阅读说明：本技术 一种大管径顶管穿海堤施工方法 (Construction method for large-diameter pipe jacking to penetrate through seawall ) 是由 陈兴林 戴德军 程喜 王涛 简大昌 郭子豪 王晶城 莫蜀湘 喻明富 詹袁袁 丁凌 于 2021-09-14 设计创作，主要内容包括：本发明提供一种大管径顶管穿海堤施工方法,包括以下步骤：在海堤上标注管道走向；顶管前在管道走向的左右两侧分别钻多个第一注浆孔,多个第一注浆孔沿管道走向的纵向排列布置,通过第一注浆孔向海堤的抛石区内注浆,使得在管道走向的左右两侧分别形成有固结屏障；利用顶管装置进行顶管施工,使得管道沿管道走向穿过海堤的抛石区；顶管后在管道的两侧钻多个第二注浆孔,在管道的顶部钻多个第三注浆孔,多个第二注浆孔和多个第三注浆孔均沿管道的延伸方向排列布置,第二注浆孔和第一注浆孔错位布置,通过第二注浆孔和第三注浆孔向海堤的抛石区内注浆,使得管道的上下及左右两侧连结成固结团块。本发明能防止堤岸沉降并提高堤岸结构强度。(The invention provides a construction method for a large-diameter pipe jacking to penetrate through a seawall, which comprises the following steps: marking the direction of the pipeline on the seawall; drilling a plurality of first grouting holes on the left side and the right side of the pipeline trend respectively before jacking the pipe, arranging the plurality of first grouting holes in a longitudinal arrangement along the pipeline trend, and grouting into a riprap region of the sea wall through the first grouting holes so as to form consolidation barriers on the left side and the right side of the pipeline trend respectively; pipe jacking construction is carried out by using a pipe jacking device, so that the pipeline passes through a riprap area of the seawall along the pipeline direction; drilling a plurality of second grouting holes in two sides of the pipeline after jacking, drilling a plurality of third grouting holes in the top of the pipeline, arranging the plurality of second grouting holes and the plurality of third grouting holes along the extending direction of the pipeline, arranging the second grouting holes and the first grouting holes in a staggered manner, and grouting in a rock throwing area of the sea wall through the second grouting holes and the third grouting holes so that the upper side, the lower side, the left side and the right side of the pipeline are connected into a consolidated block. The invention can prevent the embankment from settling and improve the structural strength of the embankment.)

1. A construction method for penetrating a large-diameter pipe into a seawall through a jacking pipe is characterized by comprising the following steps of:

measuring and lofting, and marking the pipeline direction on the seawall;

pre-reinforcing the jacking pipe, namely drilling a plurality of first grouting holes on the left side and the right side of the pipeline trend before jacking the pipeline, wherein the plurality of first grouting holes are arranged in a longitudinal arrangement along the pipeline trend, and grouting is performed in a riprap area of the sea wall through the first grouting holes, so that consolidation barriers are formed on the left side and the right side of the pipeline trend;

pipe jacking construction, namely performing pipe jacking construction by using a pipe jacking device so that a pipeline passes through a riprap area of the seawall along the pipeline direction;

and (2) after pipe jacking reinforcement, namely after the pipeline is jacked, drilling a plurality of second grouting holes at the left side and the right side of the pipeline, drilling a plurality of third grouting holes at the top of the pipeline, and performing grouting in the stone throwing area of the sea wall through the second grouting holes and the third grouting holes so that the upper side, the lower side and the left side of the pipeline are connected into a consolidation block, and the pipeline is fixedly connected in the consolidation block.

2. The large-diameter pipe-jacking seawall-piercing construction method according to claim 1, characterized in that:

in the vertical direction, the drilling depth of the first grouting hole exceeds the position of the trend of the pipeline, and the bottom of the consolidation barrier is lower than the bottom of the pipeline.

3. The large-diameter pipe-jacking seawall-piercing construction method according to claim 1, characterized in that:

in the vertical direction, the drilling depth of the second grouting holes exceeds the bottom of the pipeline, the third grouting holes are located above the pipeline, the third grouting holes are spaced from the pipeline by preset safety distances, and the consolidation lumps wrap the periphery of the pipeline.

4. The large-diameter pipe-jacking seawall penetrating construction method according to any one of claims 1 to 3, wherein:

the construction method for the large-diameter pipe jacking to penetrate through the seawall further comprises the following steps:

the inner side of the sea wall is provided with a working well, the outer side of the sea wall is provided with a receiving well, the working well and the receiving well are respectively positioned at two longitudinal ends of the pipeline, the working well is constructed by adopting a well sinking method, the receiving well is formed by adopting a steel sheet pile cofferdam, and a steel inner support is arranged in the cofferdam.

5. The large-diameter pipe-jacking seawall penetrating construction method according to any one of claims 1 to 3, wherein:

the method comprises the following steps of pipe jacking construction, wherein two pipes are arranged, in the pipe jacking construction step, one of the pipes is jacked first, after the construction of the former pipe is finished, the construction of the latter pipe is carried out, and the construction is carried out by adopting a cross-shaped four-top jacking construction method during pipe jacking.

Technical Field

The invention relates to the technical field of pipe jacking construction, in particular to a construction method for a large-diameter pipe jacking to penetrate through a seawall.

Background

At present, most sewage treatment plants are located near rivers or seas, and sewage is discharged into rivers and seas after being purified by the sewage treatment plants. In the drainage process, a drainage pipe is generally pre-buried under a dam and drained into a river through the drainage pipe.

In the construction process of the drainage pipe, the drainage pipe generally needs to penetrate through a defense, and at the moment, two methods are adopted for construction: firstly, the pipeline is buried obviously, namely a drain pipe is directly excavated and buried in a bank, and the method is simple, but the integrity of the dam is easy to damage, and great harm is brought to the whole defense; secondly, a pipe jacking technology is adopted, a working well is arranged on the inner side of the dam, and the pipeline joint is jacked into and penetrates through the dam, so that the integrity of the lifting and the prevention cannot be damaged, and the damage to the lifting and the prevention is small.

In the project of penetrating the river sea wall pipe jacking of the tail water discharge port of the large-scale sewage treatment plant, the original embankment is reformed for a plurality of times, the geology is complex and changeable, the pipeline penetrates through the regional geology to be a silt interlayer according to the disclosure of geological data, more riprap and silt are contained, the existing pipe jacking technology is adopted for pipe jacking construction, the diameter of the pipeline is large, and if the sea wall does not undergo special treatment, a drill bit can disturb riprap on the two sides of the sea wall during pipe jacking construction, so that an internal hole is caused, and the embankment is caused to sink.

Disclosure of Invention

The invention aims to provide a construction method for penetrating a large-diameter jacking pipe into a seawall, which can prevent the embankment from settling and improve the structural strength of the embankment.

In order to achieve the purpose, the invention provides a construction method for a large-diameter pipe jacking to penetrate through a seawall, wherein a riprap area is arranged in the seawall, and the construction method comprises the following steps:

measuring and lofting, and marking the pipeline direction on the seawall;

pre-reinforcing the jacking pipe, namely drilling a plurality of first grouting holes on the left side and the right side of the pipeline trend before jacking the pipeline, wherein the plurality of first grouting holes are arranged in a longitudinal arrangement along the pipeline trend, and grouting is performed to the riprap area of the sea wall through the first grouting holes, so that consolidation barriers are respectively formed on the left side and the right side of the pipeline trend;

pipe jacking construction, namely performing pipe jacking construction by using a pipe jacking device so that a pipeline passes through a riprap area of the seawall along the pipeline direction;

reinforcing behind the push pipe, pipeline jacking back promptly, bore a plurality of second injected holes in the left and right sides of pipeline, bore a plurality of third injected holes at the top of pipeline, a plurality of second injected holes and a plurality of third injected hole are all arranged along the extending direction of pipeline and are arranged, second injected hole and first injected hole staggered arrangement, through second injected hole and third injected hole slip casting to the throwing stone district of sea wall, make the upper and lower and left and right sides of pipeline link into the consolidation lump, the pipeline links firmly in the consolidation lump.

According to the scheme, before jacking of the jacking pipe, cement slurry is injected into the left side and the right side of the trend of the jacking pipe respectively, and the cement slurry permeates along gaps of riprapping stones, so that consolidation barriers are formed on the left side and the right side of the trend of the jacking pipe, during jacking construction, a jacking pipe drill bit is positioned between two consolidation barriers so as to reduce and limit the disturbance degree of the drill bit, reduce the disturbance range on the ripstones, prevent the embankment from collapsing and settling, and the consolidation barriers are positioned on the left side and the right side of the trend of the pipeline, so that normal jacking construction of the drill bit cannot be influenced; through pushing up the back at the push pipe, to pipeline upper and lower and left and right sides slip casting, grout concreties with pipeline riprap all around, forms the consolidation lump, is favorable to fixed pipeline on the one hand, prevents that pipeline offset and sinking, and on the other hand is favorable to consolidating dykes and dams, improves the structural strength of dykes and dams.

The further scheme is that in the vertical direction, the drilling depth of the first grouting hole exceeds the depth of the pipeline trend, and the bottom of the consolidation barrier is lower than the bottom of the pipeline.

It is obvious by above-mentioned scheme, the drilling depth through setting up first injected hole is less than the place degree of depth that the pipeline moved towards, when through slip casting pipe to first injected hole slip casting, grout can be followed the gap of throwing the stone and to the lower part infiltration that the pipeline moved towards, plays the effect that prevents the pipeline and sink.

The further scheme is that in the vertical direction, the drilling depth of the second grouting holes exceeds the bottom of the pipeline, the third grouting holes are located above the pipeline, the third grouting holes and the pipeline are spaced at preset safe distances, and the consolidation blocks are wrapped around the pipeline.

According to the scheme, after the pipe-jacking construction, the left side and the right side of the pipeline and the upper portion of the pipeline are grouted, so that the consolidation blocks are wrapped around the pipeline, the gaps between the cement paste and the riprap can be better compacted, and the compaction effect is strengthened.

The further proposal is that the construction method for the large-diameter pipe jacking to penetrate the seawall further comprises the following steps:

the inner side of the sea wall is provided with a working well, the outer side of the sea wall is provided with a receiving well, the working well and the receiving well are respectively positioned at the two longitudinal ends of the pipeline, the working well is constructed by adopting a well sinking method, the receiving well is formed by adopting a steel sheet pile cofferdam, and a steel inner support is arranged in the cofferdam.

The method comprises the following steps of carrying out pipe jacking on one of the pipelines, carrying out pipe jacking construction on the other pipeline after the construction of the previous pipe jacking is finished, and carrying out construction by adopting a cross four-top jacking construction method during pipe jacking.

Drawings

FIG. 1 is a top view of an embodiment of the present invention.

Fig. 2 is a schematic structural diagram of an embodiment of the present invention.

FIG. 3 is a schematic diagram of pre-pipe-jacking grouting according to an embodiment of the invention.

FIG. 4 is a cross-sectional view of the pipe jacking pre-grouting according to the embodiment of the invention.

FIG. 5 is a schematic diagram of post-pipe jacking grouting according to an embodiment of the invention.

FIG. 6 is a cross-sectional structure view of post-jacking grouting in an embodiment of the invention.

The invention is further explained with reference to the drawings and the embodiments.

Detailed Description

Referring to fig. 1 to 6, in the construction method for penetrating a large-diameter pipe top through a seawall provided in this embodiment, a riprap area 31 is provided in a seawall 3, and the method includes the following steps:

step one, measuring and lofting, marking two pipeline trends 40 on a seawall 3, wherein the two pipeline trends 40 are arranged in a longitudinal mode, the pipeline trends 40 comprise positions of pipelines 4 and extension directions of the pipelines, then marking a plurality of first grouting hole positions on two sides of the pipeline trends 40, and the first grouting hole positions are arranged and extended along the extension directions of the pipeline trends 40.

And step two, constructing a working well 1, constructing the working well 1 at the position 350m away from the sea wall on the inner side of the sea wall 3 by adopting a sunk well method, wherein the working well 1 is positioned at the first end of the pipeline trend 40, the working well 1 is of a square structure, the side wall of the working well 1 is formed by pouring C30 reinforced concrete, the bottom plate of the working well 1 is of a bottom plate structure formed by pouring riprap and reinforced concrete, and the sedimentation construction height of each section is 2m for convenience of construction.

And step three, constructing a receiving well 2, constructing the receiving well 2 on the outer side of the seawall 3, wherein the receiving well 2 is positioned at the second end of the pipeline trend 40 and is used for hoisting a drill bit of the pipe jacking machine out of the receiving well 2, the position of the receiving well 2 is positioned in water, a U-shaped steel plate pile cofferdam can be adopted, and a steel inner support is arranged in the cofferdam to ensure the structural strength of the cofferdam.

And fourthly, pre-reinforcing the jacking pipe, namely, before jacking the pipeline 4, respectively drilling a plurality of first grouting holes 5 at the left side and the right side of the pipeline trend 40, wherein the plurality of first grouting holes 5 are arranged in a longitudinal arrangement along the pipeline trend 40, the distance from the first grouting hole 5 to the pipeline trend 40 in the transverse direction is 0.5m, the interval range between every two adjacent first grouting holes 5 in the longitudinal direction is 0.1m to 1m, and the interval of 1m is preferably selected in the embodiment. The diameter of the first grouting holes 5 is 3cm to 40cm, when the interval between two corresponding first grouting holes 5 is 0.1m, the diameter of the first grouting holes 5 is 3cm, and when the interval between two corresponding first grouting holes 5 is 1m, the diameter of the first grouting holes 5 is 40 cm. In the vertical direction, the drilling depth of the first grouting hole 5 exceeds the depth of the pipeline trend 40, so that cement slurry can permeate at the left side and the right side of the pipeline trend 40 and the lower part of the pipeline trend during subsequent grouting, the bottom of the consolidation barrier is lower than the bottom of the pipeline 4, and the drill bit and the pipeline 4 are prevented from sinking when jacking pipes are limited.

Grouting into the riprap region 31 of the seawall 3 through the first grouting holes 5, wherein the grouting pressure is 0.8 MPa. During grouting, the grouting pipe is inserted into the first grouting hole 5, the end part of the grouting pipe is provided with a grout outlet, the pipe wall of the grouting pipe is provided with a grout spraying port, and grout can be simultaneously injected outwards from the end part of the grouting pipe and the grout spraying port, so that grouting is more uniform. The grouting adopts cement clay slurry, the cement content accounts for about 6%, the clay content accounts for about 94%, and cement slurry permeates along gaps among riprapping stones, so that consolidation barriers are respectively formed on the left side and the right side of the pipeline direction 40, and the condition that a drill bit only disturbs ripstones in the area between two consolidation barriers during subsequent pipe jacking construction is limited, the ripstones on the outer sides of the consolidation barriers are hardly influenced, and the structural stability of the seawall 3 is ensured.

And step five, pipe jacking construction is carried out, wherein pipe jacking construction is carried out by utilizing a pipe jacking device, so that the pipeline 4 passes through the riprap area 31 of the seawall 3 along the pipeline trend 40. In the pipe jacking construction process, one of the pipelines 4 is firstly jacked, after the construction of the previous pipe jacking is finished, the construction of the next pipe jacking is carried out, and a cross four-jack jacking construction method is adopted during pipe jacking, namely four jacks of a pipe jacking device are arranged in the circumferential direction of the pipeline 4 at intervals of 90 degrees, and a jacking force balance is controlled by a thrust system of the pipe jacking device, so that the self-correcting and balanced jacking states are achieved.

And sixthly, reinforcing after jacking the pipe, namely drilling a plurality of second grouting holes 6 at two sides of the pipe 4 after the pipe 4 is jacked, drilling a plurality of third grouting holes 7 at the top of the pipe 4, arranging the plurality of second grouting holes 6 and the plurality of third grouting holes 7 in the extending direction of the pipe 4, arranging the second grouting holes 6 and the first grouting holes 5 in a staggered manner, and presetting a safety distance at intervals between the bottom of each third grouting hole 7 and the top of the pipe 4, namely, the third grouting holes 7 are not communicated with the pipe 4.

Grouting into the riprap region 31 of the seawall 3 through the second grouting holes 6 and the third grouting holes 7, wherein the grouting pressure is 0.8 MPa. During grouting, the grouting pipe is inserted into the second grouting hole 6 and the third grouting hole 7, a grout outlet is formed in the end part of the grouting pipe, a grout spraying port is formed in the pipe wall of the grouting pipe, grout can be simultaneously injected outwards from the end part of the grouting pipe and the grout spraying port, and therefore grouting is more uniform. The grouting adopts cement clay slurry, the cement content accounts for about 6%, the clay content accounts for about 94%, the cement slurry permeates along gaps among riprap stones, so that the upper side, the lower side, the left side and the right side of the pipeline 4 are connected into solidified lumps, the pipeline 4 is fixedly connected in the solidified lumps, disturbed riprap during pipe jacking is favorably solidified, the integrity of the sea wall 3 is repaired, and the structural strength of the sea wall 3 is improved.

In the vertical direction, the drilling depth of the second grouting holes 6 exceeds the bottom of the pipeline 4, the third grouting holes 7 are positioned above the pipeline 4, the third grouting holes 7 are not communicated with the pipeline 4, and the consolidation lumps are wrapped around the pipeline 4 and the riprap around the pipeline 4.

In conclusion, before jacking the jacking pipe, cement slurry is respectively injected into the left side and the right side of the trend of the jacking pipe, and the cement slurry permeates along the gap of the riprap, so that consolidation barriers are formed on the left side and the right side of the trend of the jacking pipe, and during jacking construction, a jacking pipe drill bit is positioned between the two consolidation barriers so as to reduce and limit the disturbance degree of the drill bit, reduce the disturbance range on the riprap, prevent the bank from collapsing and settling, and the consolidation barriers are positioned on the left side and the right side of the trend of the pipeline, so that the normal jacking construction of the drill bit cannot be influenced; through pushing up the back at the push pipe, to pipeline upper and lower and left and right sides slip casting, grout concreties with pipeline riprap all around, forms the consolidation lump, is favorable to fixed pipeline on the one hand, prevents that pipeline offset and sinking, and on the other hand is favorable to consolidating dykes and dams, improves the structural strength of dykes and dams.

Finally, it should be emphasized that the above-described preferred embodiments of the present invention are merely examples of implementations, not limitations, and various changes and modifications may be made by those skilled in the art, without departing from the spirit and scope of the invention, and any changes, equivalents, improvements, etc. made within the spirit and scope of the present invention are intended to be embraced therein.