阅读说明：本技术 一种咬合桩施工方法 (Occlusive pile construction method ) 是由 宋钇宏 罗建波 冯建华 董海龙 华天波 于 2021-08-31 设计创作，主要内容包括：本发明公开了一种咬合桩施工方法,所述方法包括：S1：对待施工场地进行测量放线；S2：对待施工区域进行护筒埋设；S3：对待施工区域进行挖掘成孔；S4：将咬合桩套管下放至所述步骤S3中挖掘的孔体内；S5：向咬合桩套管B部区域内灌入碎石体；S6：向咬合桩套管A部区域内灌注混凝土,并在混凝土灌注完成后所述混凝土还具有流动性的情况下,完成咬合桩套管的拔出。通过本发明方法,使得咬合桩套管在混凝土初凝之前拔管,混凝土仍然保持一定的流动性,利用重力,混凝土可以填满充实由拔管造成的缺陷,断桩的风险大大降低。(The invention discloses a method for constructing an occlusive pile, which comprises the following steps: s1: carrying out measurement paying-off on a to-be-constructed site; s2: embedding a pile casing in a region to be constructed; s3: excavating a hole in a region to be constructed; s4: lowering the bite pile sleeve into the bored hole of said step S3; s5: filling crushed stone bodies into the B part area of the secant pile sleeve; s6: and pouring concrete into the area A of the secant pile sleeve, and completing the pulling out of the secant pile sleeve under the condition that the concrete has fluidity after the concrete pouring is completed. By the method, the occlusive pile sleeve is pulled out before the initial setting of the concrete, the concrete still keeps certain fluidity, the defects caused by pipe pulling can be filled by the concrete by utilizing gravity, and the risk of pile breakage is greatly reduced.)

1. A method of constructing a bite pile, comprising:

s1: carrying out measurement paying-off on a to-be-constructed site;

s2: embedding a pile casing in a region to be constructed;

s3: excavating a hole in a region to be constructed;

s4: lowering the bite pile sleeve into the bored hole excavated in step S3; the secant pile sleeve is of a circular tube structure, the cross section of the tube body is divided into three parts, and the three parts respectively comprise spindle-shaped B parts and A parts, wherein the two sides of the B parts are symmetrically arranged, and the A parts are positioned between the two B parts;

s5: filling crushed stone bodies into the B part area of the secant pile sleeve;

s6: and pouring concrete into the area A of the secant pile sleeve, and completing the pulling out of the secant pile sleeve under the condition that the concrete has fluidity after the concrete pouring is completed.

2. A method of constructing a bite pile according to claim 1, wherein the concrete poured into the area of the part a of the bite pile sleeve in the step S6 is set retarding concrete.

3. A method of constructing a bite pile according to claim 1, wherein in the step S6, when the concrete is poured into the underwater portion of the area a, the pouring pause time is not more than 30 min.

4. A method for constructing a spud according to claim 1, wherein in step S6, the distance between the conduit for pouring concrete into the area of the portion a of the spud casing and the bottom of the bore is 300-500mm, and the conduit is embedded in the concrete pouring surface and is not less than 100 mm.

5. A method of constructing a spud according to claim 1, wherein the distance from the top of the casing buried in step S2 to the construction water level or the ground water level is 200mm or more.

6. A method of constructing a bite pile according to claim 5, wherein the distance between the top of the pile casing buried in step S2 and the construction ground is 30mm or more.

7. The method for constructing a bite pile according to claim 1, wherein in step S3, a rotary drilling rig is used to drill a hole in the area to be constructed.

8. The method of constructing a bite pile of claim 1, wherein the step S4 further comprises performing a hole cleaning process on the hole body of the step S3 after the bite pile sleeve is lowered into the hole body excavated in the step S3.

9. A method of constructing a bite pile as recited in claim 1, wherein said bite pile sleeve is a steel structural tube.

10. A method of constructing a bite pile as recited in claim 1, wherein a partition plate is provided between the B-section and the a-section of the bite pile sleeve, said partition plate being a steel structural plate.

Technical Field

The invention belongs to the technical field of building construction, and particularly relates to a construction method of an occlusive pile.

Background

Expand new space and develop new cities. Under the background, the utilization of underground space resources on a large scale is inevitable, and the deep foundation pit also meets the good opportunity of 'one-sider' in the construction of the underground space. However, the deep foundation pit construction is mostly accompanied by precipitation construction, and researches show that the precipitation of the deep foundation pit will cause the loss of 8000 ten thousand cubic meters of underground water every year. The method is not in accordance with the current water resource saving surrounding concept, so that the supporting scheme selection of the secant pile with the water-stopping property becomes the hot point selection of the supporting structure more and more. The secant pile supporting structure can effectively solve the problems of water seepage and water burst under the condition of no precipitation or little precipitation, ensures the construction period, saves the construction cost, and is an important form of urban foundation pit supporting in the future.

Compared with other foundation pit supporting technologies, the secant pile supporting technology has the advantages of flexible flat section arrangement, good seepage-proofing effect, good structure forming quality, lower engineering cost, good economy, smaller occupied area, low noise and environmental friendliness.

The secant pile has various secant forms, including secant between a plain concrete pile and the plain concrete pile, secant between a reinforced concrete pile and a profile steel pile, secant between the plain concrete pile and the reinforced concrete pile. At present, the occlusion of a plain concrete pile and a reinforced concrete pile is commonly used. In addition, in the whole process flow of the secant pile construction, the construction of the secant part is the important factor for ensuring the pile forming quality of the secant pile.

The first prior art is as follows:

as shown in fig. 1 and 2, the cast-in-situ bored pile construction process comprises the following steps: the basic flow of the construction process is the same as that of a common row pile, and the basic flow is as follows:

measurement setting-out → guide wall construction → plain pile construction → sand pile construction → plain pile construction → reinforced concrete pile construction → sand pile cleaning → reinforced concrete pile construction.

The construction mode is different from the common row pile mainly in a cutting process, and the current mainstream construction method mainly comprises soft cutting and hard cutting. The soft cutting is to form an occlusal surface with a reinforced concrete pile constructed later by utilizing mechanical cutting when a plain concrete pile does not reach the strength required by the design by utilizing the retarding characteristic of ultra-retarding concrete. The hard cutting is to cut concrete according to the design requirement by using machinery after the plain concrete is finally set, so as to form the occlusive pile. The occlusive pile formed by utilizing the cast-in-situ bored pile construction technology is relatively mature in technology, low in mechanical configuration requirement and good in overall construction quality.

The first prior art has the following defects:

soft cutting process: 1. the matching of the super-retarded soil is difficult to master accurately, the construction time is usually judged by the state of surface concrete in construction, but the concrete below the ground is not solidified, and the concrete of the pile A is likely to gush into the hole of the pile B during cutting, so that the construction is failed; 2. the construction of the occlusive piles is often limited by the number of machines and the slow setting time, the flow construction cannot be completely realized during the construction, and the construction period cannot be guaranteed.

The hard cutting process comprises the following steps: 1. the finally set concrete can cause the machine to be seriously abraded in the cutting process, and the service life of the machine is reduced; 2. the cutting speed is slow, and the construction time is influenced; 3. the cutting process requires precise control, otherwise the deviation of the reinforced concrete pile hole is possibly caused.

Both the soft cutting process and the hard cutting process use a large amount of slurry, and have certain influence on the surrounding environment under the background of urban construction, and do not use the management of projects and companies.

The second prior art is:

the second method popular in the technical scheme of the prior art two is as follows: and (5) constructing the full-casing secant pile. The specific construction flow is as follows with reference to fig. 3. Compared with the first technical scheme, the construction speed of the full casing construction is remarkably increased, the hole cutting and digging are completed at one step, and the hole cutting is completed after the hole digging is completed. In the aspect of pile forming quality, hole collapse is not easy to generate in the excavation process, hole forming verticality is easy to correct, noise is low, and vibration is small.

However, the disadvantages of the full casing construction are mainly: 1. when the full casing construction is applied to the ultra-delayed coagulation concrete, the plain concrete pile which is not coagulated is very easy to be pulled off in the casing pulling-out link; 2. the full casing construction is difficult to jack in the sand gravel stratum, and the bottom of the casing can be subjected to osmotic damage during the full casing construction in the water stratum.

Disclosure of Invention

The invention aims to overcome the defects of the prior art and provide a secant pile construction method, which solves the problem of pipe drawing of a secant pile sleeve and optimizes the whole construction process to improve the pile forming quality of the secant pile.

The purpose of the invention is realized by the following technical scheme:

a method of constructing a bite pile, the method comprising: s1: carrying out measurement paying-off on a to-be-constructed site; s2: embedding a pile casing in a region to be constructed; s3: excavating a hole in a region to be constructed; s4: lowering the bite pile sleeve into the bored hole of said step S3; the secant pile sleeve is of a circular tube structure, the cross section of the tube body is divided into three parts, and the three parts respectively comprise spindle-shaped B parts and A parts, wherein the two sides of the B parts are symmetrically arranged, and the A parts are positioned between the two B parts; s5: filling crushed stone bodies into the B part area of the secant pile sleeve; s6: and pouring concrete into the area A of the secant pile sleeve, and completing the pulling out of the secant pile sleeve under the condition that the concrete has fluidity after the concrete pouring is completed.

According to a preferred embodiment, the concrete poured into the area of the part a of the bite pile sleeve in the step S6 is set retarding concrete.

According to a preferred embodiment, in the step S6, when the concrete is poured into the underwater part of the part a area, the pouring construction pause time is not more than 30 min.

According to a preferred embodiment, in the step S6, the distance between the conduit for pouring concrete into the area of the part a of the bite pile sleeve and the bottom of the hole body is 300-500mm, and the buried concrete pouring surface of the conduit is not less than 100 mm.

According to a preferred embodiment, the distance between the top of the casing buried in step S2 and the construction water level or the ground water level is 200mm or more.

According to a preferred embodiment, the distance between the top of the casing buried in step S2 and the construction ground is 30mm or more.

According to a preferred embodiment, in step S3, a rotary drilling rig is used to drill a hole in the area to be constructed.

According to a preferred embodiment, the step S4 further includes performing a hole cleaning process on the hole body of the step S3 after lowering the bite pile sleeve into the hole body excavated in the step S3.

According to a preferred embodiment, the bite pile sleeve is a steel structural tube.

According to a preferred embodiment, a partition plate is arranged between the B area and the A area in the bite pile sleeve, and the partition plate is a steel structure plate body.

The aforementioned main aspects of the invention and their respective further alternatives can be freely combined to form a plurality of aspects, all of which are aspects that can be adopted and claimed by the present invention. The skilled person in the art can understand that there are many combinations, which are all the technical solutions to be protected by the present invention, according to the prior art and the common general knowledge after understanding the scheme of the present invention, and the technical solutions are not exhaustive herein.

The invention has the beneficial effects that: by the method, the occlusive pile sleeve is pulled out before the initial setting of the concrete, the concrete still keeps certain fluidity, the defects caused by pipe pulling can be filled by the concrete by utilizing gravity, and the risk of pile breakage is greatly reduced. The special secant pile casing is divided into A, B areas, wherein the A area is used for pouring plain concrete, the B area is used for filling broken stones similar to concrete coarse aggregate technical indexes, the broken stones and residual slurry play a role together, and the whole form of the pile body is still stable even when the concrete fluidity of the A area is high, so that the pile top is not sunk due to slurry leakage in a gravel layer. Concrete can not be poured into the area B, so that the waste of partial materials is avoided, and the concrete does not need to be cut in subsequent construction.

Drawings

FIG. 1 is a prior art cast-in-situ bored pile process flow;

FIG. 2 is a schematic illustration of a prior art bite pile cut;

FIG. 3 is a prior art full casing construction process;

FIG. 4 is a schematic flow chart of the construction method of the present invention;

fig. 5 is a schematic structural view of a bite pile sleeve used in the construction method of the present invention.

Detailed Description

The embodiments of the present invention are described below with reference to specific embodiments, and other advantages and effects of the present invention will be easily understood by those skilled in the art from the disclosure of the present specification. The invention is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention. It is to be noted that the features in the following embodiments and examples may be combined with each other without conflict.

It should be noted that, in order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention are clearly and completely described below, and it is obvious that the described embodiments are some embodiments of the present invention, but not all embodiments.

Example 1:

referring to fig. 4 and 5, the present invention discloses a method for constructing a bite pile. The preparation work required for the construction of the occlusive pile includes: necessary geological and hydrological data are mastered, and reconnaissance is carried out on the places in question. And (4) inspecting relevant raw material manufacturers, including the inspection of production qualification and the parallel detection of relevant raw materials. An implementable construction scheme is formulated, and measures of safe and sensitive construction and environmental protection are embodied in the scheme.

The construction method of the occlusive pile comprises the following steps.

Step S1: and measuring and paying off the site to be constructed.

Specifically, a GNSS receiver, a total station and a level gauge are adopted for measuring and lofting, and pile crossing is designed strictly according to a flow; establishing a peripheral control network to recheck pile positions; third, the position of the lofting guide wall; and fourthly, pile position lofting.

Step S2: and (5) embedding the pile casing in the area to be constructed. Preferably, the distance between the top of the casing buried in the step S2 and the construction water level or the ground water level is greater than or equal to 200 mm.

Further, the distance between the top of the casing buried in the step S2 and the construction ground is not less than 30 mm.

Therefore, the orifice ground is protected by the arranged protective sleeve, and the ground water is prevented from flowing into the protective sleeve to damage the working state of the slurry. For example, the material of the casing can adopt a steel casing.

Step S3: and excavating and forming a hole in the area to be constructed. Preferably, in step S3, a rotary drilling rig is used to drill a hole in the area to be constructed.

The digging and drilling machine has good drilling capability, high pile forming efficiency and good pile forming quality, and the machine has the function of measuring the hole depth, thereby having good significance for controlling the over drilling. And (3) simultaneously pouring slurry into the hole, drilling the hole, synchronously replenishing the slurry according to the progress of drilling, and keeping the height of the slurry page unchanged. During the drilling process, the conditions of the drilling bucket, the drilling bucket connecting pin, the drilling bucket door connecting pin and the steel wire rope need to be checked when the drilling bucket is lifted each time.

Step S4: lowering the bite pile sleeve into the bored hole of said step S3; the secant pile sleeve is of a circular tube structure, the cross section of the tube body is divided into three parts, and the three parts respectively comprise spindle-shaped B parts and A parts, wherein the two sides of the B parts are symmetrically arranged, and the A parts are positioned between the two B parts;

preferably, the bite pile sleeve is a steel structure pipe body. And a partition plate is arranged between the B part area (intercostal area) and the A part area in the secant pile sleeve, and the partition plate is a steel structure plate body.

Preferably, the step S4 further includes performing hole cleaning processing on the hole body of the step S3 after the bite pile sleeve is lowered into the hole body excavated in the step S3.

Step S5: and filling crushed stone bodies into the B part area of the occlusive pile sleeve. The broken stone body is broken stone with good gradation.

Step S6: and pouring concrete into the area A of the secant pile sleeve, and completing the pulling out of the secant pile sleeve under the condition that the concrete has fluidity after the concrete pouring is completed.

Preferably, the concrete poured into the area of the part a of the bite pile sleeve in the step S6 is retarding concrete. And when the concrete is poured into the underwater part of the area A, the pouring construction pause time is not more than 30 min.

Further, in the step S6, the distance between the conduit for pouring concrete into the area a of the bite pile sleeve and the bottom of the hole body is 300-500mm, and the buried concrete pouring surface of the conduit is not less than 100 mm.

By the method, the occlusive pile sleeve is pulled out before the initial setting of the concrete, the concrete still keeps certain fluidity, the defects caused by pipe pulling can be filled by the concrete by utilizing gravity, and the risk of pile breakage is greatly reduced. The special secant pile casing is divided into A, B areas, wherein the A area is used for pouring plain concrete, the B area is used for filling broken stones similar to concrete coarse aggregate technical indexes, the broken stones and residual slurry play a role together, and the whole form of the pile body is still stable even when the concrete fluidity of the A area is high, so that the pile top is not sunk due to slurry leakage in a gravel layer. Concrete can not be poured into the area B, so that the waste of partial materials is avoided, and the concrete does not need to be cut in subsequent construction. The strength requirement of the pile pulling of the plain concrete pile is reduced, and the construction speed is accelerated. The super-retarding concrete can not be used as the material of the plain concrete pile, and the material price is reduced.

The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.