CN203846485U - Long pile percussion drill hole forming construction device - Google Patents

Long pile percussion drill hole forming construction device Download PDF

Info

Publication number
CN203846485U
CN203846485U CN201420279491.3U CN201420279491U CN203846485U CN 203846485 U CN203846485 U CN 203846485U CN 201420279491 U CN201420279491 U CN 201420279491U CN 203846485 U CN203846485 U CN 203846485U
Authority
CN
China
Prior art keywords
casing
pile
hole
stake
long
Prior art date
Application number
CN201420279491.3U
Other languages
Chinese (zh)
Inventor
顾乾岗
李涵军
胡震敏
张波
江鹏飞
傅珺
Original Assignee
宏润建设集团股份有限公司
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 宏润建设集团股份有限公司 filed Critical 宏润建设集团股份有限公司
Priority to CN201420279491.3U priority Critical patent/CN203846485U/en
Application granted granted Critical
Publication of CN203846485U publication Critical patent/CN203846485U/en

Links

Abstract

The utility model provides a long pile percussion drill hole forming construction device which comprises a percussion drill pile frame, a punch hammer, a first protection cylinder, a second protection cylinder and a reinforcement cage. The punch hammer is hung on the percussion drill pile frame through a steel wire rope. Round steel is welded to the periphery of the bottom of the punch hammer to form a wall brushing ring. The first protection cylinder is tightly attached to the inner wall of a hole. The diameter of the first protection cylinder is larger than that of the second protection cylinder, the length of the first protection cylinder is smaller than that of the second protection cylinder, and the diameter of the second protection cylinder is larger than the designed pile diameter of a drilling pile. Sealing is achieved between the first protection cylinder and the second protection cylinder through watertight clay. The reinforcement cage is vertically placed in the hole, protection cushion blocks are bound and hung outside a framework of the reinforcement cage, and the outer diameter of the reinforcement cage is smaller than the designed pile diameter of the drilling pile. By means of the long pile percussion drill hole forming construction device, the purpose of embedding the long protection cylinders in a water-rich pebble stratum can be achieved, the embedding depth of the protection cylinders is ensured, and positioning accuracy and perpendicularity of the long protection cylinders can be accurately controlled.

Description

Long stake Churn drill drilling construction device
Technical field
The utility model relates to Churn drill hole creating technology field in stratum, particularly about the long stake of one Churn drill drilling construction device.
Background technology
Along with social development and the progress of construction technology, the scale of modern construction constantly expands, occurred the larger object of construction production such as a large amount of super highrise buildings, Large Span Bridges, the pile foundation that is supporting these huge monsters is its most important basing oneself upon at all.Bored pile because of its stake footpath that can build large, and the advantage on suitable various stratum, and be widely used in the pile foundation engineering of various extensive buildings.
Riverbed geology is the bridge of rich water pebble layer, and when construction, the percussive drills that adopt carry out drilling pouring pile hole construction more, due to impact holing in rich water pebble layer, is vulnerable to the impact of large particle diameter erratic boulder, inhomogeneous cobble and produces inclined to one side hole; And because pebble layer void content is large, pore-forming hole wall is stable compared with leakiness, in construction, also very easily cause collapse hole; Add that again engineering is positioned on river course, adopt built island method construction more, upper formation is subject to immersion, the disturbance of river, make pore-forming initial stage mud cake on the wall of borehole be difficult to form, hole wall is difficult for stable, therefore require pile foundation casing to there is certain length, if but increase casing length, the depth of burying of long casing and precision are all difficult to meet.Because of cobble geology, it is limited that casing directly excavates the depth of burying again, and position, hole, the more difficult control of verticality.
Utility model content
The utility model provides a kind of long stake Churn drill drilling construction device, to solve the difficult problem that in rich water pebble layer, long casing is buried underground, ensures the depth of burying of casing, controls positioning precision and the verticality of long casing.
To achieve these goals, the utility model provides a kind of long stake Churn drill drilling construction device, and described long stake Churn drill drilling construction device comprises: percussive drill pile frame, block stamp, the first casing, the second casing and reinforcing cage; Described block stamp is hung and is located on described percussive drill pile frame by wire rope, and the surrounding of described block stamp bottom is welded with round steel, has formed brush wall ring; Described the first casing is close to the inwall in hole, and the diameter of described the first casing is greater than described the second casing, and the length of described the first casing is less than described the second casing; The diameter of described the second casing is greater than drilled pile design stake footpath, between described the first casing and the second casing, seals by fluid-tight clay.Described reinforcing cage is vertically placed in described hole, and outside the skeleton of described reinforcing cage, ties up and hang protection cushion block, and the external diameter of described reinforcing cage is less than a described drilled pile design stake footpath.
In one embodiment, described reinforcing cage is divided into more piece.
In one embodiment, the inner side of described reinforcing cage is fixed with sounding steel pipe.
In one embodiment, described sounding steel pipe is fixed on the inner side of described reinforcing cage by tied silk.
In one embodiment, the joint of described sounding steel pipe is welded to connect by steel sleeve.
In one embodiment, the end opening of described sounding steel pipe is bottomed with Plate Welding sealing, and employing adhesive tape suitable for reading seals and exceed the distance >=1m of an end face.
In one embodiment, described bored piles footpath with the pass of block stamp weight is: every 100mm bored piles footpath corresponding block stamp weight 230kg.
In one embodiment, the internal diameter of described outer casing should be than the large 50cm in described bored piles footpath, and described outer casing wall thickness is 10mm, and described outer casing length is 2m.
In one embodiment, described interior casing internal diameter is than the large 20cm in described bored piles footpath, and the wall thickness of described interior casing is 10mm, and the length of described interior casing will meet: the cylinder end can enter original bed bottom surface and be not less than 1m, and cylinder top 40cm above ground level.
The beneficial effect of the utility model embodiment is: existing casing structure is difficult to directly excavate to bury underground put in place, generally need to adopt vibrating hammer to carry out the inserted to play of casing, adopt of the present utility model pair of casing to bury structure underground, reduce or remit the machinery expenses of casing inserted to play, and outside casing can reclaim and reuse, and economic benefit is obvious.By increasing the length of steel casing, solve the problem that rich water boulder bed aperture very easily caves in.
Brief description of the drawings
In order to be illustrated more clearly in the utility model embodiment or technical scheme of the prior art, below the accompanying drawing of required use during embodiment is described is briefly described, apparently, accompanying drawing in the following describes is only embodiment more of the present utility model, for those of ordinary skill in the art, do not paying under the prerequisite of creative work, can also obtain according to these accompanying drawings other accompanying drawing.
Fig. 1 is the structural representation of the long stake of the utility model embodiment Churn drill drilling construction device;
Fig. 2 is the cross sectional representation of the utility model embodiment while utilizing block stamp 102 Churn drill pore-forming;
Fig. 3 is the utility model embodiment completing steps 109 cross sectional representation in hole afterwards.
Fig. 4 is Churn drill drilling construction method flow diagram in the rich water pebble layer of the utility model embodiment;
Fig. 5 A to Fig. 5 D is two casing burial and construction artworks of the utility model embodiment;
Fig. 6 is Churn drill construction method flow chart in the rich water pebble layer of the utility model embodiment.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the utility model embodiment, the technical scheme in the utility model embodiment is clearly and completely described, obviously, described embodiment is only the utility model part embodiment, instead of whole embodiment.Based on the embodiment in the utility model, those of ordinary skill in the art are not making the every other embodiment obtaining under creative work prerequisite, all belong to the scope of the utility model protection.
As shown in Figure 1, the utility model provides a kind of long stake Churn drill drilling construction device, and this length stake Churn drill drilling construction device comprises: percussive drill pile frame 101, block stamp 102, the first casing 103, the second casing 104.
Block stamp 101 is hung and is located on percussive drill pile frame 101 by wire rope 105, and the surrounding of block stamp 101 bottoms is welded with round steel, has formed brush wall ring 106.
As shown in Figure 1, the first casing 103 is close to the inwall in hole, and the diameter of the first casing 103 is greater than the diameter of the second casing 104, and the length of the first casing 103 is less than the second casing 104.
Fig. 2 is the cross sectional representation while utilizing block stamp 102 Churn drill pore-forming, and as shown in Figure 2, the diameter of the second casing 104 is greater than drilled pile design stake footpath R.Between the first casing 103 and the second casing 104, seal by fluid-tight clay 107, the utility model not as limit, it will be appreciated by those skilled in the art that except adopting fluid-tight clay sealing, can also adopt other impermeable material to seal.
As shown in Figure 3, this length stake Churn drill drilling construction device also comprises: reinforcing cage 301, and reinforcing cage 103 is vertically placed in hole, and outside the skeleton of reinforcing cage 103, ties up and hang protection cushion block 302, and the external diameter of reinforcing cage 301 is less than drilled pile design stake footpath R.
Utilize long stake Churn drill drilling construction device of the present utility model can carry out Churn drill drilling construction in rich water pebble layer, describe in detail and how to carry out Churn drill drilling construction in rich water pebble layer below.
As shown in Figure 4, in this richness water pebble layer, Churn drill drilling construction method comprises the steps:
S401, equipment calculate selecting step: choose the weight of block stamp according to bored piles footpath, and according to the weight apolegamy percussive drill of the described block stamp of choosing;
S402, equipment installation steps: stake position is measured, emitted cross hair, percussive drill pile frame and described block stamp are installed;
S403, outer casing are buried step underground: bury outer casing underground, the center line of described outer casing and the center line of drilled pile are overlapped, then carry out pulping and impact drilling depth in hole;
S404, interior casing are buried step underground: when punching enters after one preset distance of original bed bottom surface, casing in installing in described outer casing adopts bar dowel to be welded and fixed temporarily, and rams packing in fact with waterproof clay layering between described outer casing and interior casing;
S405, slurrying and circulation step: before the percussion drilling that spuds in, to throwing in the clay of crossing by water saturates in hole, mix mud by the pile monkey water mixing system of impacting; Adopting mud direct circulation to take slag, overflows to starch and is drained in mud pit by the excessive stock tank on described interior casing in aperture, after precipitation, at the bottom of adopting slush pump pumpback surface slurries injection hole, realizes mud circulation;
S406, drilling and forming hole step;
S407, the brush clear hole of wall step: at described block stamp surrounding welding one circle round steel, as brush wall ring, when after impact holing, described brush wall ring pumps in stake hole along described block stamp; The clear hole of slurry method is changed in employing, when boring reaches after design elevation, by upper and lower drill bit handling, then injects clear hole mud, slag inclusion mud in displacement stake hole;
S408, reinforcing cage installation steps: tie up the concrete pad of hanging with described drilled pile same size in reinforcement cage skeleton outside, described reinforcing cage is vertically put into a hole;
S409, underwater concreting step: select spiral adapter sleeve conduit, after closed-water test, splice; Described spiral adapter sleeve conduit is put into a hole, and the end opening of described spiral adapter sleeve conduit is 30~40cm from distance at the bottom of hole, and the suitable for reading and hopper of described spiral adapter sleeve conduit is connected.
In rich water pebble layer, stake top, hole is affected greatly by interstitial water, and mud skin is difficult to be formed, and hole wall is difficult for stable, therefore requires the casing of pile foundation to have certain length.Again because of cobble geology, it is limited that casing directly excavates the depth of burying, and position, hole, the more difficult control of verticality, so the utility model is by first adopting diameter larger, the shorter outer casing excavation of length is buried rear beginning punched hole construction underground, as shown in Fig. 5 A to Fig. 5 D, after more closely knit boulder bed is stretched in punching, in casing, accurately locate the less long casing (interior casing) of diameter outside again, between two casings, adopt clay to ram packing in fact, then continue normal impact holing, after punching drilling depth is smooth, can pull out large casing, recycling, so just solve the problem that long casing is difficult to directly bury underground.From the flow process of Fig. 4, the Churn drill drilling construction method of the utility model embodiment is by installing two casings (interior casing and outer casing) of pile foundation, after the two casings of installation, then carry out the steps such as mud circulation, drilling and forming hole, the clear hole of brush wall, reinforcing cage installation and underwater concreting, ensure the depth of burying of casing, well controlled positioning precision and the verticality of long casing.
In rich water pebble layer, the detailed construction technological process of Churn drill pore-forming as shown in Figure 6, describes specific embodiment of the utility model in detail below in conjunction with Fig. 4 and Fig. 6.
The S401 of Fig. 4 is the step of creeping into the preparatory stage of Churn drill drilling construction in rich water pebble layer of the present utility model, when concrete enforcement, in rich water pebble layer, grow an impact holing, should choose larger block stamp weight, and block stamp weight is generally chosen according to drilled pile footpath, block stamp weight is generally with stake footpath relation: 230kg is got in every 100mm stake footpath.After having chosen block stamp weight, also need again according to block stamp weight, apolegamy percussive drill, generally, block stamp weight should not exceed hoist for driller and allow 70% of pulling force, and the utility model is not as limit.Deeply pacify Bridge Project taking Lanzhou as example, drilled pile footpath 2m, the long 45m of stake, chooses CK2000 percussive drill, and hoist engine allows that pulling force is 8t, and frequency of impact is 6 times/min, and motor rated power is 75kw, the cross block stamp of configuration 4.5t carries out impact holing.
After percussive drill is matched, just can carry out equipment installation steps (S402), particularly, stake position is measured accurately, emitted cross hair, percussive drill pile frame is installed, make center, block stamp lifting rope vertical line align piles position, and adjust rig, accomplish pile frame standard of fuselage, pile frame is firm, for good basis is laid in the control of long pile driving construction verticality.After pile frame is in place, block stamp is installed, is prepared to carry out impact holing operation.
Creep into after preparation completes, just can carry out outer casing and bury step (S403) underground, when concrete enforcement, outer casing generally adopts steel casing, and internal diameter should than the large 50cm in drilled pile footpath of design (as dark peace Bridge Project adopts outer casing internal diameter be generally ).Outer casing wall thickness is generally selected 10mm, and outer casing length is advisable to facilitate direct excavation to bury underground, is generally 2m, adopts digging machine excavation to bury underground.Outer casing center line should overlap substantially with pile center's line, and Deviation Control is in 30cm, and cylinder top about 20cm above ground level, buries rear outer casing surrounding unselected clay underground and ram packing in fact, then starts pulping in hole, impacts drilling depth.
After outer casing has been buried underground, will carry out interior casing and bury operation (S404) underground, while specifically enforcement, interior casing internal diameter should than the large 20cm in stake footpath (as dark peace Bridge Project adopts little casing internal diameter be generally ), interior casing wall is generally selected 10mm thickness.Interior casing length generally needs a satisfied cylinder end can enter more closely knit boulder bed and is not less than 1m, and cylinder top energy 40cm above ground level, concrete length should be determined according to on-the-spot geological and hydrological conditions, for example Lanzhou is deeply pacified the bid section employing of Bridge Project North and is built island method construction, casing Xu Xiachuanzhu island (high about 4.5m) in requiring, enter original bed 1m, therefore the long 6m of interior casing choosing.
When punching enters after more closely knit boulder bed (original bed bottom surface) about 1m (preset distance), in casing, lay outside interior casing.Interior casing is longer, needs accurately to control its position, hole, verticality, and adopt bar dowel to be welded and fixed temporarily while laying.Space in outer between casing adopts fluid-tight tonerde, and it is real that manual zoning rams packing.Clay filling will enrich the space between two casings, and accomplishes without clear gap.
After interior casing has been buried underground, need to carry out slurrying and circulation step (S405), comprise the operation of following 2 aspects:
1, adopt the lower cohesive soil of sand factor, carry out slurrying.Spud in before percussion drilling, can be directly flooded to throwing in stake hole the clay seeing through, mix mud by the pile monkey water mixing system of impacting.After slurrying completes, can detect its whole indexs, for this class caving ground of cobble, mud should be by following performance indications mixing: proportion 1.3~1.4g/cm 3; Viscosity 20~30s; Sand factor≤5%; Colloidity>=95%.In drilling process, need to detect at any time mud balance and sand factor situation, and adjust according to index in time.
2, in rich water pebble layer, should adopt mud direct circulation to take slag, overflow to starch and be drained in mud pit by the excessive stock tank on interior casing in aperture, after precipitation, at the bottom of adopting slush pump pumpback surface slurries injection hole, realizes mud circulation.In mud pit, sediment adopts slurry transport truck far to abandon processing.Whole drilling process should keep more than mud face height generally exceeds extraneous water level 1m.
Slurrying and circulation step are that the enforcement of drilling and forming hole step (S406) provides condition, when drilling and forming hole step is specifically implemented, conventionally should be noted that following some:
1, while spudding in, adopt that low hammer is close to be hit, hammer high about 0.5m into shape, add in time clay pulping retaining wall, by hole wall dense extrusion, hole depth reaches under casing after 3~4m, can pick up speed, by the high hammer 1.5~2.0m that brings up to, proceed to normal impact, at any time observing and controlling mud balance and sand factor.
2, in drilling process, need to ensure mud supply, retaining hole entoplasm face is stable.And the verticality of restricting is hammered in observation into shape at any time, hammer rope inclination into shape during if find, be thrown in time 20~30cm chunk stone, be backfilled to vertical depth, make hole basal surface omit flat rear low hammer and hit soon, make to form after closely knit platform at the bottom of its hole, more normally impact.
3, whether running check steel wire wear situation, buckle tightness, transfer be flexible, avoids falling to bore suddenly.After stopping to bore, while again spudding in, be increased to gradually normal stroke by low stroke at every turn.
4, in boulder bed, impact drilling depth and can adopt heavy pile monkey, high-stroke, and in hole, drop into clay in good time, increase the cementing properties of hole wall, reduce number of dropouts.
5, normal problem, the reasons and management method of meeting of Churn drill pore-forming, as shown in table 1:
Table 1 Churn drill is often met problem, reasons and management method summary sheet
When the brush clear hole of wall step (S407) is specifically implemented, need to be at described block stamp surrounding welding one circle round steel as brush wall ring, the external diameter of round steel circle need be slightly less than drilled pile footpath, when after impact holing, described brush wall ring pumps in stake hole along described block stamp, so not only can, by brush wall, remove the blocked up clay mud skin adhering on hole wall, also can play the effect that pore-forming back aperture detects simultaneously.
, main employing changed the clear hole of slurry method, when boring reaches after design elevation, by drill bit handling at a slow speed up and down, then injects clear hole mud when in clear the hole, slag inclusion mud in displacement stake hole.When close with the purification mud of injection from the average of interior taking-up mud test value of holing, when sediment thickness is not more than designing requirement at the bottom of measured hole, stop hole operation clearly.Clear hole mud index is as follows: proportion≤1.15g/cm 3; Viscosity 17~20s; Sand factor≤2%; Colloidity>=98%.
When reinforcing cage installation steps (S408) are specifically implemented, reinforcing cage, before hand-hole, need to be tied up the concrete pad of hanging with described drilled pile same size in reinforcement cage skeleton outside, to ensure thickness of protection tier.The reinforcing cage processing system of tying up is generally concentrated and is carried out at reinforcement shed, trailer transportation, mobile crane lifting hand-hole.Cage of reinforcement is only set up defences at the powerful inner supporting frame of transport and distortion time in place, and crane is sling after reinforcing cage, and verticality and the appearance profile of inspection reinforcing cage, steadily vertically put into hole, must guard against collision hole wall, can not transfer by force.For the long castinplace pile of stake, the disposable hoisting difficulty of reinforcing cage is larger, the mode that now can adopt reinforcing cage merogenesis to transfer.Therefore under long pile cages when cage by the splicing time longer cost, so preferentially adopt mechanical connection manner, or increase single-unit reinforcing cage and transfer length, transfer the time thereby reduce reinforcing cage, avoid pile bottom sediment hole in to deposit blocked up.
After reinforcing cage installation, just can carry out underwater concreting (S409), while specifically enforcement, comprise the steps:
1, pile foundation underwater concreting adopts tremie method, can select spiral adapter sleeve conduit, and before transferring, carry out closed-water test, guarantees airtight water-tight.When on-the-spot splicing, will keep sealing ring without breakage, joint is tight, and tubular axis is straight.After spiral adapter sleeve conduit is installed, sediment thickness at the bottom of exploration hole again, as exceed designing requirement, need to carry out secondary pile hole cleaning, till qualified.
2, conduit be installed and put into boring, conduit end opening is from about 30~40cm at the bottom of hole, is suitable for readingly connected with hopper, and the volume of hopper is determined according to stake footpath, need be guaranteed that first batch of filling concrete rear tube length of embedment is greater than 1 meter.In underwater concrete filling process, need, through the absolute altitude of conventional lining rope exploration hole inner concrete face, adjust in time pipe laying depth, keep depth of tremie to be controlled in 2~6 meters, concrete pouring speed must not be too anxious in case rising of steel cage.For long long, the larger pile foundation in stake footpath of stake, during because of concreting, stake top scum silica frost may be thicker, therefore requires super filling to be highly not less than long by 5%, avoids effective length deficiency.
In one embodiment, complete after underwater concreting step, can also carry out pile foundation detecting step: when fill with the pile foundation intensity that completes of stake reach design strength 70% after, pile foundation is carried out to ultrasound examination, detecting frequency is 100%.For example, for bored pile, can arrange 4 thin-walled sounding steel pipe, the layout that is square, sounding steel pipe end opening is bottomed with Plate Welding sealing, and employing adhesive tape temporary enclosed suitable for reading also exceeds an end face>=1m.The tied silk that can adopt sounding steel pipe is fixed on reinforcing cage inner side, and with reinforcing cage together merogenesis transfer, sounding steel pipe is fixed on the mode of reinforcing cage inner side not as limit.Sounding coupling can adopt steel sleeve to be welded to connect, and the utility model is not as limit.When concreting, note the protection sounding steel pipe airtight slurry that do not enter suitable for reading.Before ultrasound examination, first carry out pile crown and abolish, and sounding steel pipe is filled to clear water, then by ultrasonic examination instrument, check concrete compactness and pile body integrity on pile body cross sections.
In the utility model, in rich water pebble layer, the required main material of long stake Churn drill drilling construction is as shown in table 2, and in rich water pebble layer, the required main plant of long stake Churn drill drilling construction is as shown in table 3.
Long stake Churn drill drilling construction main material table in the rich water boulder bed of table 2
Sequence number Title Purposes
1 Steel casing Location, stake hole, aperture protection
2 The clay that sand factor is less Between mud mixing, two casing, fill material
3 Soda ash Na2CO3 Mud mixing additive
4 The piece stone of 20~30cm Stake hole backfill
5 Reinforcing bar Pile foundation steel bar cage, brush wall ring
6 Underwater concrete Concreting
The main plant table of long stake Churn drill drilling construction in the rich water boulder bed of table 6.2-1
Sequence number Title quantity Purposes
1 1 of percussive drill Pile foundation pore-forming
2 1 of digging machine Casing is buried underground, earthwork
3 1 of mobile crane Hoisting and hanging
4 1, forklift Earthwork transport
5 Slush pump 1 overlaps Mud circulation
6 Conduit 1 overlaps Concreting
7 1 of total powerstation Measure setting-out
8 1 of lining rope Hole depth detects
In addition, in Specific construction, need to carry out following quality control method:
1,, in the stratum generally easily caving in this class of cobble, mud balance is controlled at 1.3~1.4g/cm 3, viscosity is controlled at 20~30s, mud sand content≤5% in the laggard hand-hole of mud circulation.Mud test should be undertaken by job specfication requirement.
2, the running check pile monkey degree of wear, carries out repair welding in time, ensures pile monkey size and weight.
3, often detect the verticality of hammer rope, if there is the inclination in stake hole, and adopt remedial measures in time.
4, after punching finishes, hole depth, hole deviation, aperture are strictly detected, and started as early as possible hole clearly and change slurry.
5, control concrete super filling and be highly not less than longly by 5%, avoid the blocked up effective length deficiency that causes of scum silica frost.
By the utility model embodiment, can reach following useful technique effect:
1, long casing is difficult to directly excavation and buries underground and put in place, generally need to adopt vibrating hammer to carry out the inserted to play of casing, but two casing is buried technique underground, has reduced or remitted the machinery expenses of casing inserted to play, and outside casing can reclaim and reuse, and economic benefit is obvious.This engineering method has also solved in boulder bed when long casing is buried underground simultaneously, the problems such as the difficult drilling depth of inserted to play, position, hole and the difficult control of verticality.
2, the length that increases steel casing, has solved the problem that rich water boulder bed aperture very easily caves in.And in impact holing process, control energetically quality of mud fluid, ensure the closely knit of hole wall, the reaming situation of caving in is less, thereby control well the fullness coefficient of perfusion, especially, for long stake perfusion, reduced significantly concrete waste.
3, strengthen block stamp weight, reduced in boulder bed easily the probability in hole partially, thereby reduced number of times and side's amount of cubic metre of earth and stone backfill behind inclined to one side hole, avoided the repetition punching operation to cause waste of time, so just for cost has been saved in impact holing operation.
4, while adopting percussive drill Drilling by inverse circulation, hole wall because of repeated stock extruding after, will become denser stable, but also therefore cause very easily forming on hole wall thick mud skin simultaneously.If fill with stake according to construction method of the present utility model, pile concrete will be intercepted by mud skin with ground interlayer, and pile side friction will reduce greatly, and especially for friction pile, its bearing capacity of pile foundation will be subject to serious impact.Adopt the mode of welding reinforced steel bar ring on pile monkey, after pore-forming, brush wall, remove blocked up mud skin, greatly improve the impact of mud skin on stake side skin friction, ensured bearing capacity of pile foundation, provide favourable guarantee to the safe handling of building structure.
Above-described specific embodiment; the purpose of this utility model, technical scheme and beneficial effect are further described; institute is understood that; the foregoing is only specific embodiment of the utility model; and be not used in limit protection domain of the present utility model; all within spirit of the present utility model and principle, any amendment of making, be equal to replacement, improvement etc., within all should being included in protection domain of the present utility model.

Claims (9)

1. a long stake Churn drill drilling construction device, is characterized in that, described long stake Churn drill drilling construction device comprises: percussive drill pile frame, block stamp, the first casing, the second casing and reinforcing cage; Described block stamp is hung and is located on described percussive drill pile frame by wire rope, and the surrounding of described block stamp bottom is welded with round steel, has formed brush wall ring; Described the first casing is close to the inwall in hole, and the diameter of described the first casing is greater than described the second casing, and the length of described the first casing is less than described the second casing; The diameter of described the second casing is greater than drilled pile design stake footpath, between described the first casing and the second casing, seals by fluid-tight clay; Described reinforcing cage is vertically placed in described hole, and outside the skeleton of described reinforcing cage, ties up and hang protection cushion block, and the external diameter of described reinforcing cage is less than a described drilled pile design stake footpath.
2. long stake Churn drill drilling construction device according to claim 1, is characterized in that, described reinforcing cage is divided into more piece.
3. long stake Churn drill drilling construction device according to claim 1 and 2, is characterized in that, the inner side of described reinforcing cage is fixed with sounding steel pipe.
4. long stake Churn drill drilling construction device according to claim 3, is characterized in that, described sounding steel pipe is fixed on the inner side of described reinforcing cage by tied silk.
5. long stake Churn drill drilling construction device according to claim 3, is characterized in that, the joint of described sounding steel pipe is welded to connect by steel sleeve.
6. long stake Churn drill drilling construction device according to claim 3, is characterized in that, the end opening of described sounding steel pipe is bottomed with Plate Welding sealing, and employing adhesive tape suitable for reading seals and exceed the distance >=1m of an end face.
7. long stake Churn drill drilling construction device according to claim 1, is characterized in that, described bored piles footpath with the pass of block stamp weight is: every 100mm bored piles footpath corresponding block stamp weight 230kg.
8. long stake Churn drill drilling construction device according to claim 1, is characterized in that, the internal diameter of described outer casing should be than the large 50cm in described bored piles footpath, and described outer casing wall thickness is 10mm, and described outer casing length is 2m.
9. long stake Churn drill drilling construction device according to claim 1, it is characterized in that, described interior casing internal diameter is than the large 20cm in described bored piles footpath, the wall thickness of described interior casing is 10mm, the length of described interior casing will meet: the cylinder end can enter original bed bottom surface and be not less than 1m, and cylinder top 40cm above ground level.
CN201420279491.3U 2014-05-28 2014-05-28 Long pile percussion drill hole forming construction device CN203846485U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201420279491.3U CN203846485U (en) 2014-05-28 2014-05-28 Long pile percussion drill hole forming construction device

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201420279491.3U CN203846485U (en) 2014-05-28 2014-05-28 Long pile percussion drill hole forming construction device

Publications (1)

Publication Number Publication Date
CN203846485U true CN203846485U (en) 2014-09-24

Family

ID=51559522

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201420279491.3U CN203846485U (en) 2014-05-28 2014-05-28 Long pile percussion drill hole forming construction device

Country Status (1)

Country Link
CN (1) CN203846485U (en)

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104563951A (en) * 2014-12-25 2015-04-29 贵州省交通规划勘察设计研究院股份有限公司 Isolating device for impact holing drilled slurry
CN104632100A (en) * 2014-12-25 2015-05-20 贵州省交通规划勘察设计研究院股份有限公司 Impact hole and drilling slurry isolating device based on multiple slag outlet pipes and slurry injecting pipes
CN105442532A (en) * 2015-11-19 2016-03-30 杭州江润科技有限公司 Construction method for pile-head-expanded bored pile
CN106032669A (en) * 2015-03-18 2016-10-19 重庆建工住宅建设有限公司 Pile foundation casing embedding and pile pole drilling all-in-one machine
CN106381869A (en) * 2016-01-27 2017-02-08 浙江省东阳第三建筑工程有限公司 Double-protective barrel impact pile-forming method at silt rock soil layer
CN107386964A (en) * 2017-08-14 2017-11-24 中铁三局集团有限公司 A kind of advanced water proof of the pile foundation classification full stake of steel sleeve, method of supporting drilling and forming hole of growing up
CN108103922A (en) * 2017-12-22 2018-06-01 中铁十七局集团第二工程有限公司 It is a kind of to cross water suspension bridge construction method for the big amount of increase river of high flow rate
CN109079718A (en) * 2018-10-18 2018-12-25 中国建筑第八工程局有限公司 Impact drill auxiliary rushes straight device
CN111305209A (en) * 2020-02-25 2020-06-19 深圳市工勘岩土集团有限公司 Sinking method for super-long steel casing of large-diameter super-deep cast-in-place pile

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104563951A (en) * 2014-12-25 2015-04-29 贵州省交通规划勘察设计研究院股份有限公司 Isolating device for impact holing drilled slurry
CN104632100A (en) * 2014-12-25 2015-05-20 贵州省交通规划勘察设计研究院股份有限公司 Impact hole and drilling slurry isolating device based on multiple slag outlet pipes and slurry injecting pipes
CN106032669B (en) * 2015-03-18 2018-06-29 重庆建工住宅建设有限公司 A kind of pile foundation shield-tube embedment creeps into all-in-one machine with stake holes
CN106032669A (en) * 2015-03-18 2016-10-19 重庆建工住宅建设有限公司 Pile foundation casing embedding and pile pole drilling all-in-one machine
CN105442532B (en) * 2015-11-19 2017-05-31 杭州江润科技有限公司 Pile crown expands bored pile construction method
CN105442532A (en) * 2015-11-19 2016-03-30 杭州江润科技有限公司 Construction method for pile-head-expanded bored pile
CN106381869A (en) * 2016-01-27 2017-02-08 浙江省东阳第三建筑工程有限公司 Double-protective barrel impact pile-forming method at silt rock soil layer
CN107386964A (en) * 2017-08-14 2017-11-24 中铁三局集团有限公司 A kind of advanced water proof of the pile foundation classification full stake of steel sleeve, method of supporting drilling and forming hole of growing up
CN108103922A (en) * 2017-12-22 2018-06-01 中铁十七局集团第二工程有限公司 It is a kind of to cross water suspension bridge construction method for the big amount of increase river of high flow rate
CN109079718A (en) * 2018-10-18 2018-12-25 中国建筑第八工程局有限公司 Impact drill auxiliary rushes straight device
CN111305209A (en) * 2020-02-25 2020-06-19 深圳市工勘岩土集团有限公司 Sinking method for super-long steel casing of large-diameter super-deep cast-in-place pile

Similar Documents

Publication Publication Date Title
CN104532813B (en) A kind of aquatic building operation platform and erection method, using method
CN107938676B (en) Pile foundation construction method for penetrating through full-filling karst cave
CN104612162B (en) A kind of Deep Foundation Pit of Metro Stations excavation construction method
CN102454167B (en) The construction method of especially big & deep open caisson
CN101457853B (en) Non-digging tube-pulling construction method
CN100410485C (en) Construction method for push pipe by cooperation of horizontal auger driller and horizontal directional driller
CN102691294B (en) Construction method of underground continuous wall
CN101768961B (en) Construction method of section-steel triaxial soil-cement mixing pile
CN102011397B (en) Construction process of concrete form water-stopping occlusion pile
CN102758430B (en) Large-diameter rotary digging pile construction technology for ultra-deep dumped unconsolidated soil bodies
CN101824919B (en) Deep hole underwater installation and locating method of steel pipe column in weak watery stratum
CN106837351A (en) Tunnel Karst water detects Treatment Methods
CN101638891B (en) Construction method of all casing precessing isolation pile
CN105239563B (en) A kind of supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining and construction method
CN104846810B (en) Self-circulating posterior grouting bored pile construction method
CN106837353A (en) Filling karst constructing tunnel processing method
CN102392458B (en) Piling beam cofferdam construction method used for bare rock foundation construction in water
CN102146672B (en) Method for constructing pile foundation in karst area
CN104196537A (en) Construction method of three parallel metro tunnels with ultra-small clear distance
CN103850249B (en) Long spire is squeezed into rock filling pile construction technology
CN103031839B (en) Construction method of hand-dug piles
CN103243747B (en) Deviation rectifying method of prestressed concrete pipe pile foundation
CN106400782B (en) A kind of construction method for going along with sb. to guard him hole-drilling interlocking pile using rotary drilling rig construction foundation pit
CN102296630A (en) Construction method of long-screw high-pressure mix jetting cement diaphragm wall
CN101614020B (en) Flexible bladder type anticorrosion device, anticorrosion pile and construction method using same

Legal Events

Date Code Title Description
GR01 Patent grant
C14 Grant of patent or utility model