CN114960890A - Construction method of offshore water outlet - Google Patents
Construction method of offshore water outlet Download PDFInfo
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- CN114960890A CN114960890A CN202210394161.8A CN202210394161A CN114960890A CN 114960890 A CN114960890 A CN 114960890A CN 202210394161 A CN202210394161 A CN 202210394161A CN 114960890 A CN114960890 A CN 114960890A
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- 238000010276 construction Methods 0.000 title claims abstract description 55
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 24
- 239000013535 sea water Substances 0.000 claims abstract description 20
- 238000009412 basement excavation Methods 0.000 claims abstract description 17
- 239000000945 filler Substances 0.000 claims abstract description 11
- 239000004575 stone Substances 0.000 claims description 20
- 239000000463 material Substances 0.000 claims description 18
- 239000004746 geotextile Substances 0.000 claims description 12
- 239000011435 rock Substances 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 6
- 238000005086 pumping Methods 0.000 claims description 4
- 230000000903 blocking effect Effects 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 238000004873 anchoring Methods 0.000 claims 1
- 238000003032 molecular docking Methods 0.000 claims 1
- 230000002829 reductive effect Effects 0.000 description 7
- 230000003204 osmotic effect Effects 0.000 description 3
- 239000002245 particle Substances 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003153 chemical reaction reagent Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 230000000670 limiting effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000000717 retained effect Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F1/00—Methods, systems, or installations for draining-off sewage or storm water
- E03F1/001—Methods, systems, or installations for draining-off sewage or storm water into a body of water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/06—Methods of, or installations for, laying sewer pipes
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- Life Sciences & Earth Sciences (AREA)
- Health & Medical Sciences (AREA)
- Hydrology & Water Resources (AREA)
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- Water Supply & Treatment (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
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Abstract
The invention discloses a construction method of an offshore water outlet, which comprises the following steps: determining an excavation area of an underwater pipeline groove in the near sea area; filling dams at two sides of an excavation area of the underwater pipeline groove; after the dam is filled with a preset length, the end between the dam on two sides and the position with the preset length are blocked to form a cofferdam, and seawater in the cofferdam is pumped and discharged; excavating an underwater pipeline groove; when the underwater pipeline groove excavation operation is finished in two adjacent cofferdams, excavating the plugging part for separating the two adjacent cofferdams so as to communicate the underwater pipeline grooves in the two adjacent cofferdams; when the length of the underwater pipeline groove reaches the designed length, a pipeline which is connected in advance is put into a pipeline seat in the underwater pipeline groove, and an n-shaped concrete block is ballasted above the pipeline; filling different fillers in the underwater pipeline groove in a layered manner; and (5) dismantling the dam. The invention can effectively adapt to the offshore area drainage construction environment and provides a feasible new method for offshore area drainage system construction.
Description
Technical Field
The invention relates to the technical field of drainage system construction. More particularly, the present invention relates to a method of constructing an offshore drain opening.
Background
At present, urban drainage systems are generally buried underground, and when construction is carried out, a groove is dug, a cushion layer is paved and filled, a pipeline is laid and the groove is backfilled on the ground.
Disclosure of Invention
An object of the present invention is to solve at least the above problems and to provide at least the advantages described later.
Still another object of the present invention is to provide a construction method for an offshore drainage port, which can effectively adapt to the drainage construction environment in the offshore area, and provide a feasible and new method for the construction of the offshore drainage system.
To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a method of constructing an offshore drainage opening, comprising:
firstly, measuring and setting out according to a design drawing, and determining an offshore area underwater pipeline burying route and an underwater pipeline groove excavation area;
filling dams on two sides of an excavation area of the underwater pipeline groove, wherein the dams are filled from one end to the other end of the underwater pipeline groove along an underwater pipeline embedding route;
step three, after the dam is filled to a preset length, blocking the end between the dams at two sides and forming a cofferdam at the preset length, and pumping and discharging the seawater in the cofferdam;
fourthly, whether the seabed between the two side dams meets the excavating operation condition of the excavator is tried to be determined, if not, stones are filled on the seabed between the two side dams, and a platform for excavating the underwater pipeline groove is provided for the excavator;
step five; the excavator is in place, the excavation operation of the underwater pipeline groove is started, and the excavated earth is transported to a processing area to be stocked or directly used for dam filling according to the quality of excavated earth;
step six, repeating the step three to the step five, when the excavation operation of the underwater pipeline grooves in the two adjacent cofferdams is finished, excavating the plugging part for separating the two adjacent cofferdams, so that the underwater pipeline grooves in the two adjacent cofferdams are communicated, and in the construction process of the later section of cofferdam, cushion filling and pipeline seat hoisting are simultaneously carried out in the underwater pipeline groove in the former section of cofferdam;
step seven, when the length of the underwater pipeline groove reaches the designed length, a pipeline which is connected in advance is put into a pipeline seat in the underwater pipeline groove, and an n-shaped concrete block is ballasted above the pipeline;
step eight, filling different fillers in the underwater pipeline groove in a layered mode until the underwater pipeline groove is filled;
step nine, dismantling the dam;
and in the third to sixth steps, dam filling work is continuously carried out until the design requirement is met.
Preferably, in the third step, the seawater in the cofferdam is pumped by a water pump to expose the seabed, and in the fifth step, the excavator is used for dry construction operation.
Preferably, in the third step, the water pump pumps seawater in the cofferdam to lower the water level in the cofferdam to a preset height, in the fourth step, stones are filled on the seabed in the cofferdam to form a construction platform higher than the water level, and in the fifth step, the excavator carries out construction work on the construction platform with water.
Preferably, the used filler of the cushion layer in the sixth step is stone with the particle size of 20-50 mm, and the filler filled in the trench of the underwater pipeline in the eighth step sequentially comprises the following components from bottom to top: the stone material with the grain diameter of 10-50 mm, the stone material with the grain diameter of 20-50 mm and the stone material with the grain diameter of 10-150 mm.
Preferably, when the thickness of the filling material between the top of the pipeline and the seabed in the step eight is less than 800mm, the uppermost filling material is further covered by the stone block, and the minimum thickness of the stone block is not less than 600 mm.
Preferably, the end of the dam close to the sea side is covered by geotextile firstly, the geotextile is covered by a waterproof film, the waterproof film is covered by a layer of geotextile continuously, three layers of sandbags are stacked outside the end of the dam close to the sea side and abut against the outermost layer of geotextile, and gaps and the upper parts of the sandbags are filled by weathered rock materials.
Preferably, the seventh step further comprises connecting the pipeline in the underwater pipeline groove with an onshore drainage pipeline.
Preferably, the dam in the third step can be plugged to form a cofferdam every 100m of the length of the dam.
Preferably, the bottom of the pipeline seat is provided with an anchor rod, the anchor rod is provided with barbs for strengthening the fixation with the seabed, blind holes are formed in both side walls of the pipeline seat, horizontal first through holes are formed in both vertical parts of the n-shaped concrete block, the first through holes are opposite to the blind holes in the pipeline seat, and pins penetrate through the first through holes and the blind holes in the pipeline seat after the n-shaped concrete block is ballasted above the pipeline so as to connect the n-shaped concrete block with the pipeline seat;
the terminal surface is provided with the connecting block before the top of n shape concrete block, upward be provided with vertical second through-hole on the connecting block, the top rear end face of n shape concrete block is provided with down the connecting block, be provided with vertical third through-hole down on the connecting block, n shape concrete block ballast is behind the pipeline top, and the lower connecting block up end of preceding n shape concrete block leans on with the last connecting block lower terminal surface of back n shape concrete block in two adjacent n shape concrete blocks, and the third through-hole on the lower connecting block of preceding n shape concrete block is relative with the second through-hole on the last connecting block of back n shape concrete block, the third through-hole with wear to be equipped with the pin in the second through-hole and be connected preceding n shape concrete block and back n shape concrete block.
The invention at least comprises the following beneficial effects: in the technical scheme of the invention, the dams are filled along the two sides of the drainage pipeline, the cofferdams are constructed in sections, and seawater in the cofferdams is pumped out, so that the construction environment is changed from underwater to land, the construction difficulty is reduced, meanwhile, the cofferdams are constructed in sections between the dams at the two sides of the drainage pipeline, so that different cofferdams can be respectively subjected to different construction operations according to the construction sequence, the construction efficiency is greatly improved, the construction period is shortened, in addition, although the underwater pipeline is buried under the seabed, factors such as ocean currents and the like can still durably act on the seabed sandstone to generate deflection or fluctuation influence on the pipeline, and the underwater pipeline can be kept stable as much as possible by arranging the n-shaped concrete ballast blocks to ballast the underwater pipeline, and the influence on the underwater pipeline is reduced.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic view of a first step in the method of constructing an offshore port according to the present invention;
FIG. 2 is a schematic view of the construction of step two of the method of constructing an offshore port according to the present invention;
FIG. 3 is a schematic view of the construction of step three of the method of constructing an offshore port according to the present invention;
FIG. 4 is a schematic illustration of the construction of step five of the method of constructing an offshore port according to the present invention;
FIG. 5 is a schematic view of the construction of step six in the construction method of the offshore water discharge opening according to the present invention;
FIG. 6 is a schematic illustration of the construction of step six of the method of constructing an offshore port according to the present invention;
FIG. 7 is a schematic illustration of the construction of step six of the method of constructing an offshore port according to the present invention;
FIG. 8 is a schematic view of the seventh step in the method of constructing an offshore port according to the present invention;
FIG. 9 is a schematic illustration of the seventh step in the method of constructing an offshore port according to the present invention;
FIG. 10 is a schematic illustration of the construction of step eight of the method of constructing an offshore spout according to the present invention;
figure 11 is a schematic structural view of an n-shaped concrete block according to one embodiment of the present invention;
FIG. 12 is a schematic view of a sea-side protection structure of the dam according to the present invention;
figure 13 is a schematic structural view of an n-shaped concrete block according to another embodiment of the invention;
fig. 14 is a schematic structural view illustrating the use of an n-shaped concrete block in cooperation with a pipe seat according to another embodiment of the present invention.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
It is to be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials, if not otherwise specified, are commercially available; in the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
The invention provides a construction method of an offshore water outlet, which comprises the following steps:
firstly, surveying and setting out according to a design drawing, and determining an embedding route of an offshore area underwater pipeline 1 and a trench excavation area of the underwater pipeline 1, as shown in figure 1;
filling dams 2 on two sides of a trench excavation area of the underwater pipeline 1, wherein the dams 2 are filled from one end to the other end of the trench excavation area along a burying route of the underwater pipeline 1, as shown in fig. 2;
step three, after the dam 2 is filled to a preset length, blocking the end between the dams 2 at two sides and forming a cofferdam 3 at the preset length, and pumping the seawater in the cofferdam 3 by using a water pump 4, as shown in fig. 3;
fourthly, whether the seabed between the dams 2 at the two sides meets the excavating operation condition of the excavator 5 or not is tried to be tested, if not, stones are filled on the seabed between the dams 2 at the two sides, and a platform for excavating the groove of the underwater pipeline 1 is provided for the excavator 5;
step five; the excavator 5 is in place, the excavation operation of the groove of the underwater pipeline 1 is started, and the excavated earth is pulled to a processing area to be stocked or directly used for dam 2 filling according to the excavated earth mass, as shown in figure 4;
step six, repeating the step three to the step five, when the groove excavation operation of the underwater pipeline 1 is finished in the two adjacent cofferdams 3, excavating the plugging part for separating the two adjacent cofferdams 3 to enable the grooves of the underwater pipelines 1 in the two adjacent cofferdams 3 to be communicated, and in the construction process of the later section of cofferdam 3, simultaneously performing cushion filling and pipeline seat 6 hoisting in the groove of the underwater pipeline 1 in the previous section of cofferdam 3, as shown in figures 5-7;
step seven, when the length of the groove of the underwater pipeline 1 reaches the designed length, the pipeline which is connected in advance is put into a pipeline seat 6 in the groove of the underwater pipeline 1, and an n-shaped concrete block 7 is ballasted above the pipeline, as shown in figures 8 to 9, wherein the structural schematic diagram of the n-shaped concrete block 7 is shown in figure 11;
step eight, filling different fillers in the groove of the underwater pipeline 1 in a layered manner until the groove of the underwater pipeline 1 is filled, as shown in fig. 10;
step nine, dismantling the dam 2;
in the third to sixth steps, the dam 2 filling work is continuously performed until the design requirement is met.
In the above embodiment, the dams 2 are built along two sides of the drainage pipeline, the cofferdams 3 are built in sections, and seawater in the cofferdams 3 is pumped out, so that the construction environment is changed from underwater to land, the construction difficulty is reduced, meanwhile, the cofferdams 3 are built in sections between the dams 2 on two sides of the drainage pipeline, different construction operations can be respectively carried out on different cofferdams 3 according to the construction sequence, the construction efficiency is greatly improved, and the construction period is shortened.
In another embodiment, in the third step, the water pump 4 pumps the seawater in the cofferdam 3 to expose the sea bed, and in the fifth step, the excavator 5 performs dry construction operation, wherein the water depth in the cofferdam 3 is lower than 1.5m, and when the sea bed is higher than-3.5 m, because the lateral osmotic pressure of the seawater outside the dam 2 is small, the seawater permeating from the dam 2 into the cofferdam 3 is very little, the method of the present embodiment can be adopted, and the seawater in the cofferdam 3 can be pumped to perform dry construction operation.
In another embodiment, in the third step, the water pump 4 pumps the seawater in the cofferdam 3 to lower the water level in the cofferdam 3 to a preset height, in the fourth step, stones are filled on the seabed in the cofferdam 3 to form a construction platform higher than the water level, and in the fifth step, the excavator 5 carries water on the construction platform for construction, when the sea level is lower than-4.0 m, because the lateral osmotic pressure of the seawater outside the dam 2 is increased, the seawater permeating from the dam 2 into the cofferdam 3 is gradually increased, the method of the present embodiment can be adopted, so that part of the seawater in the cofferdam 3 is retained, the osmotic pressure at two sides of the dam 2 is reduced, the seawater permeating speed is reduced, and the workload of the water pump 4 is also reduced.
In another embodiment, the filler used in the cushion layer in the sixth step is stone with a particle size of 20-50 mm, and the filler filled in the trench of the underwater pipeline 1 in the eighth step sequentially comprises the following components from bottom to top: the stone material with the grain diameter of 10-50 mm, the stone material with the grain diameter of 20-50 mm and the stone material with the grain diameter of 10-150 mm.
In another embodiment, in the eighth step, when the thickness of the filler between the top of the pipeline and the seabed is less than 800mm, the uppermost filler is covered by the rock block, and the minimum thickness of the rock block is not less than 600mm, and when the thickness of the filler between the top of the pipeline and the seabed is less than 800mm, the ocean current of the sea waves has a large influence on the underwater pipeline 1, which may cause the pipeline to deflect and bend, so that the pipeline is broken, and therefore, the rock block needs to be laid on the top of the pipeline, so as to reduce the influence of the sea waves.
In another embodiment, the end of the dam 2 close to the sea side is covered with geotextile firstly, the geotextile is covered with waterproof film again, the waterproof film is covered with a layer of geotextile continuously, three layers of sandbags are stacked outside the end of the dam 2 close to the sea side and abut against the outermost geotextile, gaps between the sandbags and the upper part of the sandbags are filled with weathered rock, as shown in fig. 12, since the end of the dam 2 close to the sea side is eroded seriously by sea waves, a protective measure is arranged at the end of the dam 2 close to the sea, and the construction progress is prevented from being influenced by erosion damage of the dam 2 too fast.
In another embodiment, the seventh step further comprises the step of connecting the pipeline in the groove of the underwater pipeline 1 with an onshore drainage pipeline, so that the near sea area drainage pipe can be connected with a city drainage system, and the flood discharge of the coastal city can be assisted.
In another embodiment, in the third step, the cofferdam 3 can be formed by plugging the dam 2 for each 100m length of filling, if the length is shorter, although more cofferdams 3 can be separated, the construction items such as water pumping and drainage, trench excavation and the like are simultaneously carried out in a plurality of cofferdams 3, even if the construction efficiency is higher, the cost is increased greatly, if the length is longer, the construction efficiency is reduced, and therefore, the cost performance of the scheme of plugging and forming the cofferdam 3 for each 100m length of filling is higher under comprehensive consideration.
In another embodiment, as shown in fig. 13 to 14, an anchor rod 8 is disposed at the bottom of the pipeline seat 6, the anchor rod 8 is provided with barbs for reinforcing the fixation with the seabed, blind holes are disposed on both side walls of the pipeline seat 6, horizontal first through holes are disposed on both vertical portions of the n-shaped concrete block 7, the first through holes are opposite to the blind holes on the pipeline seat 6, and after the n-shaped concrete block 7 is ballasted above the pipeline, pins are disposed through the first through holes and the blind holes on the pipeline seat 6 to connect the n-shaped concrete block 7 with the pipeline seat 6;
the terminal surface is provided with connecting block 9 before the top of n shape concrete block 7, upward be provided with vertical second through-hole on the connecting block 9, the top rear end face of n shape concrete block 7 is provided with connecting block 10 down, be provided with vertical third through-hole on the connecting block 10 down, n shape concrete block 7 ballast is behind the pipeline top, and the lower connecting block 10 up end of preceding n shape concrete block 7 and the last connecting block 9 lower terminal surface of following n shape concrete block 7 lean on in two adjacent n shape concrete blocks 7, and the third through-hole on the lower connecting block 10 of preceding n shape concrete block 7 is relative with the second through-hole on the last connecting block 9 of following n shape concrete block 7, the third through-hole with wear to be equipped with pin 11 in the second through-hole and be connected preceding n shape concrete block 7 and following n shape concrete block 7.
In the previous embodiment, since the underwater pipeline 1 is placed on the pipeline seat 6, the n-shaped concrete block 7 is only ballasted on the top of the pipeline, and there is no connection between the pipeline seat 6 and the pipeline, if the pipeline and the n-shaped concrete block 7 move up and down or move left and right due to up-and-down wave power or left-and-right wave power in the sea water, the pipeline is easily bent and broken.
In the above embodiment, the n-shaped concrete block 7 is connected with the pipeline seat 6 through the pin, so that the n-shaped concrete block 7, the underwater pipeline 1 and the pipeline seat 6 are integrally connected, the anchor rod 8 is arranged on the pipeline seat 6, the barb is arranged on the anchor rod 8, when the pipeline seat 6 is hoisted to the seabed, the anchor rod 8 is inserted into sandy soil of the seabed, the connection between the pipeline seat 6 and the seabed is enhanced, thus the n-shaped concrete block 7, the underwater pipeline 1 and the pipeline seat 6 are more stable, meanwhile, the adjacent n-shaped concrete blocks 7 are connected through the pins 11, the underwater pipeline 1 is integrally connected in the length direction, and the bending is not easy to occur.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (9)
1. A method of constructing an offshore drain opening, comprising:
firstly, measuring and setting out according to a design drawing, and determining an offshore area underwater pipeline burying route and an underwater pipeline groove excavation area;
filling dams at two sides of an excavation area of the underwater pipeline groove, wherein the dams are filled from one end to the other end of the underwater pipeline groove along an underwater pipeline embedding route;
step three, after the dam is filled with a preset length, blocking the end between the dams at two sides and forming a cofferdam at the preset length, and pumping and discharging seawater in the cofferdam;
fourthly, whether the seabed between the two side dams meets the excavating operation condition of the excavator is tried to be determined, if not, stones are filled on the seabed between the two side dams, and a platform for excavating the underwater pipeline groove is provided for the excavator;
step five; the excavator is in place, the excavation operation of the underwater pipeline groove is started, and the excavated earth is transported to a processing area to be stocked or directly used for dam filling according to the quality of excavated earth;
step six, repeating the step three to the step five, when the excavation operation of the underwater pipeline grooves in the two adjacent cofferdams is finished, excavating the plugging part for separating the two adjacent cofferdams, so that the underwater pipeline grooves in the two adjacent cofferdams are communicated, and in the construction process of the later section of cofferdam, cushion filling and pipeline seat hoisting are simultaneously carried out in the underwater pipeline groove in the former section of cofferdam;
step seven, when the length of the underwater pipeline groove reaches the designed length, a pipeline which is connected in advance is put into a pipeline seat in the underwater pipeline groove, and an n-shaped concrete block is ballasted above the pipeline;
step eight, filling different fillers in the underwater pipeline groove in a layered mode until the underwater pipeline groove is filled;
step nine, dismantling the dam;
and in the third to sixth steps, dam filling work is continuously carried out until the design requirement is met.
2. The method of offshore port construction as claimed in claim 1 wherein in step three the water pump pumps the seawater from the cofferdam to expose the seabed and in step five the excavator is operated for dry construction.
3. The offshore drainage opening construction method of claim 1, wherein the water pump pumps seawater in the cofferdam in step three to lower the water level in the cofferdam to a preset height, the stone is filled on the seabed in the cofferdam in step four to form a construction platform higher than the water level, and the excavator performs construction work with water on the construction platform in step five.
4. The construction method of the offshore drainage port according to claim 1, wherein the filling material used in the bedding layer in the sixth step is stone with a grain size of 20-50 mm, and the filling material filled in the underwater pipeline trench in the eighth step sequentially comprises the following filling materials from bottom to top: the stone material with the grain diameter of 10-50 mm, the stone material with the grain diameter of 20-50 mm and the stone material with the grain diameter of 10-150 mm.
5. The method of constructing an offshore drainage opening according to claim 1, wherein in step eight, when the thickness of the filling material between the top of the pipeline and the seabed is less than 800mm, the uppermost filling material is covered with rock block, and the minimum thickness of the rock block is not less than 600 mm.
6. The method of constructing an offshore drainage opening according to claim 1, wherein the sea-side end of the dam is covered with geotextile, the geotextile is covered with a waterproof film, the waterproof film is covered with a geotextile, three layers of sandbags are stacked outside the sea-side end of the dam to abut against the outermost geotextile, and gaps between the sandbags and above the sandbags are filled with weathered rock.
7. The method of constructing an offshore port of claim 1, further comprising the step of docking the pipeline in the underwater pipeline trench with an onshore drainage pipeline.
8. The method of constructing an offshore drainage opening according to claim 1, wherein the dam is plugged to form a cofferdam for every 100m length of fill in step three.
9. The offshore port construction method of claim 1, wherein the bottom of the conduit seat is provided with an anchor rod, the anchor rod is provided with barbs for reinforcing the anchoring with the seabed, both side walls of the conduit seat are provided with blind holes, both vertical portions of the n-shaped concrete block are provided with horizontal first through holes, the first through holes are opposite to the blind holes on the conduit seat, and after the n-shaped concrete block is ballasted above the conduit, the first through holes and the blind holes on the conduit seat are provided with pins for connecting the n-shaped concrete block with the conduit seat;
the terminal surface is provided with the connecting block before the top of n shape concrete block, upward be provided with vertical second through-hole on the connecting block, the top rear end face of n shape concrete block is provided with down the connecting block, be provided with vertical third through-hole down on the connecting block, n shape concrete block ballast is behind the pipeline top, and the lower connecting block up end of preceding n shape concrete block leans on with the last connecting block lower terminal surface of back n shape concrete block in two adjacent n shape concrete blocks, and the third through-hole on the lower connecting block of preceding n shape concrete block is relative with the second through-hole on the last connecting block of back n shape concrete block, the third through-hole with wear to be equipped with the pin in the second through-hole and be connected preceding n shape concrete block and back n shape concrete block.
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