CN111851562A

CN111851562A - Movable cast-in-situ bored pile construction platform and method

Info

Publication number: CN111851562A
Application number: CN202010713669.0A
Authority: CN
Inventors: 黄宁; 张猛; 杨帆; 刁吉; 周波; 张治强; 曾潇; 敬飞扬; 邓乾章
Original assignee: Chongqing Communications Construction Group Co ltd; Chongqing Construction Engineering Group Co Ltd
Current assignee: Chongqing Construction Engineering Group Co Ltd; Chongqing Communications Construction Group Co Ltd
Priority date: 2020-07-22
Filing date: 2020-07-22
Publication date: 2020-10-30

Abstract

The invention relates to the technical field of bridge construction, in particular to a mobile cast-in-situ bored pile construction platform, which comprises: the main trestle is a horizontal channel which stretches across the length direction of a pile foundation construction area, and is arranged on one side of the pile foundation construction area; the supporting trestle is a horizontal channel which spans the width direction of a pile foundation construction area; any one end of the main trestle is connected with the transportation channel, the bottoms of the two ends of the branch trestle are provided with transverse sliding rails in the length direction of the main trestle, and the branch trestle can freely move on the transverse sliding rails through a driving device; and one end of the branch trestle close to the main trestle forms a continuous construction channel with the main trestle. The invention improves the existing construction mode of the cast-in-situ bored pile, reduces the material consumption, simplifies the working procedures, further reduces the cost and improves the construction efficiency.

Description

Movable cast-in-situ bored pile construction platform and method

Technical Field

The invention relates to the technical field of bridge construction, in particular to a mobile cast-in-situ bored pile construction platform and a mobile cast-in-situ bored pile construction method.

Background

With the development of bridge technology, the arrangement form of the main pier drilling cast-in-place pile of the super-large bridge spanning rivers, lakes and seas is diversified. When the main pier bored concrete piles are arranged in a quincunx shape, the drilling platform operation surface needs to be arranged on the operation surface of the drilling platform according to the pile positions to reserve drilling hole positions, so that the drilling platform operation surface is difficult to arrange, even after partial bored concrete piles are formed into holes, the arrangement of the operation surface is readjusted according to the formed hole positions, and the construction of the rest bored concrete piles can be completed. Based on the reasons, for the bored concrete piles arranged in the quincunx shape, the operation surface of the drilling platform of the bored concrete piles usually consumes more materials, the working procedures are increased in the construction process, the workload is high, and the construction period is long.

At present, the rotary drilling rig is adopted for drilling in the industry, the rotary drilling rig has the advantage of high hole forming efficiency, but the use cost is high, and on the premise of ensuring the construction period, 1 set of rotary drilling rig is additionally used for carrying out the construction of the cast-in-situ cast. Aiming at the bored pile arranged in a quincunx shape, the construction scheme of the existing drilling platform in the field has the following problems:

(1) the structural design of the drilling platform is difficult;

(2) the investment is large, the working surface of the drilling platform is covered greatly, and the investment of materials is large;

(3) the process is tedious, and in order to adapt to the construction of the bored piles arranged in a quincunx shape, partial holes are formed on the working surface of the existing drilling platform, then the arrangement of the working surface of the drilling platform is readjusted, and then the rest construction of the bored piles is carried out.

In view of this, there is a need to improve the existing cast-in-situ bored pile construction method, reduce the material consumption, simplify the process, and further reduce the cost and improve the construction efficiency.

Disclosure of Invention

The invention provides a mobile cast-in-situ bored pile construction platform and a method, which improve the existing cast-in-situ bored pile construction mode, reduce the material consumption, simplify the working procedures, further reduce the cost and improve the construction efficiency.

In order to achieve the purpose, the invention provides the following technical scheme: a mobile bored pile construction platform, comprising: the main trestle is a horizontal channel which stretches across the length direction of a pile foundation construction area, and is arranged on one side of the pile foundation construction area; the supporting trestle is a horizontal channel which spans the width direction of a pile foundation construction area; any one end of the main trestle is connected with the transportation channel, the bottoms of the two ends of the branch trestle are provided with transverse sliding rails in the length direction of the main trestle, and the branch trestle can freely move on the transverse sliding rails through a driving device; and one end of the branch trestle close to the main trestle forms a continuous construction channel with the main trestle.

Preferably, the main trestle and the transverse slide rail are erected around the pile foundation construction area through steel pipe piles respectively.

Preferably, the driving device is composed of electric hoists respectively fixedly arranged at two ends of the transverse sliding rail, and the traction hook of each electric hoist is respectively and fixedly connected with two sides of the corresponding trestle.

Preferably, the middle part of the trestle is provided with a vertically through pouring construction groove along the length direction; an auxiliary hopper is arranged at one end of the branch trestle close to the main trestle, and the auxiliary hopper is 6-8 cubic meters; a slideway parallel to the pouring construction groove is arranged at the top of the trestle, an orifice hopper which freely slides along the slideway is arranged on the slideway, and the orifice hopper is 3-4 cubic meters; a pumping device is arranged between the orifice hopper and the auxiliary hopper; the device also comprises a carrier vehicle which moves along the length direction of the trestle.

Preferably, a mobile cast-in-situ bored pile construction method is applied to any one of claims 1 to 4, and includes the steps of:

s1, preparing concrete, pre-splicing the guide pipe, and performing waterproof test;

s2, positioning the trestle and the orifice hopper through the driving device, and calibrating the detection rope;

s3, pouring an orifice hopper in a double-hopper mode, wherein the orifice hopper is 3-4 cubic meters, and the auxiliary hopper is 6-8 cubic meters;

s4, exceeding the designed pile top elevation during concrete pouring until the concrete overflows from the orifice;

s5, vibrating the concrete within the range of 3m of the pile top to ensure the compactness of the pile top concrete;

s6, after the pouring is finished, cleaning the guide pipe, the auxiliary hopper and the orifice hopper;

s7, after the pile foundation construction is finished, detecting by using an acoustic pipe; the four sounding pipes are uniformly arranged at 90 degrees and are connected with the pile foundation reinforcing steel bars.

s3, filling the auxiliary hopper with concrete, opening the orifice hopper ball valve, simultaneously injecting concrete into the orifice hopper at the maximum flow rate by the two concrete vehicles to start pouring bottom sealing concrete until bottom sealing is finished;

s4, detecting the concrete pouring height through a measuring rope, and calculating the embedding depth of the guide pipe;

s5, when the embedding depth of the guide pipe reaches 6m, pulling out a section of 3m guide pipe, pulling out 12 sections of guide pipes in the concrete pouring process, and finishing pulling out the rest guide pipes at one time;

and S6, when the concrete is poured to the pile top, turning out the top segregation part completely until the real and qualified concrete is exposed, and mechanically vibrating the pile head to be compact, wherein the vibrating depth is 3-5 m.

The invention has the beneficial effects that: through the movement of the trestle on the transverse sliding rail, the problem of concrete movement and transportation in the pile foundation construction process is solved, so that the construction steps are shortened, the construction efficiency is improved, and the construction difficulty is reduced. In addition, the electric hoist restrains the four corners of the support trestle, ensures the motion stability of the support trestle in the process of moving the support trestle, and simultaneously realizes the locking effect on the support trestle.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.

FIG. 1 is a top view of a construction platform according to the present invention;

fig. 2 is a side view of the construction platform of the present invention.

Detailed Description

The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it is to be understood that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

According to fig. 1 and 2, a mobile cast-in-situ bored pile construction platform comprises: the main trestle 1 is a horizontal channel which stretches across the length direction of a pile foundation construction area 3, and the main trestle 1 is arranged on one side of the pile foundation construction area 3; the supporting trestle 2 is a horizontal channel which crosses the width direction of the pile foundation construction area 3; any one end of the main trestle 1 is connected with a transportation channel, the bottoms of the two ends of the branch trestle 2 are provided with transverse slide rails 4 in the length direction of the main trestle 1, and the branch trestle 2 can freely move on the transverse slide rails 4 through a driving device; and one end of the branch trestle 2 close to the main trestle 1 and the main trestle 1 form a continuous construction channel. The main trestle 1 and the transverse slide rails 4 are erected around the pile foundation construction area 3 through steel pipe piles 5 respectively. The driving device is composed of electric hoists 6 respectively fixedly arranged at two ends of the transverse slide rail 4, and the traction hook of each electric hoist 6 is respectively and fixedly connected with two sides of the corresponding trestle 2. A vertically through perfusion construction groove 7 is formed in the middle of the trestle 2 along the length direction; an auxiliary hopper 8 is arranged at one end of the branch trestle 2 close to the main trestle 1, and the auxiliary hopper 8 is 6-8 cubic meters; the top of the trestle 2 is provided with a slideway 10 parallel to the pouring construction groove 7, the slideway 10 is provided with an orifice hopper 9 freely sliding along the slideway 10, and the orifice hopper 9 is 3-4 cubic meters; a pumping device 11 is arranged between the orifice hopper 9 and the auxiliary hopper 8; the method also comprises a transporter 12 moving along the length direction of the trestle 2.

The first embodiment is as follows:

a construction method of a mobile cast-in-situ bored pile is applied to any one of claims 1 to 4, and includes the steps of:

s1, preparing concrete and constructing the guide pipe 13;

s2, positioning the trestle 2 and the orifice hopper 9 through a driving device, and calibrating the detection rope;

s3, pouring the orifice hopper 9 in a double-hopper mode, wherein the orifice hopper 9 is 3-4 cubic meters, and the auxiliary hopper 8 is 6-8 cubic meters;

s6, after the pouring is finished, cleaning the guide pipe 13, the auxiliary hopper 8 and the orifice hopper 9;

The method is used for underwater concrete: according to the actual situation on site, before underwater concrete is poured, equipment such as a guide pipe 13, a hopper, a water pump, a slurry pump and the like is prepared; the conduit 13 is formed by splicing steel pipes with the wall thickness of 5-7mm and the inner diameter of phi 290-310mm in sections; the length of each section of standard steel pipe in the single-hole pouring site is 3m, and each section of steel pipe with the length of 0.5m, 1.0m and 1.5m is needed; the lower opening of the installed conduit 13 is about 0.5m deep from the bottom of the hole; connecting the steel pipes into a guide pipe 13 to ensure the verticality, and sealing joints by adopting sealing gaskets; the thickness of the sealing ring is 3-5 mm; wherein the concrete is provided by a plurality of mixing stations, the production capacity of the concrete reaches at least 60m3/h continuous concrete supply, and the concrete is transported to an orifice for pouring; the concrete has good workability, and obvious segregation and bleeding phenomena do not exist in the conveying and pouring processes; during transportation, the tank truck is provided with the additive. The concrete should keep enough fluidity, the slump must meet the pouring requirement of the underwater concrete, the engineering slump is controlled at 18-22 cm, the concrete which does not meet the standard cannot be poured into the hole; and (3) measurement and control of concrete slump: sampling and slump measuring are carried out in time once/per pile during normal pouring and when obvious abnormality occurs; the initial setting time of the concrete is not less than 16 h. In addition, the minimum buried depth of the conduit 13 is not less than 2 meters, and the maximum buried depth of the conduit 13 is not more than 6 meters.

Calculating the initial concrete irrigation amount:

the initial concrete pouring amount V is calculated according to the designed pile diameter, the pipe diameter of the guide pipe 13 and the installation length of the guide pipe 13, and V is more than or equal to V0+ V1. V0 is the concrete amount of 1m pile length, V0 ═ 1.3 pi D2/4 (unit: m 3); d-designing the pile diameter (m).

V0＝1.3πD2/4＝1.3×3.14×9/4＝9.2m3；

V1 is the amount of concrete accumulated in the guide pipe 13 at the time of initial filling, V1 ═ h pi d2/4 (p +0.55 pi d)/2.4 (unit: m 3);

h-conduit 13 installation length (m);

d-catheter 13 diameter (m);

ρ -water density (t/m 3);

0.55-coefficient of friction of the inner wall of the conduit 13;

2.4-density of concrete (t/m 3).

V1＝(hπd2/4)(ρ+0.55πd)/2.4＝(39×3.14×0.32/4)×(1.0+0.55×3.14×0.3)/2.4＝1.68m3

The initial concrete pouring amount V is more than or equal to V0+ V1-9.2 + 1.68-10.88 m 3;

and (4) during concrete pouring, exceeding the designed pile top elevation until the concrete overflows from the orifice.

And the concrete on the pile top is vibrated by adopting a vibrating rod within the range of 3m, so that the compactness of the concrete on the pile top is ensured.

Orifice hopper 9 was filled in a double hopper format, orifice hopper 9 was 3m3, and auxiliary hopper 8 was 7m 3.

And finally, after the pile foundation construction is finished, detecting the pile by adopting the acoustic pipe according to the design requirement. The four sounding pipes are uniformly arranged at 90 degrees and are connected with the pile foundation steel bars.

Example two:

s1, preparing concrete, pre-splicing the guide pipe 13, and performing waterproof test;

s3, filling the auxiliary hopper 8 with concrete, opening the ball valve of the orifice hopper 9, simultaneously injecting concrete into the orifice hopper 9 at the maximum flow rate by two concrete vehicles to start to inject bottom sealing concrete until bottom sealing is finished;

s4, detecting the concrete pouring height through a measuring rope, and calculating the embedding depth of the guide pipe 13;

s5, when the embedding depth of the guide pipe 13 reaches 6m, pulling out a section of the guide pipe 13 with the depth of 3m, pulling out 12 sections of the guide pipe 13 in the concrete pouring process, and finishing pulling out the rest guide pipes 13 at one time;

The method is applied to pile foundation underwater concrete pouring, and is carried out in a hopper form and a transport vehicle 12 auxiliary form, wherein a 5m3 hopper is selected, and the method further comprises the following steps of:

detecting the concrete pouring height through a measuring rope, calculating the embedding depth of the guide pipe 13, and then performing the next construction; normally pouring concrete, and measuring the embedding depth of the concrete guide pipe 13 at a fixed point; when concrete is poured, the height of the pile head is over-poured by 1m, so that the pile body is complete, compact and qualified in strength; because the elevation of the orifice is also the elevation of the pile top, when underwater concrete is poured, the top has no pressure, and in order to ensure the pouring quality of the pile foundation, the following measures are adopted: when concrete is poured to the pile top, the top separation part is turned out completely until real and qualified concrete is exposed, and the pile head is compacted through mechanical vibration, wherein the vibration depth is 3-5 m; and finally, cleaning residual concrete and slurry on site. In addition, in the concrete pouring process, the guide pipe 13 needs to be pulled out and the stopping hopper needs to be flushed in time, so that the concrete pouring machine is convenient to use again.

Example three:

the method for treating the water entering the conduit 13 before perfusion comprises the following steps:

first, the main reasons for water entering the conduit 13 are:

firstly, the bottom sealing concrete reserves are insufficient, or although the concrete reserves are enough, the distance between the bottom opening of the conduit 13 and the bottom of the hole is too large, and the bottom opening of the conduit 13 cannot be embedded after the concrete falls down, so that muddy water enters from the bottom opening;

the joints of the conduit 13 are not tight, the rubber pads between the joints are squeezed open by the high-pressure air bags of the conduit 13, or the welding seams are broken, and water flows into the joints or the welding seams;

thirdly, the guide pipe 13 is lifted too hard or error detection is carried out, the bottom opening of the guide pipe 13 exceeds the original concrete surface, and muddy water is sprayed into the bottom opening.

The treatment method comprises the following steps:

firstly, if the first reason is caused, the guide pipe 13 should be immediately lifted out, and concrete mixture scattered at the bottom of the hole is cleaned out by an air suction dredger, a hydraulic suction dredger and a grab bucket, so that the reinforcement cage needs to be lifted out and cleaned by repeated drilling. Then lowering the framework and the conduit 13 again, and putting the first batch of concrete with enough reserves into the conduit and pouring the concrete again;

if the two reasons are caused by the second and the third reasons, the original tube is pulled out and replaced and a new tube is added according to specific conditions; or the original conduit 13 is inserted for continuous irrigation, but before irrigation, the water and the settled soil entering the conduit 13 are sucked out by a mud sucking and water pumping method. If a new pipe is tied down, the water in the pipe must be pumped by a submersible pump, and then the concrete can be continuously poured. In order to prevent muddy water outside the guide pipe 13 from penetrating through the original poured concrete and turning into the guide pipe 13 from the bottom opening after water pumping, the guide pipe 13 is inserted into the concrete to a sufficient depth which is larger than 200 cm. Because the submersible pump can not completely pump out the water in the conduit 13, the cement amount of the concrete to be continuously poured is increased according to the mixing ratio, the concrete is poured into the conduit 13 after the consistency is improved, and the conduit 13 is shaken in a small amplitude or a vibrator is hung for vibrating for a moment before pouring, so that the lost fluidity of the original concrete is compensated. The concrete poured later can restore the normal mix proportion.

Example four:

the method for treating the tube blockage before perfusion comprises the following steps:

during the pouring process, the concrete does not go down the conduit 13, called a stuck pipe. The pipe clamping has the following two conditions:

firstly, blocking a pipe by a water-isolating plug during initial irrigation; or due to the concrete itself, such as too small slump, poor fluidity with cobbles, uneven mixing, segregation during transportation, water leakage at the joints of the pipes 13, and no covering during the transportation of the concrete in rainy days, cement paste in the concrete is replenished and flushed away, and coarse aggregates are concentrated to block the pipes 13.

The treatment method can be realized by using a long rod to punch the concrete in the pipe, shaking the guide pipe 13 by using a lifting rope, or installing an attached vibrator on the guide pipe 13 to make the waterproof plug fall down. If the pipe is still unable to fall, the pipe 13 with the concrete therein is lifted out of the borehole, cleaned (care is taken not to drop the concrete in the pipe 13 into the borehole), and the pipe 13 is re-hoisted and re-grouted. Once the concrete mixture has fallen into the hole, the mixture granules and the like scattered at the bottom of the hole are removed according to the treatment method of item 2. When the catheter is lifted, the weight of the upper part of the catheter 13 is light, and reliable measures are taken to prevent the injury caused by overturning.

Secondly, when the machine is in failure or other reasons, the concrete stays in the conduit 13 for too long time, or the pouring time is too long, the initially poured concrete is initially set, the falling resistance of the concrete in the conduit 13 is increased, and the concrete is blocked in the conduit. The prevention method comprises the steps that before the perfusion, the perfusion machine is carefully overhauled, a standby machine is prepared, and the standby machine is immediately replaced when a fault occurs; meanwhile, measures are taken to accelerate the pouring speed of the concrete, and if necessary, a retarder can be doped into the first batch of concrete so as to delay the initial setting time of the concrete. When the pouring time is long, the first concrete in the hole is initially solidified, the guide pipe 13 is blocked with the concrete, at the moment, the guide pipe 13 is pulled out, the drilling machine is installed again, the concrete in the reinforcement cage is drilled, excavated and sucked out by using a small drill bit, and the reinforcement cage is pulled out one by using the flushing and grabbing cone. Then filling the well hole with clay and gravel, and drilling again to form the pile after settling.

Example five:

the treatment method for the collapsed hole comprises the following steps:

if the water level in the well bore suddenly rises to overflow the casing during the pouring process, the well bore suddenly falls and bubbles emerge, and the hole collapse is suspected, and a depth finder probe or a depth measuring hammer can be used for detecting. If the depth measuring hammer is originally hung on the surface of concrete and can not be lifted up when being buried at present without being taken out, or the surface depth measured by a probe of a depth measuring instrument can not reach the original depth, and the difference is very large, the occurrence of hole collapse can be confirmed.

The hole collapse may be caused by piling up heavy objects around the orifice or mechanical vibration, etc. After the hole collapse occurs, the reason should be found out and corresponding measures should be taken. Such as maintaining or increasing the water head, removing heavy objects, eliminating vibration and the like, and preventing the hole from collapsing continuously. If the hole collapse is not continued, normal perfusion can be recovered. If the collapse hole still does not stop and the collapse position is deep, the guide pipe 13 is pulled out, the concrete is drilled out, the reinforcing steel bars are simultaneously grabbed out, only the hole position is reserved, the backfilling is carried out by adding sand and gravel into clay, and after the backfilled soil is settled and matured, the hole is drilled again to form the pile.

Example six:

the method for processing the buried pipe comprises the following steps:

the failure of the conduit 13 to be extracted is called a buried pipe because: the conduit 13 is buried too deeply in the concrete, or the concrete inside and outside the conduit 13 is initially set to cause too much frictional resistance between the conduit 13 and the concrete, or the conduit 13 is broken due to too much violence of lifting the conduit.

The prevention method comprises the following steps: the depth of the buried pipe is strictly controlled according to the requirements, and generally the depth of the buried pipe does not exceed 6 m; an attached vibrator is arranged at the upper end of the guide pipe 13, and the attached vibrator is properly vibrated before pipe drawing or when the irrigation stopping time is longer, so that the concrete around the guide pipe 13 is not pre-set too early; the retarder is mixed into the first batch of concrete to accelerate the pouring speed; the pipe 13 joint bolt should be checked for stability in advance; the catheter 13 cannot be jerked up.

If the pipe burying accident happens, the chain pulley and the jack can be used for trial pulling at the beginning. If the concrete can not be pulled out, the concrete can be inserted into the poured concrete by a protective cylinder with a slightly smaller diameter under the condition that the loss of the initial setting fluidity of the concrete is not too large, and the mud residue on the surface of the concrete is sucked out by a mud suction machine; sending a diver to the concrete surface, cutting off the guide pipe 13 at the same level as the concrete surface under water, pulling out the small protective cylinder, and pouring the guide pipe 13 again. After the pile is poured, the upper and lower fracture layers should be reinforced as described below.

Example six:

the treatment method for the floating of the reinforcement cage comprises the following steps:

the main reasons for causing the steel reinforcement cage to float upwards in the concrete pouring process are the following three aspects:

the initial setting time and the final setting time of the concrete are too short, so that the concrete in the hole is caked too early, and when the concrete surface rises to the bottom of the reinforcement cage, the reinforcement cage is supported by the caked concrete.

Secondly, too much sand suspended in slurry in the hole is cleaned, the sand sinks back to the concrete surface in the concrete pouring process to form a denser sand layer, and gradually rises along with the concrete in the hole, and the reinforcement cage is lifted when the sand layer rises to the bottom of the reinforcement cage.

Thirdly, when the concrete is poured to the bottom of the reinforcement cage, the pouring speed is too fast, so that the reinforcement cage floats upwards.

The treatment method comprises the following steps:

firstly, fixing a profile steel carrying pole beam on a steel casing to prevent the profile steel carrying pole beam from floating upwards and deviating in the concrete pouring process;

and secondly, when the bottom opening of the guide pipe 13 is 3m lower than the bottom of the steel bar and 1m higher than the bottom of the steel bar cage, and the surface of the concrete is 1m above and below the bottom of the steel bar cage, the concrete pouring speed is slowed down.

Example seven:

the concrete pouring process is interrupted due to reasons by the following treatment methods:

the concrete pouring process is interrupted for many reasons, and the following method can be adopted for treatment under the condition that normal pouring can not be recovered after rescue measures are taken:

firstly, if the concrete in the hole is less after the pouring is just started, the guide pipe 13 can be pulled up and the reinforcement cage can be lifted up, the hole is drilled again to the bottom of the original hole, and the concrete is poured after the reinforcement cage is installed and the hole is cleaned.

Quickly pulling out the guide pipe 13, cleaning the concrete accumulated in the guide pipe 13 and checking the guide pipe 13, then reinstalling the guide pipe 13 and the water-proof bolt, pouring the concrete according to the primary pouring method, immediately inserting the guide pipe 13 into the original concrete after the water-proof bolt is completely discharged out of the guide pipe 13, and then continuously pouring the concrete according to the normal pouring method. The treatment process of the method must be completed within the initial setting time of the concrete.

Thirdly, the reinforcement cage is pulled out after the concrete pouring process is interrupted due to reasons, after the strength of the poured concrete reaches C15, the drill bit at the same level is used for re-drilling, the laitance of the originally poured concrete is drilled out, the drill bit with the diameter of 500mm is used for drilling 300-500 mm deep in the center of the pile, the processing work of the interface is completed, and then the concrete can be poured according to the pouring procedure of a new pile.

Example eight:

the method for treating the broken column comprises the following steps:

1. if the reinforcement cage can be lifted out of the hole after pile breakage, the reinforcement cage can be quickly lifted out of the hole, then the hole is drilled again by using the impact drill, the reinforcement cage is put down after the hole is cleaned, and then concrete is poured again.

2. If the pile is broken due to serious pipe blockage and the concrete is not initially set, the position of the top surface of the filled concrete can be measured by using a measuring hammer after the guide pipe 13 is lifted and cleaned, the volumes of the funnel and the guide pipe 13 are accurately calculated, the guide pipe 13 is sunk to a position about 10cm above the top surface of the filled concrete, and a bladder is added. And observing the position of the top surface of the concrete in the funnel when the pouring is continued, and pressing the guide pipe 13 below the top surface of the poured concrete at the moment when the guide pipe 13 is filled with the concrete in the funnel in a falling mode (at the moment, the position of the top surface of the concrete in the funnel can be determined by calculating in advance according to the volumes of the funnel and the guide pipe 13), so that the wet pile extension is completed.

3. If the broken pile position is below 10m from the ground surface and the concrete is finally set, the impact drill with the diameter slightly smaller than the inner diameter of the reinforcement cage can be used for performing impact drilling on the original pile position to the position 1m below the bottom opening of the reinforcement cage, then a proper amount of explosive is put into the hole, and the reinforcement cage is integrally lifted out or lifted out one by one after being loosened. And then carrying out secondary hole expansion to the designed diameter, and pouring concrete again after hole cleaning.

4. If the pile breaking position is within 5m from the ground surface and the geological conditions are good, excavating to the pile breaking position, removing the slurry or the concrete doped with the slurry, exposing the good concrete and chiseling, removing the slurry on the reinforcing steel bars, and then erecting and pouring the concrete. And backfilling and tamping in time after the mold is removed.

5. If the pile breaking position is within 5m and 10m of the ground surface, or if the geological condition is poor within 5m of the ground surface, concrete pipes or steel pipes with the diameter slightly larger than the pile diameter are connected in a joint mode until the pile breaking position sinks to a position 0.5m below the pile breaking position, the slurry and the concrete mixed with the slurry are removed, a good concrete surface is exposed and roughened, the slurry on the reinforcing steel bars is removed, and then the concrete is poured by taking the concrete pipes or the steel pipes as templates.

6. If pile breakage due to collapse hole, incapability of pulling out the guide pipe 13 and the like cannot be handled, a pile repairing scheme can be provided by a design unit in combination with a quality accident report, and pile repairing is carried out on two sides of an original pile.

The above description is only for the specific embodiments of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of the changes or substitutions within the technical scope of the present invention, and all the changes or substitutions should be covered within the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.

Claims

1. The utility model provides a portable drilling bored concrete pile construction platform which characterized in that includes:

the main trestle is a horizontal channel which stretches across the length direction of a pile foundation construction area, and is arranged on one side of the pile foundation construction area;

the supporting trestle is a horizontal channel which spans the width direction of a pile foundation construction area;

any one end of the main trestle is connected with the transportation channel, the bottoms of the two ends of the branch trestle are provided with transverse sliding rails in the length direction of the main trestle, and the branch trestle can freely move on the transverse sliding rails through a driving device; and one end of the branch trestle close to the main trestle forms a continuous construction channel with the main trestle.

2. The mobile cast-in-situ bored pile construction platform of claim 1, wherein: the main trestle and the transverse slide rails are erected around the pile foundation construction area through steel pipe piles respectively.

3. The mobile cast-in-situ bored pile construction platform of claim 2, wherein: the driving device is composed of electric hoists which are respectively and fixedly arranged at two ends of the transverse slide rail, and the traction hook of each electric hoist is respectively and fixedly connected with two sides of the corresponding trestle.

4. The mobile cast-in-situ bored pile construction platform of claim 3, wherein: the middle part of the trestle is provided with a vertically through pouring construction groove along the length direction; an auxiliary hopper is arranged at one end of the branch trestle close to the main trestle, and the auxiliary hopper is 6-8 cubic meters; a slideway parallel to the pouring construction groove is arranged at the top of the trestle, an orifice hopper which freely slides along the slideway is arranged on the slideway, and the orifice hopper is 3-4 cubic meters; a pumping device is arranged between the orifice hopper and the auxiliary hopper; the device also comprises a carrier vehicle which moves along the length direction of the trestle.

5. The construction method of the movable cast-in-situ bored pile is applied to any one of claims 1 to 4, and is characterized by comprising the following steps:

6. The construction method of the movable cast-in-situ bored pile is applied to any one of claims 1 to 4, and is characterized by comprising the following steps: