
(7) stake top concrete capping beam is done
Stake top concrete capping beam intensity adopts C25 or C30, and stake top concrete capping beam arranges preformed hole at anchor pole position, so that rig is holed;
(8) anchor bolt construction
Adopt down-the-hole drill to hole according to design inclination angle, pitch-row error is not more than 150mm, and hole depth error is not more than 50mm; Holed rear mortar pump to grout injection in hole, and grouting pressure is 0.1 ~ 0.2MPa; During slip casting, Grouting Pipe should be inserted apart from being about 100mm place at the bottom of hole, slowly extracts with cement paste injection, to hole full; Then being inserted by the reinforcing bar body of rod fills in the boring of cement paste;
(9) first time sprayed mortar
Bury φ 6 bar dowel controlling thickness mark underground, use high pressure water washing side slope, moistening side slope surface; First cement, sand, rubble are loaded spraying machine by after match ratio dry mixing evenly after sieve, then start to spray first floor concrete; Spraying operation is answered segmentation and slicing, is carried out successively from top to bottom, during injection shower nozzle with should be vertical by spray plane, keep the distance of 0.8m ~ 1.0m, spray pistol and do Rotating with Uniform motion, even to ensure the concrete compaction ejected; Control water/binder ratio well, rebound degree should not be greater than 15%, wet curing after sprayed mortar final set 2h simultaneously;
(10) gauze wire cloth is hung
With thin wire, φ 6 reinforcing bar binding through straightening is become reinforced mesh, the crosspoint of steel mesh reinforcement answers colligation solid;
(11) second time sprayed mortar
With water under high pressure, first floor sprayed mortar face is rinsed well and wetted surface; Second layer concrete ejection order is identical with first floor with method of operating; Shower nozzle and the distance by spray plane should be reduced when starting to spray, and adjust spray angle, to ensure the density of second layer sprayed mortar; Firmly occurred that concrete comes off if having in injection by bar frame should remove in time; Injection personnel should adjust the water supply valve of spray gun, control water/binder ratio, make concrete surface smooth, moistening gloss, without trickling dry spot phenomenon.
2. folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction according to claim 1, it is characterized in that on the slideway of rig pile frame, arrange the casing that two have orientation, internal diameter is only greater than drill pipe diameter 10mm, solves friction and the vibration problems of drilling rod; Self-control gravity Verticality gauge is set bottom tappet; After stake position centering, bolster wood bottom tappet compacting, ensure when the stressed swing of tappet, to resist and swing, stake position is not changed by rig around the frictional force that axle self-locking device and tappet and sleeper produce; After pile center's contraposition, drilling rod Uprightness adjusting degree, detect drilling rod verticality again with transit, and monitor at any time in boring procedure, guarantee that position error is less than 5mm, construction error is less than 10mm.
3. folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction according to claim 1, is characterized in that vibrating device adopts low and medium frequency vibrating hammer, and has installed isolation mounting; Suspension ring are arranged at vibrating hammer top, for lifting by crane vibrating device and large rigidity core pipe; Reinforcing cage aligns circle and is used to fixing and aligns reinforcing cage; Lifting rope lies on vibrating hammer, and for crane lifting, the verticality guaranteeing that reinforcing cage is laid is handled in employment simultaneously; Vibrating hammer bottom and reinforcing cage are welded with 2 ~ 4 steel loops, penetrate wire rope clamping, lifting reinforcing cage is also located; The effective flange of large rigidity core is connected on vibrating device, and large rigidity core pipe lower end is pressed in reinforcing cage end, and reinforcing cage upper end and vibrating device flexibly connect, and large rigidity core pipe lower ending opening, pore is opened at middle part, top.
4. folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction according to claim 1, is characterized in that wet curing 7d after sprayed mortar final set 2h; Every day, the number of times of water spray should be able to keep sprayed mortar surface wettability.
CN201410164052.2A 2014-04-14 2014-04-14 Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction Active CN103938637B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201410164052.2A CN103938637B (en) 2014-04-14 2014-04-14 Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201410164052.2A CN103938637B (en) 2014-04-14 2014-04-14 Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction

Publications (2)

Publication Number Publication Date
CN103938637A CN103938637A (en) 2014-07-23
CN103938637B true CN103938637B (en) 2016-04-06

Family

ID=51186492

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201410164052.2A Active CN103938637B (en) 2014-04-14 2014-04-14 Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction

Country Status (1)

Country Link
CN (1) CN103938637B (en)

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104264688B (en) * 2014-10-22 2016-06-08 广州市城市规划勘测设计研究院 Manually digging hole non-uniform pile support construction process
CN105887890A (en) * 2016-04-14 2016-08-24 广州市鲁班建筑集团股份有限公司 Plastic pile, construction method of plastic pile and foundation pit supporting watertight seal structure
CN106761814A (en) * 2017-02-08 2017-05-31 海南大学 A kind of pipe curtain and bamboo reinforcement grouted anchor bar combined retaining structure and method
CN107587502B (en) * 2017-09-23 2020-10-23 北京建材地质工程有限公司 Construction method for rotary drilling hole-forming pressure-grouting cement soil occlusion curtain pile
CN110080238A (en) * 2018-12-07 2019-08-02 深圳市工勘岩土集团有限公司 Deep one meat or fish dyadic combined type pile forming method of loose Backfilled Stone Layer interlocking pile

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101328712A (en) * 2008-07-29 2008-12-24 上海市第二建筑有限公司 Construction method of interlocking pile for soft soil and soil layer with obstacle
CN202194127U (en) * 2011-05-31 2012-04-18 中国石油化工集团公司 Reducing high-pressure jet-grouting rigid pile
CN202194148U (en) * 2011-07-15 2012-04-18 深圳市鸿荣轩建设工程有限公司 Waterproof curtain
CN202626978U (en) * 2012-04-10 2012-12-26 中冶建筑研究总院有限公司 Cemented soil secant pile group, diaphragm wall constituted by same and building foundation pit support system constituted by cemented soil secant pile group

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101159755B1 (en) * 2008-08-29 2012-06-28 주식회사 이엔지건설엔지니어링 Finishing block and Retaining wall using the same

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101328712A (en) * 2008-07-29 2008-12-24 上海市第二建筑有限公司 Construction method of interlocking pile for soft soil and soil layer with obstacle
CN202194127U (en) * 2011-05-31 2012-04-18 中国石油化工集团公司 Reducing high-pressure jet-grouting rigid pile
CN202194148U (en) * 2011-07-15 2012-04-18 深圳市鸿荣轩建设工程有限公司 Waterproof curtain
CN202626978U (en) * 2012-04-10 2012-12-26 中冶建筑研究总院有限公司 Cemented soil secant pile group, diaphragm wall constituted by same and building foundation pit support system constituted by cemented soil secant pile group

Also Published As

Publication number Publication date
CN103938637A (en) 2014-07-23

Similar Documents

Publication Publication Date Title
CN103938637B (en) Folder hard formation Soft Clay rigid-flexible mechanical arm base pit stand construction
CN102518135B (en) Horizontal jet grouting soil anchor and castinplace pile Composite Foundation Pit supporting construction engineering method
CN101929340B (en) Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process
CN104453946B (en) Advanced reinforcing construction method for building tunnel in soft surrounding rock
CN104499479B (en) It is a kind of to pass through the dug pile construction method that sand gravel backfills layer
CN100572683C (en) The large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices
CN103147442B (en) Ultra-deep foundation pit press-grouting pile and prestressed anchor combined supporting construction method
CN101245600B (en) Construction method for generating horizontal reinforcing body by high-pressure-double-liquid rotary spray technique
CN203452083U (en) Rotary expanding pile construction equipment and grout feeding device
CN106759297A (en) A kind of construction method of support pile and three pipe high-pressure rotary jet grouting pile deep basal pits
CN101614020A (en) Flexible bladder type anti-corrosive apparatus and use the anticorrosion stake and the job practices of this device
CN107178077B (en) karst area karst cave overburden grouting reinforcement structure and design method thereof
CN105155550B (en) Construction method for digging deep foundation pit in large-thickness highly weathered sandstone stratum in combined supporting mode
CN106677168A (en) Construction method of cast-in-place superfluid concrete pile
CN202509533U (en) Single reinforcement pulling force type anti-floating anchor rod
CN101250878A (en) Method for supporting deep building pit using non bulit-in end pile anchor in combination with anchor slab wall
CN207828980U (en) A kind of foundation pit supporting construction
KR101135163B1 (en) Grout injection and replacement device and the soft ground foundation concrete pile using the same method
CN102286979A (en) Construction method for deep foundation pit supporting by adopting steel pipe piles-self-drilling prestressed anchor bars
CN107513995A (en) A kind of bridge struction pile post grouting construction method
CN201296932Y (en) Segmentation prefabricating sunken outer wall and guide wall thereof
CN110258600A (en) A kind of vertical cofferdam construction engineering method suitable for deep water waters
CN107975034B (en) The floating stake ground processing method of hollow preformed pile
CN107460873B (en) Manual digging pile construction method
CN108571330A (en) A method of processing subway bottom plate rear pouring tape percolating water

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model
CB03 Change of inventor or designer information
CB03 Change of inventor or designer information

Inventor after: Yu Donghua

Inventor before: Zhu Kui

TR01 Transfer of patent right

Effective date of registration: 20170401

Address after: 523112 Dongcheng District Province, Dongguan, Dongguan Road, long road, No. silver Gate Street, room 3, No. 202

Patentee after: Guangdong Keyi Xintai building science and Technology Development Co Ltd

Address before: 325000 Jinchuan economic and Technological Development Zone, Tianhe Road, Wenzhou, No. 4 Zhejiang Road

Patentee before: Ye Changqing

TR01 Transfer of patent right