CN210288280U

CN210288280U - Open type cofferdam-free coral sand island reef reclamation system

Info

Publication number: CN210288280U
Application number: CN201920442187.9U
Authority: CN
Inventors: 张凤林; 窦硕
Original assignee: Beijing Urban Construction Group Co Ltd
Current assignee: Beijing Urban Construction Group Co Ltd
Priority date: 2019-04-03
Filing date: 2019-04-03
Publication date: 2020-04-10
Anticipated expiration: 2029-04-03

Abstract

The utility model discloses an open-type non-cofferdam coral sand island reef filling system, comprising a cutter suction dredger, a conveying system, a to-be-blow-filled port and a measuring device. The mouth is enclosed by a mud blocking curtain and a land area; the upper part of the mud blocking curtain floats on the sea surface, the lower part floats vertically, and the lower part of the mud blocking curtain is provided with anchors at intervals; the conveying system includes plastic floating pipes and steel structure shore pipes, and steel structure shore pipes The pipe includes the main shore pipe and a branch pipe arranged on one side of the main shore pipe. A ball valve flange is arranged at the connection node between the main shore pipe and the branch pipe; The other end of the floating pipe is communicated with the main pipe of the shore pipe. It can reduce the offshore operation volume of the temporary cofferdam, reduce the risk and cost, and reduce the drainage path. By reasonably losing a part of the fine coral sand, the accumulation of fine particles is avoided, and the mud content can be better than the conventional filling process. control.

Description

Open type cofferdam-free coral sand island reef reclamation system

Technical Field

The utility model relates to a hydraulic reclamation construction field, especially open formula do not have cofferdam coral sand island reef hydraulic reclamation system.

Background

In traditional hydraulic reclamation engineering construction, adopt the construction technology of building the cofferdam earlier then carrying out the hydraulic reclamation usually, the problem that this technique exists has: firstly, the process is complex, the construction procedures are multiple, the formed stratum is loose, and the mud content is difficult to control; secondly, the efficiency of the technology is greatly reduced, construction and partition are needed to be carried out on a hydraulic fill area, temporary cofferdams are built in the partition, water outlets need to be considered comprehensively, and cofferdam boxes need to be laid; thirdly, considering that the construction of the temporary cofferdam is offshore operation before hydraulic reclamation, the construction difficulty of the temporary cofferdam is high, the construction time is long, the construction period is greatly prolonged, and the cost is increased; fourthly, because the drainage path is longer, the accumulation of silt can be caused, and the influence on the environment is not good; fifthly, the hydraulic filling materials of the hydraulic filling engineering are mostly silt, clay, silt and other soil materials, coral sand is used as a very small quantity of hydraulic filling materials, and the coral sand is special in property, large in friction, easy to accumulate and not easy to run off.

SUMMERY OF THE UTILITY MODEL

The utility model aims at providing an open type does not have cofferdam coral sand island reef hydraulic reclamation system, will solve coral sand island reef construction period long, the construction degree of difficulty is big, the drainage path is long, set up interim cofferdam with high costs, to the big problem of environmental impact.

In order to achieve the above purpose, the utility model adopts the following technical scheme: the utility model provides an open type cofferdam-free coral sand island reclamation system, which comprises a cutter suction dredger, a conveying system, a to-be-hydraulically-filled port and measuring equipment, wherein the to-be-hydraulically-filled port is semicircular and is formed by enclosing a mud blocking curtain and a land area; the upper part of the mud blocking curtain floats on the sea surface, the lower part of the mud blocking curtain vertically floats downwards, and anchoring objects are arranged at the lower part of the mud blocking curtain at intervals;

the conveying system comprises a plastic floating pipe and a steel structure shore pipe, the steel structure shore pipe comprises a shore pipe main pipe and a branch pipe arranged on one side of the shore pipe main pipe, and a ball valve flange is arranged at a connecting node of the shore pipe main pipe and the branch pipe; the tail end of the branch pipe is arranged in the mouth to be hydraulically filled;

one end of the plastic floating pipe is communicated with the cutter suction dredger ship board through a connecting pipe, and the other end of the plastic floating pipe is communicated with the main pipe of the shore pipe.

Furthermore, two branch pipes are provided; the distance between the tail ends of two adjacent branch pipes is less than or equal to 50 m.

Further, a flowmeter and a sampling port are further arranged on the main pipe of the shore pipe.

Further, the distance between the anchors under the mud blocking curtain is less than 20 m.

Further, the length of the conveying system is less than or equal to 1500 m. If the conveying system is more than 1500m, a booster pump is adopted.

Furthermore, the plastic floating pipes are flexibly connected.

Further, the diameter of the mouth to be blown and filled is less than or equal to 50 m.

Further, the mud blocking curtain is made of a nylon cloth material; the upper part of the mud blocking curtain is filled with light foam.

Further, the measuring devices include global navigation satellite positioning system-real time dynamic measuring device, single frequency/multiple frequency depth sounder and total station.

Further, the underwater submerged pipe is also included; the underwater submerged pipe is arranged below the route of the overwater operation facility and between the floating pipeline and the main pipe of the shore pipe; steel buoys are respectively arranged at the starting point of the underwater submerged pipe and the final point of the underwater submerged pipe; the underwater submerged pipe anchor is thrown with an anchor floating indication.

Further, the underwater submerged pipe is connected with the main pipe of the shore pipe through a flange.

The beneficial effects of the utility model are embodied in:

1, at hydraulic reclamation's in-process, consider the good physical mechanics nature of coral sand, carry out the earthwork flattening and bulldozing operation in aqueous to each the reclamation mouth region of treating simultaneously by a plurality of bull-dozers, reached layer upon layer compaction effect and carry out reasonable inspection and gradation to reclamation material and particle diameter for whole coral sand backfill is closely knit and even, and treat the reclamation mouth with hindering measures such as mud curtain and carry out isolated and the clearance of floater and avoid local pollution.

2, the process can reduce the offshore operation amount of the temporary cofferdam, reduce the risk and the cost, reduce the drainage path, avoid the accumulation of fine particles by reasonably losing part of the fine coral sand, and better control the mud content compared with the conventional hydraulic filling process. Meanwhile, by adopting a GNSS dynamic RTK technology, sea depth and land area measurement is carried out regularly, and the hydraulic filling effect and fine particle loss are controlled. The mud curtain is hindered in the combination and lay, treats the hydraulic reclamation mouth and shelters from the maintenance all around, ensures that a little fine particle floater that hydraulic reclamation produced does not spread to peripheral region to regularly clear up the floater, can not cause environmental pollution. The large grain size and coral branches which are beneficial to quality control are left to be accumulated, the mud content is extremely low, the land forming quality is improved, and the hydraulic filling area is reasonably partitioned and layered, so that the whole hydraulic filling stratum is uniformly and well formed, the grading distribution is reasonable, the hydraulic filling quality is ensured to be controllable, and the hydraulic filling cofferdam construction process has more advantages than the traditional cofferdam construction process.

3, the open cofferdam-free coral sand island dredger fill construction technology is a construction method which is environment-friendly, efficient in construction, cost-saving and controllable in quality, and can well solve various defects of a traditional construction method of filling after cofferdam.

Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by the practice of the invention. The primary objects and other advantages of the invention may be realized and attained by the structure particularly pointed out in the written description.

Drawings

The present invention will be described in further detail with reference to the accompanying drawings.

Fig. 1 is a flow chart of a construction method of an open type cofferdam-free coral island reef reclamation system.

FIG. 2 is a theoretical matrix plot for dredger type selection.

Fig. 3 is a flow chart of dredger model selection.

Fig. 4 is a schematic structural diagram of a hydraulic reclamation system in embodiment 1.

Figure 5 is a statistical chart of the effect of dredger efficacy.

Fig. 6 is a schematic structural diagram of a hydraulic reclamation system in embodiment 2.

Reference numerals: 1-cutter suction dredger, 2-to-be-hydraulically filled port, 3-mud blocking curtain, 4-land area, 5-plastic floating pipe, 6-shore pipe main pipe, 7-branch pipe, 8-underwater submerged pipe and 9-steel buoy.

Detailed Description

The technical solutions of the present invention are described in detail below by way of examples, which are only exemplary and can be used only for explaining and explaining the technical solutions of the present invention, but not for explaining the limitations of the technical solutions of the present invention.

For the coral island, the hydraulic fill materials are coral sand/reef limestone, the surrounding geographical conditions are suitable, and under the environment condition that sea waves are suitable, the traditional hydraulic fill process is optimized in areas such as the coral sand island and the like, and the open cofferdam-free coral sand island hydraulic fill construction method is provided.

The open type cofferdam-free coral sand hydraulic fill process is characterized in that on the basis of an unreinforced temporary cofferdam, a sand taking area and a hydraulic fill area are divided into construction areas according to the geographical conditions and the external conditions of the construction areas, and coral sand is hydraulically filled to a specified construction area through a conveying system by adopting a direct hydraulic fill construction process.

Example 1

As shown in fig. 4, the utility model provides an aspect provides open type does not have cofferdam coral sand island reef hydraulic reclamation system, hydraulic reclamation system include cutter suction dredger 1, conveying system, treat hydraulic reclamation mouth 2 and measuring equipment, treat hydraulic reclamation mouth 2 semicircular in shape, treat the diameter less than or equal to 50m of hydraulic reclamation mouth 2. The mouth 2 to be reclamation by blowing is enclosed by a mud blocking curtain 3 and a land area 4; hinder mud curtain 3 upper portion and float on the sea, the lower part is floated down perpendicularly, hinders mud curtain 3 lower part interval and is provided with the anchor, and the distance between the anchor is less than 20 m. The mud-blocking curtain 3 is made of nylon cloth; the upper part of the mud-blocking curtain 3 is filled with light foam. The measuring equipment comprises a global navigation satellite positioning system-real-time dynamic measuring equipment, a single-frequency depth sounder/multi-frequency depth sounder, a total station and the like.

The conveying system comprises a plastic floating pipe 5 and a steel structure shore pipe, the steel structure shore pipe comprises a shore pipe main pipe 6 and a branch pipe 7 arranged on one side of the shore pipe main pipe 6, and a ball valve flange is arranged at a connection node of the shore pipe main pipe 6 and the branch pipe 7; and the shore pipe main pipe 6 is also provided with a flowmeter and a sampling port. The tail end of the branch pipe 7 is arranged in the mouth 2 to be hydraulically filled; one end of the plastic floating pipe 5 is communicated with the ship board of the cutter suction dredger 1 through a connecting pipe, and the other end of the plastic floating pipe 5 is communicated with the main pipe 6 of the shore pipe. The plastic floating pipes 5 are flexibly connected. Two branch pipes 7 are provided; the distance between the ends of two adjacent branch pipes 7 is less than or equal to 50 m. The length of the conveying system is less than or equal to 1500m, and if the length of the conveying system is more than 1500m, a pressurizing pump needs to be added.

As shown in fig. 1, the construction method of the open type cofferdam-free coral island reef reclamation system comprises the following specific steps:

step one, after obtaining a construction license, carrying out dredger model selection and entering a cutter suction dredger 1;

before the formal sand taking work is started, corresponding technical documents, working procedures, safety inspection procedures, equipment acceptance procedures and other preparation work are ensured.

The dredger model selection theory provided by the construction method aims at better carrying out dredger model selection of hydraulic fill operation, and a model selection theoretical matrix is shown in figure 2.

Wherein, first, S1, S2, S3 respectively represent not applicable, generally applicable, and their influence coefficient values are 0, 0.5 and 1, respectively;

secondly, A, B, C, D ….. J …, and the like represent influence factors, and each large influence factor is divided into small influence factors;

thirdly, the product of the influence factor score and the applicability influence coefficient is the score of each small influence factor; the selection of the applicability influencing factors is determined by professional personnel or professional teams corresponding to the technology and economy, and when one of the values of S1, S2 or S3 is selected, the other two applicability influencing factors are defined as 0;

fourthly, the occurrence of the zero score is marked correspondingly in the total score statistics, and the method for the total score statistics further refers to a dredger model selection flow chart 3. Specifically, s1, analyzing the dredger in the preliminary market, and preliminarily eliminating the lagging dredger in the market; s2, selecting influence factors; s3, division into partial items; s4 point score assignment; and (4) carrying out expert demonstration, carrying out score statistics and comparison, and sorting and selecting the dredger according to the dredger score sequence. The cutter suction dredger 1 can be used.

Statistics of dredger efficacy effects in this project are shown in fig. 5, where dredger efficacy is affected by engine room, reamers, main pumps and pipelines, pump and deck maintenance, anchoring, floating pipelines, dredger fill, dredger movement, and so on. Constructors need to regularly inspect and maintain the dredger, particularly spare parts such as an engine, a reamer and a main pump are required to be arranged on core accessories, an underwater pump is blocked, a pump and a deck are prevented from being out of order, and large-scale shutdown caused by equipment failure is avoided. The displacement of the dredger is combined with the whole hydraulic filling plan in advance, so that the dredger is prevented from moving in a large range and in a long distance, the waste of time is avoided, and the efficiency is improved. A working system of two shifts or three shifts can be adopted, uninterrupted construction for 24 hours is ensured, the effect of the dredger is utilized to the maximum extent, and the construction period is shortened.

Step two, cleaning and coordinating a construction site, and simultaneously preparing and arranging pipelines;

the dredger approach needs to make a special construction scheme and an approach route, particularly needs to make the draft and the width of the semi-submersible clear, and ensures the traveling area of the semi-submersible and the approach planning of the dredger. According to the equipment approach plan, site preparation is completed in advance according to site conditions in time, conditions are provided for equipment approach, corresponding permission is obtained with owners and relevant departments, and omission of administrative examination and approval is avoided.

The coral sand and reef limestone materials have more serious abrasion to the plastic floating pipe 5 line, the reamer and other conveying system components than the abrasion of the conventional hydraulic filling materials. The length of the mud conveying pipeline is reasonably arranged, the maximum operation length of the mud conveying pipe is determined according to the total power of different dredger ships and the power of the mud conveying pump and the booster pump, the operation length of the mud conveying pipe is comprehensively reduced according to the material of the hydraulic fill material, the quantity and the distribution of the sand-blowing branch pipes 7 and the like, and the hydraulic fill efficiency is increased.

The laying principle of the pipeline is as follows:

first, the pipeline is typically laid out so that the total length does not exceed 1.5km, in order to avoid a reduction in production efficiency due to material wear, head loss, etc. caused by an increase in the length of the pipeline.

Secondly, the flow and the slurry concentration in the pipeline are two most important parameters influencing the production efficiency of the dredger, and after the sand pump of the dredger is adopted, a flowmeter and a sampling port are arranged on a main pipe of a shoreline, so that the flow and the slurry concentration can be measured. Increasing the delivery flow rate can increase production efficiency and vice versa. For improving the conveying flow, the shorter the pipeline is, the straighter the pipeline is erected, the less the climbing is, the fewer the turning times are, the fewer the floating pipe and the immersed pipe are, the less the loss is, and the flow velocity can be correspondingly improved.

Thirdly, a sand taking-hydraulic reclamation balance plan of hydraulic reclamation of the whole area is worked out, and the principles that the pipeline is shortest, the operation range, the operation depth, the operation distance and the like of the large dredger and the small dredger are reasonably configured are comprehensively considered, so that the production efficiency is maximized.

Fourthly, the plastic floating pipes 5 are connected in a flexible way, the mud discharge pipelines and the floating barrels are comprehensively checked before connection, and the damaged and seriously rusted, worn or aged pipe fittings are forbidden to be used. The mud discharge pipes and the buoys must be firmly connected to avoid mud leakage or float position shifting and overturning. The pipeline anchors are spaced to ensure the floating pipeline is fixed or floating. The distance between the pipeline anchors is 40-80 m, when the flow speed and the wind wave are large, the distance is reduced, and when the flow speed and the wind wave are large, the distance can be increased. When the floating pipe anchor is set, the floating pipe anchor is a white anchor floating indication, and the floating pipe anchor is easy to identify on the water surface. The weight calculation formula of the pipeline anchor is as follows:

W1=K1K2ρv2A/［1.74fm（n+2）］（9-4-2）

in the formula: w1-required weight of a single anchor, in kilograms; rho-the density of the water stream, kg S²/m⁴；

v-maximum velocity in water, m/s; a-area of resistance of the pipe perpendicular to the direction of flow, m²；

fm is the grabbing-weight ratio of the to-be-selected anchor;

k1-wind influence coefficient, which is taken according to wind direction and wind force condition, and the value range is as follows: 0.9 to 1.1;

k2-pipeline resistance coefficient, the buoy can take 0.7, and the float body takes 0.85.

n-number of anchors to be used;

fifthly, the passing requirement of the land 4 traffic is considered in laying the shore pipes, and the passing positions need to be buried to a certain depth to ensure the passing requirement. The shore pipes are connected by flanges, and the turning part is connected by a ball valve.

Sixthly, the distribution of the main pipe and the branch pipes 7 of the shore pipe is according to the requirement of layered hydraulic filling, the branch pipes 7 are separately arranged, the distance between the hydraulic filling ports 2 of the adjacent branch pipes 7 is not more than 50 meters, and the quality of hydraulic filling materials is ensured.

Different dredger and plastic floating pipes 5 are arranged as far as possible separately, so that the overlapping in space and the intersection of construction are avoided, and the effect of hydraulic filling is not influenced.

Thirdly, performing combined measurement work of the hydraulic filling engineering before hydraulic filling;

the measuring work in the hydraulic reclamation project is extremely important, the technology adopts a global navigation satellite system positioning real-time dynamic measuring technology, short RTK positioning technology, and combines a single-frequency depth sounder/a multi-frequency depth sounder to periodically measure the sea depth and the land area 4, and the measuring work of the hydraulic reclamation project is finished with high efficiency and high quality.

In the construction process, the hydraulic reclamation engineering quantity is measured by adopting the digital software, and meanwhile, the digital software is used for checking. Through the comparative analysis of the software calculation engineering quantity, the accuracy of different data can be ensured.

Step four, determining a construction test section, and carrying out test section construction to further determine process feasibility;

fifthly, dividing a hydraulic filling area and a sand taking area;

in the hydraulic reclamation construction, through accurate marine reconnaissance and measurement, carry out the regional division that becomes more meticulous to getting sand region and hydraulic reclamation region, the material is divided to the subregion layering and is got sand and hydraulic reclamation operation, forms the stratum structure that is favorable to construction and settlement control. Meanwhile, a construction process of layer-by-layer compaction is introduced into the part above the water level in the hydraulic filling construction process, and the base layer is treated fundamentally by methods of timely carrying out compaction degree detection, settlement observation and the like.

In the hydraulic reclamation construction, the control of the stratum is from the sand taking area, and the stratum in the sand taking area is subjected to analysis and research, and is hydraulically filled to the hydraulic reclamation area in areas, so that the set requirement is met. In the whole, the blow-filling material basically selects uniform and compact medium coarse sand, coral twigs and fine coral sand, so as to ensure the blow-filling quality.

Preparing for cleaning a hydraulic filling area and a sand taking area; the hydraulic reclamation area and the sand taking area are suitable for hydraulic reclamation projects with small wave and ocean current speeds, large hydraulic reclamation material occlusion force, large friction angle, low mud content and good permeability. If the cost for performing the temporary cofferdam is high, important consideration should be given. Arranging a sand taking-hydraulic reclamation balance plan in advance, planning, designing requirements and using requirements in advance according to marine exploration and geological exploration data, hydraulic reclamation of coral sand in different sand taking areas to planned hydraulic reclamation positions, and hydraulic reclamation of coral sand and reef limestone in different stratums of the sand taking areas to corresponding stratum positions of the different hydraulic reclamation areas. The distance between the sand taking area and the hydraulic reclamation area is kept moderate and does not exceed the limit distance of 1.5km for pipeline arrangement, and the hydraulic reclamation effect is improved.

Preparing HSE (Health, safety and environmental protection short for short), and arranging a mud blocking curtain 3;

in the open type cofferdam-free coral sand island reef reclamation construction, the installation of the mud blocking curtain 3 is a key process for ensuring environmental protection. The periphery of each branch pipe 7 of the hydraulic reclamation area is required to be sealed and provided with a mud blocking curtain 3, so that fine particles, impurities and suspension bodies are ensured not to influence the surrounding water area. The mud-blocking curtain 3 is made of light-weight and high-strength nylon cloth.

The arrangement and damage of the mud blocking curtain 3 are checked every 2 hours in the hydraulic filling process. If the damage exists, the repair is required in time, and the hydraulic filling operation is stopped if necessary. Meanwhile, the arrangement of the mud blocking curtain 3 is adjusted at any time according to the port 2 to be hydraulically filled, and when the hydraulic filling path of the hydraulic filling branch pipe 7 is changed, the mud blocking curtain 3 is adjusted and arranged in time, so that the sealing property and the environmental protection property of a hydraulic filling area are ensured.

The mud-blocking curtain 3 has the following arrangement principles:

firstly, the height of the mud blocking curtain 3 is at least more than 50 cm;

secondly, the upper part of the mud blocking curtain 3 can float on the sea surface, and the lower part vertically floats downwards; specifically, the upper part of the mud blocking curtain 3 can be filled with light foam to ensure the floating effect, the lower part can be connected by anchors, the distance between the anchors is not more than 20m, the weight of the anchors is properly adjusted according to the wind wave condition and the sediment movement condition on site, and the anchors sink to the sea bottom to ensure the fixity and the barrier property of the mud blocking curtain 3;

thirdly, two sides of the mud blocking curtain 3 are connected with the land area 4 or the coast where hydraulic reclamation is finished, so that the sealing performance is ensured;

fourthly, every time the distance is not more than 20m, an anchoring object is additionally arranged at the bottom of the mud blocking curtain 3, and the stability of the mud blocking curtain 3 system is ensured.

Eighthly, positioning the cutter suction dredger 1 and connecting the cutter suction dredger with the plastic floating pipe 5 to complete the arrangement of a conveying system; before the sand taking work is started, the cutter suction dredger 1 is required to be reliably parked in a sand taking area and firmly connected with a floating pipeline and a discharge pipeline, and after all the sand taking work is ready, the sand taking work is started.

Step nine, taking sand, cutting seabed coral sand and reef limestone by a reamer; the cutter suction dredger 1 loosens coral sand/reef limestone on the sea bottom by using a reamer, forms a mixture with water, sucks the mixture into a pump body through a delivery pipeline, and delivers the mixture to a hydraulic reclamation area through the delivery pipeline.

During the sand extraction operation, the formation of the undersea slope depends on the natural angle of repose of the sand extraction material. After the sand taking boundary is determined, the sand taking area is ensured to be within the sand taking range, the underwater gradient is paid attention to constantly, and the influence on surrounding buildings and structures is ensured. Meanwhile, the reamer head and the reamer teeth need to be replaced regularly, and the loss condition of the reamer teeth is checked every day, so that the completeness and functionality of the reamer are ensured, and the hydraulic filling effect is ensured. Due to the particularity of coral sand/reef limestone geology, the coral sand/reef limestone is frequently checked and replaced; and different reamers are adopted to cut the soil body in the coral sand and reef limestone stratum, so that the efficiency is maximized.

During the sand taking operation, the main information of the position of the cutter suction dredger 1, the position of the hydraulic fill operation, the sand taking route, the depth range, the coordinates of the starting point, the operation time, the work efficiency, the material description and the like are recorded every day and marked in a sand taking progress chart and a daily progress report. In order to monitor the position of the cutter suction dredger 1 more accurately and conveniently, the cutter suction dredger 1 is positioned in real time by adopting differential global positioning system equipment. In order to monitor the sand extraction operation, depth of cut indicators, fluctuation indicators and tide gauges will be subjected to depth and width control.

Step ten, the conveying system is used for filling coral sand; carrying out mud content, particle size and grading inspection; unqualified products enter a field for treatment; in each area of the hydraulic reclamation opening 2, a bulldozer and an excavator are required to work in a matched mode, and a quality manager and a safety manager are arranged at the same time, so that the construction operation is safe and reliable, and the quality is controllable.

Step eleven, sending the qualified products in the step eleven into a backfill area for leveling, synchronously performing pre-compaction treatment on the mouth 2 to be hydraulically filled by adopting a bulldozer, performing combined measurement after hydraulic filling, and performing subarea acceptance inspection; leveling construction is carried out for multiple times when the backfill region is unqualified in leveling; when the hydraulic fill surface is close to the water surface, a bulldozer is adopted to carry out construction technology of primary foundation treatment of pushing and layer-by-layer compaction, and the foundation layer is treated fundamentally by methods of compaction detection, settlement observation and the like in time.

S1, underwater hydraulic filling operation

On the basis of not building the temporary cofferdam, according to the geographical condition and the external condition of the construction area, the construction area division is carried out on the sand taking area and the hydraulic reclamation area, and coral sand is hydraulically reclaimed to the appointed construction area through the plastic floating pipe 5 by adopting the direct hydraulic reclamation construction process. And (3) the coral sand layer is filled to the height of the average sea level through reasonable stratum control and quality control of the filling material of the filling opening 2 to be filled. In the hydraulic reclamation process, the good physical and mechanical properties of coral sand are considered, and reasonable inspection and grading are carried out on the reclamation material and the particle size, so that the whole coral sand backfill is compact and uniform, and the backfill port 2 is isolated and cleaned from floaters by measures such as a mud blocking curtain 3, and local pollution is avoided. The distribution of the main pipe and the branch pipes 7 of the shore pipe is required to be according to the requirements of layered hydraulic reclamation, the branch pipes 7 are separately arranged, the distance between the ports 2 to be hydraulically reclaimed of the branch pipes 7 is ensured to be not more than 50 meters, and the quality of hydraulic reclamation materials is ensured. The process reduces the drainage path, and avoids the accumulation of fine particles by reasonably losing a part of the fine coral sand.

S2, filling operation on water

When the hydraulic reclamation surface is close to the water surface, a bulldozer is adopted to synchronously carry out earthwork leveling and bulldozing operation on each area of the hydraulic reclamation opening 2 to be treated in water, so that the effect of compacting layer by layer is achieved, and the filling quality of the land area 4 is detected by timely carrying out methods such as compactness detection and settlement observation. The application of the construction technology can ensure that the hydraulic reclamation coral sand is compacted layer by layer in the surface area, effectively achieves the effect of primary foundation treatment, can be seen from compaction degree detection, ground exploration data and subsequent further foundation treatment after hydraulic reclamation, has obvious effect, and has certain recommendation significance for treating hydraulic reclamation materials and strata from the source.

S3, Observation of sedimentation

In the hydraulic reclamation construction process, in order to better understand the coral sand settlement condition and provide corresponding reference and basis for subsequent engineering, a precise level gauge is required to be adopted for settlement observation in a hydraulic reclamation area. Through the data analysis of the settlement observation of the hydraulic filling coral sand, corresponding reference and basis are provided for the foundation treatment design and construction and similar projects developed in the later period.

Settlement observation points are set according to the hydraulic filling progress and the hydraulic filling area, a settlement observation point is set along the length direction of the hydraulic filling not more than 200m long and the width direction not more than 50m wide (10000 square meters) by adopting the principle that the large-area hydraulic filling area is uniformly arranged and the large-settlement area is doubly arranged. The settlement observation points are set and observed without influencing the normal operation of the hydraulic filling operation, and are observed 1 time per week in the first 3 months and 1 time per month after 3 months. The settling curve was observed to be substantially stable. If the sedimentation changes rapidly, the observation frequency needs to be increased.

The newly formed stratum has reasonable composition and uniform material, provides great convenience for subsequent foundation treatment, and avoids the occurrence of uneven settlement.

And step twelve, handing over the site with qualified construction in different areas.

In the above-mentioned process of getting sand construction, the main point of pipeline personnel's main inspection is as follows:

first, the measurement of the sand pick-up zone and the blow-fill zone is completed and approved.

Second, the sand pick-up path and area of the cutter suction dredger 1 are approved.

Thirdly, the shore pipeline is erected and checked.

Fourthly, the floating pipeline and the shore pipe are connected with the sludge discharge pipeline and the inspection is finished.

Fifth, the cutter suction dredger 1 and related equipment perform well.

Sixth, the person is in place.

And seventhly, obtaining operation permission after communicating with the associated units.

Example 2, an open cofferdam-free coral island reef reclamation system is the same as that of example 1, except that, as shown in fig. 6, when a sand extraction point needs to pass through the route of an offshore operation facility, the transportation system further comprises an underwater submerged pipe 8. The underwater submerged pipe 8 is arranged below the route of the overwater operation facility and between the floating pipeline and the shore pipe main pipe 6; the starting point of the underwater submerged pipe 8 and the final point of the underwater submerged pipe 8 are respectively provided with a steel buoy 9; the underwater submerged pipe 8 is provided with an anchor floating indication in an anchoring way. The underwater submerged pipe 8 is connected with the shore pipe main pipe 6 by a flange. It should be noted that: the length of the conveying system does not exceed 1500m, and if the length is more than 1500m, a pressurizing pump needs to be additionally arranged.

The underwater submerged pipe 8 is submerged by injecting water into the pipe to make the total weight of the pipeline greater than the total weight of the pipeline, and the floating is completed by removing the water in the pipe to make the total weight of the pipeline greater than the total weight of the pipeline. And anchoring and marking are carried out at two ends of the underwater submerged pipe 8.

The utility model discloses can effectively reduce the marine work volume of interim cofferdam and reduce risk and cost, reduce the drainage route simultaneously, through the fine coral sand of reasonable loss partly powder, avoid the accumulative total of fine particle, the fine particle is walked away to better row, and the mud content can obtain better control, improves land 4 shaping quality, and excellent in use effect. By controlling the key items in detail, the quality control is enhanced, the construction period delay caused by rework is avoided, and the aim of controlling the effect of the coral sand blowing and filling engineering can be finally achieved. The construction control technology has good effect and good popularization significance.

The above description is only for the preferred embodiment of the present invention, but the protection scope of the present invention is not limited thereto, and any changes or substitutions that can be considered by those skilled in the art within the technical scope of the present invention should be covered by the protection scope of the present invention.

Claims

1. Open type cofferdam-free coral sand island reef reclamation system, which is characterized in that: the hydraulic reclamation system comprises a cutter suction dredger (1), a conveying system, a port (2) to be hydraulically reclaimed and measuring equipment, wherein the port (2) to be hydraulically reclaimed is semicircular, and the port (2) to be hydraulically reclaimed is formed by enclosing a mud blocking curtain (3) and a land area (4); the upper part of the mud blocking curtain (3) floats on the sea surface, the lower part vertically floats downwards, and anchoring objects are arranged at the lower part of the mud blocking curtain (3) at intervals; the conveying system comprises a plastic floating pipe (5) and a steel structure shore pipe, the steel structure shore pipe comprises a shore pipe main pipe (6) and a branch pipe (7) arranged on one side of the shore pipe main pipe (6), and a ball valve flange is arranged at a connection node of the shore pipe main pipe (6) and the branch pipe (7); the tail end of the branch pipe (7) is arranged in the port (2) to be hydraulically filled; one end of the plastic floating pipe (5) is communicated with the ship plate of the cutter suction dredger (1) through a connecting pipe, and the other end of the plastic floating pipe (5) is communicated with the main pipe (6) of the shore pipe.

2. The open cofferdam-free coral island reef reclamation system as recited in claim 1, wherein there are two branch pipes (7); the distance between the tail ends of two adjacent branch pipes (7) is less than or equal to 50 m.

3. The open cofferdam-free coral island reef reclamation system as recited in claim 1, wherein the main shore pipe (6) is further provided with a flow meter and a sampling port.

4. The open cofferdam-free coral island reef reclamation system as recited in claim 1, wherein the distance between the anchors under the mud blocking curtain (3) is less than 20 m.

5. The open cofferdam-free coral island reef reclamation system as recited in claim 1, wherein the length of the conveyor system is 1500m or less.

6. The open cofferdam-free coral island reef reclamation system as recited in claim 1, wherein the plastic floating pipes (5) are flexibly connected.

7. The open cofferdam-free coral island reef reclamation system as recited in claim 1, wherein the diameter of the reclamation opening (2) to be reclaimed is 50m or less.

8. The open cofferdam-free coral island reef reclamation system as recited in claim 1, wherein the mud-blocking curtain (3) is made of a nylon cloth material.

9. The open cofferdam-free coral island reef reclamation system as recited in claim 1, wherein the transport system further comprises an underwater submerged pipe (8); the underwater submerged pipe (8) is arranged below the route of the water operation facility and between the floating pipeline and the shore pipe main pipe (6); the starting point of the underwater submerged pipe (8) and the final point of the underwater submerged pipe (8) are respectively provided with a steel buoy (9); an anchor mooring and floating indication is arranged in the underwater submerged pipe (8) in an anchoring mode.