CN218713690U - Sea drainage port structure suitable for sea drainage pipe - Google Patents

Abstract

The utility model belongs to the technical field of sea drainage facilities, and discloses a sea drainage opening structure suitable for sea drainage pipes, which comprises a foundation pit, a ballast block and a grid plate, wherein the ballast block is a cavity prefabricated body, thereby reducing the structural weight of the ballast block and reducing the lifting capacity requirement on an installation ship; the anchor block is provided with a U-shaped cavity and a rectangular cavity, the anchor block is arranged in the foundation pit and is located at the bottom of the foundation pit, the opening of the U-shaped cavity is upward, and after the sea drainage pipe is arranged in the U-shaped cavity and is abutted against the bottom of the U-shaped cavity, concrete is filled in the U-shaped cavity and the rectangular cavity to enable the sea drainage pipe and the anchor block to form an integral structure, so that the underwater weight of the anchor block is increased, the underwater stability is extremely high, the vibration at the water outlet of the sea drainage pipe is effectively inhibited, and the water flow at the water outlet is prevented from eroding the rear part of the anchor block; the grating plate is laid at the bottom of the foundation pit and is positioned in front of the anchor block and below the sea drainage pipe, and water flow discharged from the sea drainage pipe can fall in the laying range of the grating plate, so that the energy dissipation effect is achieved.

Description

Sea drainage port structure suitable for sea drainage pipe

Technical Field

The utility model relates to a sea drainage facility technical field especially relates to a sea drainage mouth structure suitable for sea drainage pipe.

Background

For a thermal power plant built at sea, the system is mainly cooled by seawater, and the seawater is discharged into the sea through a sea drainage open channel, a sea drainage box culvert, a sea drainage pipeline and the like after heat exchange is completed.

The sea discharge port of the sea discharge open channel is arranged on the boundary line between land and sea, the sea discharge port is in the form of extension of an open channel structure, slope protection structures such as stones on two sides of the sea discharge port are manufactured in a dry construction mode, and the sea discharge port is connected with a breakwater of a power plant. The sea drainage box culvert and the sea entrance drainage port thereof are limited by the difficulty of formation of dry construction conditions, the offshore distance of the sea drainage port is short, and the sea drainage box culvert are integrated by generally adopting a trumpet-shaped cast-in-place reinforced concrete structure. The installation of the sea drainage pipe and the sea drainage port adopts an underwater installation form, so that the dry construction method is not suitable for being adopted. The offshore distance of the sea drainage port for the sea drainage pipe is not limited, the requirement on environmental protection can be better met, but the sea drainage port is not completely designed, if the sea drainage port is in a horn-shaped reinforced concrete structure used by a sea drainage pipe culvert, the integral prefabricated weight is too large, the requirement on the lifting capacity of a crane ship is too high, and the economy is poor; if the prefabricated components are prefabricated and installed in blocks, the structure of the prefabricated components needs to be divided into a large number of prefabricated components with a large number of forms, the prefabricated components are difficult to be connected into a whole, and the stability and the constructability of the prefabricated components are poor.

For a thermal power plant adopting the sea drainage pipeline, a stable sea drainage port needs to be arranged at a discharge port of the thermal power plant for ensuring the stability of the sea drainage pipe, the sea drainage port needs to effectively prevent discharged circulating water from corroding peripheral seabed and pipelines behind the sea drainage port to protect backfill materials, the foundation stability of the sea drainage port and the sea drainage pipe and the integrity of the pipeline backfill materials are prevented from being damaged, and the service life is prolonged.

SUMMERY OF THE UTILITY MODEL

An object of the utility model is to provide a arrange sea chest structure suitable for arrange the sea pipe to solve the stable fixed problem of arranging sea chest department and arranging the sea pipe, satisfy the operation requirement.

To achieve the purpose, the utility model adopts the following technical proposal:

the utility model provides a arrange sea chest structure suitable for arrange sea pipe, include:

the foundation pit is arranged in front of the sea drainage port;

the anchor block is a cavity prefabricated body and is provided with a U-shaped cavity and a rectangular cavity, the rectangular cavity is arranged on two sides of the U-shaped cavity, the anchor block is arranged in the foundation pit and is located at the bottom of the foundation pit, the opening of the U-shaped cavity faces upwards, and after the marine drainage pipe is arranged in the U-shaped cavity and abuts against the bottom of the U-shaped cavity, concrete is filled in the U-shaped cavity and the rectangular cavity so that the marine drainage pipe and the anchor block form an integrated structure;

the grating plate is laid at the bottom of the foundation pit, is located in front of the anchor block and below the sea drainage pipe, and the water flow discharged by the sea drainage pipe can fall in the laying range of the grating plate.

Optionally, the foundation ditch is trapezoidal open shape is personally submitted for the cross section, the foundation ditch is followed anchor block department is the horn mouth form towards the sea area direction, first stone layer has all been laid to the bottom of foundation ditch and both sides domatic, the anchor block with the bottom is located to the grid plate on the first stone layer.

Optionally, a first crushed stone layer is laid on the surface of the first stone layer below the ballast block.

Optionally, be applicable to row's sea mouth structure of arranging sea pipe still includes pipeline backfill protection section, pipeline backfill protection section is located the anchor block rear can wrap up and fix arrange sea pipe.

Optionally, the pipeline is backfilled the protection section from the bottom up and is included and backfill the second rubble layer of laying, dry mix concrete layer and the second stone layer in proper order, the second rubble layer is higher than arrange the top of sea pipe, the top that the protection section was backfilled to the pipeline is not less than the top of anchor block.

Optionally, the land pier both sides with for the stone block between the domatic two sides of foundation ditch throws the filled area, the top in stone block throwing filled area is not less than the top of land pier.

Optionally, an original soil backfill area is arranged between two sides of the pipeline backfill protection section and slope surfaces of two sides of the foundation pit, the original soil backfill area is located behind the block stone throwing and filling area, and the top end of the original soil backfill area is not lower than the sea bed surface.

Optionally, a plurality of grid plates are arranged, and a plurality of rows of grid plates are arranged along the water flow direction of the sea drainage pipe; each grating plate is provided with a strip-shaped grating, and the strip-shaped grating is perpendicular to the water flow direction.

The utility model has the advantages that:

the utility model discloses a arrange sea mouth structure suitable for arranging sea pipe, through setting up the anchor block as the cavity prefabricated part, alleviateed the anchor block at structural weight, reduced the lifting capacity demand to the installation ship; install the anchor block and make anchor block and row's external pipe form wholly to the anchor block intussuseption concrete filling, increased the weight under water of anchor block, solved row's external pipe stable fixed problem, and stability is high under water, has effectively restrained the vibration of arranging external pipe delivery port department, also prevents the rivers erosion anchor block rear of delivery port department.

Drawings

Fig. 1 is a schematic overall structure diagram of a sea drainage port structure suitable for a sea drainage pipe of the present invention;

fig. 2 is a schematic structural diagram of a ballast in a sea drainage port structure suitable for a sea drainage pipe according to the present invention;

fig. 3 is a plan view of a sea drainage port structure suitable for a sea drainage pipe of the present invention;

fig. 4 is a schematic structural view of a longitudinal section along the water outlet direction of a sea drainage port structure suitable for a sea drainage pipe of the present invention;

fig. 5 is a schematic cross-sectional structure diagram of a ballast and its periphery in a sea drainage port structure suitable for a sea drainage pipe of the present invention;

fig. 6 is a schematic cross-sectional structure diagram of a pipeline backfill protection section and its periphery in a sea drainage port structure suitable for a sea drainage pipe of the present invention.

In the figure:

100. a sea drainage pipe; 200. a sea bed surface;

1. a foundation pit; 11. a first stone layer; 12. a first crushed stone layer;

2. carrying out pier rolling; 21. a U-shaped cavity; 22. a rectangular cavity; 3. a grid plate; 4. a pipeline backfill protection section; 41. a second crushed stone layer; 42. dry-mixing the concrete layer; 43. a second stone layer; 5. a block stone throwing and filling area; 6. and (5) backfilling the original soil.

Detailed Description

The present invention will be described in further detail with reference to the accompanying drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the invention and are not limiting of the invention. It should be further noted that, for the convenience of description, only some of the structures related to the present invention are shown in the drawings, not all of the structures.

In the description of the present invention, unless expressly stated or limited otherwise, the terms "connected," "connected," and "fixed" are to be construed broadly, e.g., as meaning permanently connected, detachably connected, or integral to one another; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art.

In the present disclosure, unless expressly stated or limited otherwise, the first feature "on" or "under" the second feature may comprise direct contact between the first and second features, or may comprise contact between the first and second features not directly. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.

In the description of the present embodiment, the terms "upper", "lower", "right", etc. are used in an orientation or positional relationship based on that shown in the drawings only for convenience of description and simplicity of operation, and do not indicate or imply that the device or element 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. Furthermore, the terms "first" and "second" are used only for descriptive purposes and are not intended to have a special meaning.

The utility model provides a arrange sea chest structure suitable for arrange the sea chest for solve arrange sea chest department and arrange sea chest 100 stable fixed problem, satisfy the operation requirement. As shown in fig. 1 and 2, the sea drainage opening structure suitable for the sea drainage pipe 100 comprises a foundation pit 1, a ballast 2 and a grating plate 3, wherein the foundation pit 1 is arranged in front of the sea drainage opening and is positioned in the sea drainage opening area; the anchor block 2 is a cavity prefabricated body, the anchor block 2 is provided with a U-shaped cavity 21 and a rectangular cavity 22, the rectangular cavity 22 is arranged on two sides of the U-shaped cavity 21, the anchor block 2 is arranged in the foundation pit 1 and is located at the bottom of the foundation pit 1, the opening of the U-shaped cavity 21 faces upwards, and after the marine drainage pipe 100 is arranged in the U-shaped cavity 21 and abuts against the bottom of the U-shaped cavity 21, concrete is filled in the U-shaped cavity 21 and the rectangular cavity 22 so that the marine drainage pipe 100 and the anchor block 2 form an integral structure; the grating plate 3 is laid at the bottom of the foundation pit 1, is located in front of the anchor block 2 and below the sea drainage pipe 100, and the water flow discharged from the sea drainage pipe 100 can fall in the laying range of the grating plate 3.

It can be understood that the utility model discloses a arrange extra large mouth structure suitable for arrange extra large pipe 100 through setting up anchor 2 into the cavity prefabricated part, for cavity formula reinforced concrete prefabricated part usually, has alleviateed anchor 2 at structural weight, has reduced the lifting capacity demand to the installation ship, and the transport degree of difficulty of anchor 2 reduces. Install anchor 2 after, arrange submarine pipeline 100 in U type cavity 21 again to pack the concrete and make anchor 2 and submarine pipeline 100 form wholly in 2 intussuseptions of anchor, anchor 2 and submarine pipeline 100 of a body structure have increased anchor 2's weight under water, have solved submarine pipeline 100's stable fixed problem, and stability is high under water, have effectively restrained the vibration of submarine pipeline 100 delivery port department, also prevent that the rivers of delivery port department from corroding anchor 2 rear. It should be noted that, the quantity of U type cavity 21 is according to prefabricated a plurality ofly such as required row's marine pipe 100 quantity and foundation ditch 1 size, and a plurality of U type cavities 21 intervals set up, and rectangle cavity 22 symmetry sets up in the both sides of U type cavity 21, and anchor 2 falls into foundation ditch 1 inside back, pours into the concrete in order to fix row's marine pipe 100 into U type cavity 21, pours into the concrete in order to increase anchor 2's whole weight into rectangle cavity 22, improves the steadiness. The grid plate 3 serves to dissipate the energy of the water flow at the outlet of the marine discharging pipe 100.

Optionally, foundation ditch 1 is trapezoidal open shape for the cross section personally submits, and foundation ditch 1 is the horn mouth form from anchor 2 towards the sea area direction, and first stone layer 11 has all been laid to the bottom of foundation ditch 1 and both sides domatic, and anchor 2 and grid plate 3 locate on the first stone layer 11 of bottom.

Like figure 1, foundation ditch 1 is trapezoidal cross-section, and the minor face is the end, and the long limit is the top, combines figure 3, and foundation ditch 1 is the horn mouth form from anchor block 2 towards sea area one side, like figure 3-4, and first stone layer 11 is all laid to the bottom of foundation ditch 1 and the domatic both sides, and first stone layer 11 is the riprap layer, does benefit to the bottom stability of reinforcing foundation ditch 1. Preferably, the first stone layer 11 at the bottom of the ballast 2 is formed by throwing and filling 150Kg or so of stone blocks with the thickness of more than 500 mm; the place outside the anchor block 2, including grating 3 below and the part of keeping away from grating 3, 100-300 Kg's piece stone is thrown and is filled out with domatic the choosing for use in 1 bottom of foundation ditch and both sides, and behind grating 3 was laid to 1 bottom of foundation ditch, grating 3 laid on first stone layer 11 and with the same surface that forms unanimous of the height of the first stone layer 11 of the rest part, the maximum thickness of first stone layer 11 is 800mm.

Optionally, a first stone layer 12 is laid on the surface of the first stone layer 11 below the ballast 2.

As shown in fig. 4 and 5, a first gravel layer 12 is laid on the surface of the first gravel layer 11, the size of the gravel used for the first gravel layer 12 is smaller than that of the stones of the first gravel layer 11, and the thickness of the first gravel layer 12 is preferably 300mm, so as to further level the bottom of the foundation pit 1, so that the ballast 2 can be stably and flatly fixed.

Optionally, the sea chest structure suitable for the sea chest further comprises a pipeline backfill protecting section 4, wherein the pipeline backfill protecting section 4 is positioned behind the anchor block 2 and can wrap and fix the sea chest 100.

As shown in fig. 1 and 3, the pipeline backfill protecting section 4 is a backfill region, and during construction, the pipeline backfill protecting section 4 is arranged after the anchor blocks 2 are poured and fixed. Set up pipeline backfill protection section 4 and do benefit to further fix the pipeline section of arranging marine pipe 100 to the part of anchor 2 rear to 4 the place ahead of pipeline backfill protection section are connected with 2 backs offsets of anchor, and pipeline backfill protection section 4 can further strengthen anchor 2's steadiness, do benefit to the axial drainage direction of ensureing row marine pipe 100.

Optionally, the pipeline backfill protection section 4 comprises a second gravel layer 41, a dry-mixed concrete layer 42 and a second stone layer 43 which are backfilled and laid in sequence from bottom to top, the second gravel layer 41 is higher than the top end of the sea drainage pipe 100, and the top end of the pipeline backfill protection section 4 is not lower than the top end of the anchor block 2.

As shown in fig. 4, in this embodiment, the second gravel layer 41 may be made of gravel with the same size as the first gravel layer 12, generally 40-60mm gravel, the deformation modulus of the second gravel layer 41 is not less than 40Mpa, and the laying or dumping height of the second gravel layer 41 is higher than that of the marine discharging pipe 100, so as to fix the marine discharging pipe 100 and ensure that the marine discharging pipe 100 is stressed uniformly in the circumferential direction, thereby protecting the marine discharging pipe 100. The top of the second crushed stone layer 41 is a bagged dry-mix concrete layer 42 with a thickness of 0.3m. 250-300Kg of stones are thrown and filled into the second stone layer 43 on the surface, the thickness is 1.0m, the second stone layers 43 on the two sides are thrown and filled on the two sides, and the final surface height is consistent with the height of the anchor block 2.

Optionally, a block stone dumping and filling area 5 is arranged between two sides of the anchor pier 2 and the slope surfaces of two sides of the foundation pit 1, and the top end of the block stone dumping and filling area 5 is not lower than the top end of the anchor pier 2.

As shown in fig. 5, since the foundation pit 1 has a trapezoidal section with its bottom facing upward, the ballast 2 is filled in the gap between the foundation pit 1 and the ballast 2 through the block stone dumping and filling area 5, which is favorable for stabilizing the ballast 2. In this embodiment, the slope of the two side slopes of the foundation pit 1 is 1, and 100-300Kg of stones are gradually filled in the area with the same width as the anchor 2 on the two sides of the anchor 2, and the compressive strength is not lower than MU30. The height of the rubble dumping area 5 is not lower than the height of the ballast 2, so that the rear and two sides of the ballast 2 within the full height range can be reinforced together with the pipeline backfilling protection section 4.

Optionally, an original soil backfilling area 6 is arranged between two sides of the pipeline backfilling protection section 4 and slope surfaces of two sides of the foundation pit 1, the original soil backfilling area 6 is located behind the block stone throwing and filling area 5, and the top end of the original soil backfilling area 6 is not lower than the seabed surface 200.

As shown in fig. 6, in the gaps between the two sides of the pipeline backfill protection section 4 and the slope surfaces at the two sides of the foundation pit 1, the original soil is filled and reinforced in a backfilling mode, the original soil material is fully utilized, the pipeline backfill protection section 4 is reinforced, and the block stone backfill areas 5 at the two sides of the anchor block 2 are supported. During construction, the rock throwing and filling area 5 is constructed to be convenient for maintaining the basic shape, and then the original soil backfilling area 6 is constructed to be backfilled behind the rock throwing and filling area 5 to support the rock throwing and filling area 5.

Optionally, there are a plurality of grid plates 3, and the plurality of grid plates 3 are arranged in a plurality of rows along the water flow direction of the sea drainage pipe 100; each grating plate 3 has a strip-shaped grating, which is arranged perpendicular to the water flow direction.

As shown in fig. 1, a plurality of grid plates 3 are firstly laid in a row along the width direction of a foundation pit 1, then a plurality of rows of grid areas forming a plane are sequentially arranged along the water flow direction of a water blowing port of a sea drainage pipe 100, the grid plates 3 are arranged above a first stone layer 11 at the bottom of the foundation pit 1, the water flow of the sea drainage port can be prevented from eroding a foundation bed, and meanwhile, the grid direction is perpendicular to the water flow direction, so that the energy dissipation effect can be achieved.

It is obvious that the above embodiments of the present invention are only examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. Numerous obvious variations, rearrangements and substitutions will now occur to those skilled in the art without departing from the scope of the invention. And are neither required nor exhaustive of all embodiments. Any modification, equivalent replacement or improvement made within the spirit and principle of the present invention should be included in the protection scope of the claims of the present invention.

Claims (8)

1. A row's sea mouth structure suitable for row's sea pipe, its characterized in that includes:

the foundation pit (1) is arranged in front of the sea drainage port;

the anchor block (2) is a cavity prefabricated body, the anchor block (2) is provided with a U-shaped cavity (21) and a rectangular cavity (22), the rectangular cavity (22) is arranged on two sides of the U-shaped cavity (21), the anchor block (2) is arranged in a foundation pit (1) and is located at the bottom of the foundation pit (1), the opening of the U-shaped cavity (21) faces upwards, and after a sea drainage pipe (100) is arranged in the U-shaped cavity (21) and abuts against the bottom of the U-shaped cavity (21), concrete is filled in the U-shaped cavity (21) and the rectangular cavity (22) so that the sea drainage pipe (100) and the anchor block (2) form an integrated structure;

grid plate (3), lay in grid plate (3) foundation ditch (1) bottom is located the place ahead of anchor block (2) and the below of arranging sea pipe (100), follow arrange sea pipe (100) exhaust rivers can fall in the range of laying of grid plate (3).

2. The sea chest structure suitable for sea chest of claim 1, characterized in that, foundation ditch (1) is trapezoidal open shape for the cross section, foundation ditch (1) is followed anchor block (2) is towards sea area direction and is the horn mouth form, the bottom and the both sides domatic of foundation ditch (1) are all laid first stone layer (11), anchor block (2) with grating board (3) are located on the first stone layer (11) of bottom.

3. The seaport structure suitable for a sea going pipe according to claim 2, characterized in that the surface of the first stone layer (11) below the ballast (2) is laid with a first stone layer (12).

4. The seaport structure suitable for a sea going pipe according to claim 2, further comprising a pipeline backfill protecting section (4), the pipeline backfill protecting section (4) is located behind the ballast (2) and can wrap and fix the sea going pipe (100).

5. The sea chest structure suitable for sea chest of claim 4, characterized in that, pipeline backfill protection section (4) is including backfilling second rubble layer (41), dry-mixed concrete layer (42) and the second stone layer (43) laid in proper order from the bottom up, second rubble layer (41) is higher than the top of sea chest (100), the top of pipeline backfill protection section (4) is not lower than the top of anchor pier (2).

6. The sea chest structure suitable for sea pipes of claim 4, characterized in that a rubble dumping area (5) is arranged between two sides of the anchor pier (2) and two side slopes of the foundation pit (1), and the top end of the rubble dumping area (5) is not lower than the top end of the anchor pier (2).

7. The sea drainage port structure suitable for sea drainage pipes as claimed in claim 6, wherein an original soil backfill region (6) is arranged between two sides of the pipeline backfill protection section (4) and two side slopes of the foundation pit (1), the original soil backfill region (6) is positioned behind the block stone throwing and filling region (5), and the top end of the original soil backfill region (6) is not lower than a sea bed surface (200).

8. The marine discharging port structure for the marine discharging pipe according to claim 1, wherein the grid plate (3) is provided in plurality, and the plurality of grid plates (3) are provided in a plurality of rows in a water flow direction of the marine discharging pipe (100); each grating plate (3) is provided with a strip-shaped grating, and the strip-shaped grating is perpendicular to the water flow direction.

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