CN107090802A - A kind of construction method of batardeau on the sea closure - Google Patents
A kind of construction method of batardeau on the sea closure Download PDFInfo
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- CN107090802A CN107090802A CN201710302032.0A CN201710302032A CN107090802A CN 107090802 A CN107090802 A CN 107090802A CN 201710302032 A CN201710302032 A CN 201710302032A CN 107090802 A CN107090802 A CN 107090802A
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- 238000010276 construction Methods 0.000 title claims abstract description 47
- 239000004575 stone Substances 0.000 claims abstract description 36
- 230000006835 compression Effects 0.000 claims abstract description 25
- 238000007906 compression Methods 0.000 claims abstract description 25
- 238000000034 method Methods 0.000 claims abstract description 15
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 12
- 239000010410 layer Substances 0.000 claims description 12
- 239000002344 surface layer Substances 0.000 claims description 9
- 241001530613 Horminum pyrenaicum Species 0.000 claims description 7
- 238000005422 blasting Methods 0.000 claims description 7
- 229910052742 iron Inorganic materials 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 5
- 238000005056 compaction Methods 0.000 claims description 2
- 239000011435 rock Substances 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 4
- 239000002689 soil Substances 0.000 abstract description 4
- 239000002360 explosive Substances 0.000 abstract 2
- 238000009991 scouring Methods 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 230000003628 erosive effect Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000013535 sea water Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Revetment (AREA)
Abstract
The invention discloses a kind of construction method of batardeau on the sea closure, comprise the following steps：Longkou addressing, the determination for block stone specification of jettisoninging, closure gap, once increase mouth door ground sill, Longkou compression, compression section embankment reinforce, it is secondary increase mouth door ground sill, Longkou closure and Longkou embankment reinforce.When once being increased mouth door ground sill method is blocked up using flat；When carrying out Longkou compression method is blocked up using vertical；It is compressed when section embankment is reinforced and uses explosive replacement；Carry out it is secondary when increasing mouth door ground sill again using flat stifled method；Method is blocked up when carrying out Longkou closure using vertical again；Carry out also using explosive replacement when Longkou embankment is reinforced.The construction method of the batardeau on the sea closure of the present invention, has effectively ensured engineering level, and easy construction, effect are good, easy to operate, effectively reduce Longkou bedding and wash away, the control soil body is lost in.
Description
Technical Field
The invention relates to a construction method for closing an offshore dike.
Background
The closure construction of the dike is the most important, the most difficult and the most risky stage in the construction of the seawall of the sea reclamation engineering. In the embankment project, closure of the closure opening is a construction link directly related to the quality of the whole project. Uncertain factors are numerous in closure construction, and hydrological weather is variable, so that the closure construction has huge risks; the hydraulic conditions faced during closure are the worst in the whole seawall construction, the water level drop at the opening door is large, the flow velocity is large, and the water flow condition is very complex. The closure plugging construction needs to finish a large amount of material throwing work in a short time, the field operation surface is very narrow, the working surface is few, and the requirements on the specification of throwing fillers, the capacity of construction machines and tools, the construction organization management and the like are high.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a construction method of an offshore dike closure, which effectively guarantees the engineering level, has convenient construction, good effect and easy operation, effectively reduces the scouring of a closure bed and controls the loss of soil.
The purpose of the invention is realized as follows: a construction method of an offshore dyke closure comprises the following steps: the method comprises the following steps of (1) positioning a closure gap, determining specification of a cast stone, protecting a closure gap bottom, adding a door sill with a high opening at one time, compressing the closure gap, reinforcing a compression section embankment, adding a door sill with a high opening at the second time, closing the closure gap and reinforcing the closure gap embankment; wherein,
when the step of carrying out the dragon mouth site selection is carried out, a road section with the length of a mouth door being L, the bottom being a mud surface layer and the elevation being 0 to +0.5m is selected as the dragon mouth, the thickness of the mud surface layer is 10m, and a pebble layer is arranged below the mud surface layer;
when the specification of the thrown block stone is determined, the diameter of a single spherical block stone is calculated to be 0.659m according to the impact-resistant stable critical flow rate of the single thrown block stone on the rockfill body of the cut-off dike, and the weight of the single spherical block stone is not less than 400 kg;
when the bottom protection step of the closure opening is carried out, the length of the opening door is kept to be L, and sea throwing is adopted, namely, a 2000-3000 t iron barge is used for throwing and filling 200-500 kg of block stones, so that the protection bottom is heightened to be +3m, the width of the bottom of the protection bottom is 10m, and the width of the top of the protection bottom is 6 m;
when the step of heightening the bottom threshold of the port door is carried out for the first time, the leveling plug is thrown on land in a low tide period, the length of the port door is kept to be L, the barge is docked at two ends of the port door in a high tide, a loader is used for propelling a riprap leveling plug from two ends of the port door to the middle of the port door to be heightened by taking a low tide, the specification of riprap materials is larger than 400kg, the height of the bottom threshold of the port door is increased to +4m, and the width of the top of the bottom threshold of the port door is kept at 6 m;
when the step of dragon mouth compression is carried out, a ferry barge is parked at two ends of a port door with the length of L by a high tide, a loader is utilized to push the unloading vertical plug from the two ends to the middle, the length of the port door is compressed to 1/2L from L, embankments with the length of 1/4L at the two ends of the port door are heightened to +7.5m, and the width of the two sections of embankments is 6 m; the dykes at the two ends are protected by block stones of more than 500 kg;
when the compression section embankment reinforcing step is carried out, firstly, a barge is adopted for loading, the embankment is transported to the side of an embankment by sea, the compression section embankment with the length of 1/4L at the two ends of a port door is heightened to +9.5m, the two compression section embankments are widened to the top width of 10m, and then blasting compaction is adopted to enable the two compression section embankments to fall to the bottom of a pebble layer;
when the step of heightening the entrance sill for the second time is carried out, the length of the entrance is maintained to be 1/2L, the barge is parked at two ends of the entrance with the length of 1/2L, riprap is pushed from two ends to the middle by a loader to be leveled and heightened, the entrance sill is heightened to be +5m, and the width of the top of the entrance sill is kept at 6 m;
when the step of closing the opening is carried out, the iron barge is parked at two ends of a port door with the length of 1/2L by taking the climax, the loading machine is used for pushing the unloading vertical plug from the two ends to the middle, the length of the port door is compressed from 1/2L to close the opening, the elevation of a port door embankment with the length of 1/2L is increased to +7.5m, and the width of the port door embankment is 6 m;
when the step of reinforcing the closure embankment is carried out, ship-transported stone land throwing is immediately adopted after closure of the closure, the portal embankment is heightened to +9.5m, the portal embankment is widened to 10m of top width, and first blasting and silt squeezing of the section of the embankment are timely completed, so that the embankment falls to the bottom of the pebble layer.
Before the step of protecting the bottom of the closure opening, the embankment with the length of 1/3L at the two ends of the closure opening is subjected to blasting and silt squeezing at least once, and the embankment heads at the two sides of the closure opening are subjected to anti-scour protection by adopting a method of throwing more than 500kg of block stones by a ship.
According to the construction method of the sea dyke closure, when the step of heightening the threshold is carried out for one time, construction is carried out at each low-tide-level time, and the construction time is 5-6 hours.
According to the construction method of the offshore dyke closure, the closure step is carried out at the full tide time.
The construction method of the sea dyke closure of the invention adopts the method of combining flat plug and vertical plug and adopts the method of closing after necking, so that the closure is firstly reduced by half, which is beneficial to preventing the scouring of the downstream foundation, thereby ensuring the stability of the dyke head, and then closing, simplifying the preparation work of closure, thereby winning time, saving investment and ensuring the stability of the dyke head. The construction method of the invention effectively guarantees the engineering level, has convenient construction, good effect and easy operation, effectively reduces the erosion of the closure bed and controls the loss of soil.
Drawings
FIG. 1 is a flow chart of the construction method of the sea dyke closure of the invention;
FIG. 2 is a cross-sectional view of the bottom protection after the step of protecting the closure bottom according to the construction method of the present invention;
FIG. 3 is a longitudinal sectional view of the closure after the closure bottom protecting step in the construction method of the present invention;
FIG. 4 is a cross-sectional view of the back doorsill after a step of heightening the doorsill at one time in the construction method of the present invention;
FIG. 5 is a longitudinal sectional view of the closure after the step of heightening the sill of the doorway is performed for one time in the construction method of the present invention;
FIG. 6 is a cross-sectional view of the dike body after a closure compression step is performed in the construction method of the present invention;
FIG. 7 is a longitudinal sectional view of the closure after the closure compression step in the construction method of the present invention;
fig. 8 is a cross-sectional view of the embankment body after the embankment reinforcing step of the compression section is performed in the construction method of the present invention;
FIG. 9 is a longitudinal sectional view of the closure after the step of consolidating the embankment at the compression section in the construction method of the present invention;
FIG. 10 is a cross-sectional view of the back doorsill after the step of heightening the doorsill twice in the construction method of the present invention;
FIG. 11 is a longitudinal sectional view of the closure after the step of heightening the sill of the doorway twice in the construction method of the present invention;
FIG. 12 is a cross-sectional view of the closure after the closure closing step in the construction method of the present invention;
FIG. 13 is a longitudinal sectional view of the closure after the closure closing step in the construction method of the present invention;
fig. 14 is a cross-sectional view of the closure after the step of reinforcing the closure embankment in the construction method of the present invention.
Detailed Description
The invention will be further explained with reference to the drawings.
Referring to fig. 1 to 14, the method for constructing an offshore dyke closure according to the present invention includes the following steps: the method comprises the following steps of positioning a closure gap, determining the specification of a cast stone, protecting the closure gap, adding a sill at a primary heightening port, compressing the closure gap, reinforcing a compression section embankment, adding the sill at a secondary heightening port, closing the closure gap and reinforcing the closure gap embankment.
When the step of the location of the closure opening is carried out, a road section with the length L of 300m, the bottom of a mud surface layer and the elevation of 0 to +0.5m is selected as the closure opening, the thickness of the mud surface layer is 10m, and a pebble layer is arranged below the mud surface layer.
When the specification of the thrown block stone is determined, calculating the diameter D of a single spherical block stone to be 0.659m and the weight to be not less than 400kg according to the impact-resistant stable critical flow rate of the single thrown block stone on the rockfill body of the cut-off dike; the specific calculation formula is as follows:
in the formula: kCFor stability factor, the diameter of the cushion layer block stone is preferably 0.7-1.0 when smaller than that of the block stone thrown on the cushion layer block stone, the diameter of the cushion layer block stone is preferably 1.0-1.2 when larger than or equal to that of the thrown block stone, and the strip bodies such as a reinforcement cage are preferably 1.0;
g is gravity acceleration (m/s)2) Should be 9.8m/s2；
γsIs the weight of the projectile (kN/m)3) For granite block stone, 26kN/m can be taken3；
γ0Is the seawater severity (kN/m)3) It may take 10kN/m3～10.3kN/m3；
D is the equivalent diameter (m) of the lump stone converted according to the spherical body;
-the rockfill repose angle (°) is taken according to engineering experience;
α -the angle of inclination (degree) of the bed course of the riprap body can be taken to be less than the angle of repose of the riprap body according to engineering experience, i.e. the angle of inclination (degree)
The maximum flow velocity value in the process of the engineering plugging is 4.437m/s, and the corresponding weight of the rock block is calculated as follows:
d0.659 m, radius R D/2 0.3295m
Weight of spherical lump stone 0.1498m3×2.6t/m3＝0.3895t≈400kg
Therefore, the weight of the closed-line cast stone is required to be not less than 400 kg.
When the longkou bottom protection step is carried out, keeping the length L of a port door to be 300m, adopting sea throwing, namely adopting a 2000-3000 t iron barge to throw and fill 200-500 kg of block stones, enabling the iron barge to enter the throwing and filling positions of embankments at two ends of the port door by virtue of high tide, positioning a ship vertical to the axis of the embankment, throwing stones to a preset position by utilizing a loader, enabling the bottom protection to be lifted horizontally and uniformly, enabling the bottom protection to be raised to +3m, enabling the cross section of the bottom protection to be trapezoidal, enabling the width of the bottom protection to be 10m, and enabling the width of the top of the bottom protection to be 6 m; before the closure bottom protection, the embankment with the length of 1/3L (100 m) at both ends of the closure is blasted and silted at least once, and the embankment at both sides of the closure is protected against scouring by a method of throwing more than 500kg of block stones by a ship.
When the step of heightening the sill at the entrance is carried out for one time, construction is carried out at each low-tide level time, the construction time is 5-6 hours, and flat blocking is thrown on land at the low-tide level time; the length of the portal is maintained to be 300m, the barge is docked at two ends of the portal when in high tide, riprap leveling and blocking are pushed from two ends of the portal to the middle by a loader to be heightened when in low tide, the specification of riprap is more than 400kg, the portal sill is heightened to be +4m, and the width of the top of the portal sill is kept to be 6 m.
When the dragon mouth compression step is carried out, a ferry ship is parked at the two ends of a gate with the length L being 300m by a high tide, a loader is used for pushing the discharging vertical plug from the two ends to the middle, the gate length is compressed from L being 300m to 1/2L being 150m, embankments with the length of 1/4L being 75m at the two ends of the gate are heightened to +7.5m, and the width of the two sections of embankments is 6 m; the dykes at the two ends are protected by block stones of more than 500 kg.
When the step of reinforcing the compression section embankment is carried out, a barge is adopted for loading materials, the materials are transported to the side of the embankment by sea, the compression section embankment with the length of 1/4L (75 m) at the two ends of the port door is heightened to +9.5m, the two compression section embankments are widened to the top width of 10m, and then blasting and silt squeezing are adopted to enable the two compression section embankments to fall to the bottom of the pebble layer.
When the step of heightening the entrance sill for the second time is carried out, the length of the entrance is maintained to be 1/2L-150 m, the refuge ship is parked at the two ends of the entrance with the length of 1/2L-150 m by the high tide, riprap is pushed from the two ends to the middle by a loader to be leveled and heightened, the entrance sill is heightened to be +5m, and the width of the top of the entrance sill is maintained to be 6 m.
When the closure step is carried out, construction is carried out at the full tide section, a railway barge is parked at two ends of a port door with the length of 1/2L-150 m by a high tide, a loader is utilized to push the discharging vertical plug from the two ends to the middle, the length of the port door is compressed from 1/2L-150 m to the closure, the closure of the closure is completed, the height of the port door embankment with the length of 1/2L-150 m is increased to +7.5m, and the width of the port door embankment is 6 m.
When the step of reinforcing the closure embankment is carried out, ship-transported stone land throwing is immediately adopted after closure of the closure, the portal embankment is heightened to +9.5m, the portal embankment is widened to 10m of top width, and first blasting and silt squeezing of the section of the embankment are timely completed, so that the embankment falls to the bottom of the pebble layer.
The construction method of the invention effectively guarantees the engineering level, has convenient construction, good effect and easy operation, effectively reduces the erosion of the closure bed and controls the loss of soil.
The above embodiments are provided only for illustrating the present invention and not for limiting the present invention, and those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and therefore all equivalent technical solutions should also fall within the scope of the present invention, and should be defined by the claims.
Claims (4)
1. A construction method of an offshore dyke closure is characterized by comprising the following steps: the method comprises the following steps of (1) positioning a closure gap, determining specification of a cast stone, protecting a closure gap bottom, adding a door sill with a high opening at one time, compressing the closure gap, reinforcing a compression section embankment, adding a door sill with a high opening at the second time, closing the closure gap and reinforcing the closure gap embankment;
when the step of carrying out the dragon mouth site selection is carried out, a road section with the length of a mouth door being L, the bottom being a mud surface layer and the elevation being 0 to +0.5m is selected as the dragon mouth, the thickness of the mud surface layer is 10m, and a pebble layer is arranged below the mud surface layer;
when the specification of the thrown block stone is determined, the diameter of a single spherical block stone is calculated to be 0.659m according to the impact-resistant stable critical flow rate of the single thrown block stone on the rockfill body of the cut-off dike, and the weight of the single spherical block stone is not less than 400 kg;
when the bottom protection step of the closure opening is carried out, the length of the opening door is kept to be L, and sea throwing is adopted, namely, a 2000-3000 t iron barge is used for throwing and filling 200-500 kg of block stones, so that the protection bottom is heightened to be +3m, the width of the bottom of the protection bottom is 10m, and the width of the top of the protection bottom is 6 m;
when the step of heightening the bottom threshold of the port door is carried out for the first time, the leveling plug is thrown on land in a low tide period, the length of the port door is kept to be L, the barge is docked at two ends of the port door in a high tide, a loader is used for propelling a riprap leveling plug from two ends of the port door to the middle of the port door to be heightened by taking a low tide, the specification of riprap materials is larger than 400kg, the height of the bottom threshold of the port door is increased to +4m, and the width of the top of the bottom threshold of the port door is kept at 6 m;
when the step of dragon mouth compression is carried out, a ferry barge is parked at two ends of a port door with the length of L by a high tide, a loader is utilized to push the unloading vertical plug from the two ends to the middle, the length of the port door is compressed to 1/2L from L, embankments with the length of 1/4L at the two ends of the port door are heightened to +7.5m, and the width of the two sections of embankments is 6 m; the dykes at the two ends are protected by block stones of more than 500 kg;
when the compression section embankment reinforcing step is carried out, firstly, a barge is adopted for loading, the embankment is transported to the side of an embankment by sea, the compression section embankment with the length of 1/4L at the two ends of a port door is heightened to +9.5m, the two compression section embankments are widened to the top width of 10m, and then blasting compaction is adopted to enable the two compression section embankments to fall to the bottom of a pebble layer;
when the step of heightening the entrance sill for the second time is carried out, the length of the entrance is maintained to be 1/2L, the barge is parked at two ends of the entrance with the length of 1/2L, riprap is pushed from two ends to the middle by a loader to be leveled and heightened, the entrance sill is heightened to be +5m, and the width of the top of the entrance sill is kept at 6 m;
when the step of closing the opening is carried out, the iron barge is parked at two ends of a port door with the length of 1/2L by taking the climax, the loading machine is used for pushing the unloading vertical plug from the two ends to the middle, the length of the port door is compressed from 1/2L to close the opening, the elevation of a port door embankment with the length of 1/2L is increased to +7.5m, and the width of the port door embankment is 6 m;
when the step of reinforcing the closure embankment is carried out, ship-transported stone land throwing is immediately adopted after closure of the closure, the portal embankment is heightened to +9.5m, the portal embankment is widened to 10m of top width, and first blasting and silt squeezing of the section of the embankment are timely completed, so that the embankment falls to the bottom of the pebble layer.
2. The construction method of the sea dyke closing according to claim 1, characterized in that before the step of protecting the bottom of the closure opening, the embankment with the length of 1/3L at both ends of the closure opening is blasted and silted at least once, and the embankment heads at both sides of the closure opening are protected against scour by a method of throwing more than 500kg of rock blocks by a ship.
3. The construction method of the offshore dyke closure according to claim 1, wherein the step of heightening the sill at the entrance is performed at every low tide level for 5-6 hours.
4. The method for constructing sea dyke closure according to claim 1, wherein the closure step is carried out at full tide.
Priority Applications (1)
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| CN201710302032.0A CN107090802A (en) | 2017-05-02 | 2017-05-02 | A kind of construction method of batardeau on the sea closure |
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| CN201710302032.0A CN107090802A (en) | 2017-05-02 | 2017-05-02 | A kind of construction method of batardeau on the sea closure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108517835A (en) * | 2018-06-08 | 2018-09-11 | 长江南京航道工程局 | A kind of the protection structure and its closure method of unconventional storage capacity corral sea wall list Longkou |
| CN109975523A (en) * | 2019-04-29 | 2019-07-05 | 华侨大学 | A kind of compacting mud by explosion mudstone mixed layer engineering properties prediction technique |
| CN112900353A (en) * | 2021-01-22 | 2021-06-04 | 长江勘测规划设计研究有限责任公司 | River channel intercepting method and arrangement structure thereof |
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| CN102619194A (en) * | 2012-04-17 | 2012-08-01 | 上海市水利工程设计研究院 | Method for closure of high-flow-rate closure gap by riprapping and frames used in method |
| CN104711952A (en) * | 2013-12-13 | 2015-06-17 | 上海勘测设计研究院 | Closure gap protection structure applied to deep beach enclosure and closure method for closure gap protection structure |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108517835A (en) * | 2018-06-08 | 2018-09-11 | 长江南京航道工程局 | A kind of the protection structure and its closure method of unconventional storage capacity corral sea wall list Longkou |
| CN109975523A (en) * | 2019-04-29 | 2019-07-05 | 华侨大学 | A kind of compacting mud by explosion mudstone mixed layer engineering properties prediction technique |
| CN109975523B (en) * | 2019-04-29 | 2021-06-29 | 华侨大学 | Method for predicting engineering property of explosive silt-squeezing mixed layer |
| CN112900353A (en) * | 2021-01-22 | 2021-06-04 | 长江勘测规划设计研究有限责任公司 | River channel intercepting method and arrangement structure thereof |
| CN112900353B (en) * | 2021-01-22 | 2021-10-15 | 长江勘测规划设计研究有限责任公司 | River channel intercepting method and arrangement structure thereof |
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