CN217298784U - Water system ditch dam system newly filled in hydraulic filling land area - Google Patents
Water system ditch dam system newly filled in hydraulic filling land area Download PDFInfo
- Publication number
- CN217298784U CN217298784U CN202221302303.5U CN202221302303U CN217298784U CN 217298784 U CN217298784 U CN 217298784U CN 202221302303 U CN202221302303 U CN 202221302303U CN 217298784 U CN217298784 U CN 217298784U
- Authority
- CN
- China
- Prior art keywords
- dam
- filled
- land area
- stage
- dams
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 35
- 239000010802 sludge Substances 0.000 claims description 31
- 230000001681 protective effect Effects 0.000 claims description 23
- 239000002689 soil Substances 0.000 claims description 11
- 238000004891 communication Methods 0.000 claims description 6
- 235000008331 Pinus X rigitaeda Nutrition 0.000 claims description 5
- 235000011613 Pinus brutia Nutrition 0.000 claims description 5
- 241000018646 Pinus brutia Species 0.000 claims description 5
- 239000002023 wood Substances 0.000 claims description 2
- 238000007664 blowing Methods 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 18
- 238000000034 method Methods 0.000 description 8
- 230000002262 irrigation Effects 0.000 description 6
- 238000003973 irrigation Methods 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 4
- 238000011161 development Methods 0.000 description 4
- 238000004062 sedimentation Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000005429 filling process Methods 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 238000007605 air drying Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000010169 landfilling Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
Images
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
Landscapes
- Revetment (AREA)
Abstract
The utility model discloses a water system ditch dam system filled in a new hydraulic reclamation land area, which comprises a water system ditch and multi-stage dams filled at two sides of the water system ditch, wherein the multi-stage dams are all filled above a bearing layer of the new hydraulic reclamation land area; the multistage dikes comprise a first-stage dike with an isosceles trapezoid cross section and a plurality of stages of dikes arranged on the outer side of the first-stage dike in sequence, wherein the dikes on the outer side of the multistage dikes cover part or all of the outer side surface of the dikes on the inner side, and the multistage dikes are gradually increased from inside to outside; a plurality of anti-slide piles are arranged in a dam crest platform of the multi-stage dam, the anti-slide piles are arranged in a double-row pile dislocation mode, and pile tips arranged at the lower ends of the anti-slide piles penetrate into a holding layer of a new hydraulic fill land area. The utility model discloses a water system ditch dam system newly filled in hydraulic fill land area, which has simple structure, large dam bearing capacity, good stability and difficult collapse and overturn; and the ditch is difficult to back silting, and construction cost is low, and the efficiency of construction is high, safe and reliable.
Description
Technical Field
The utility model relates to a new hydraulic reclamation land area river system communication engineering construction technical field specifically is a river system irrigation canals and ditches dam system that new hydraulic reclamation land area was filled.
Background
A cutter suction dredger is generally adopted in large river and lake dredging construction, excavated sludge is conveyed into a built sludge discharge field through a sludge discharge pipeline to form a hydraulic filling area, surface water is drained after sludge is stably precipitated, and a saturated soil body formed by the precipitated sludge can be developed and utilized by a machine after being subjected to drainage consolidation for many years and natural air drying under the action of self-weight stress. With the rapid development of economy, the national soil space planning is continuously changed according to the needs of economic development, land development, construction and utilization are extremely difficult to carry out in a new hydraulic fill land area formed by high-water-content sludge which is only drained of accumulated water on the surface of a hydraulic fill area, and especially in the new hydraulic fill land area with large area and deep sludge, large land mechanical equipment cannot enter the new hydraulic fill land area for construction due to insufficient bearing capacity, and overwater mechanical equipment cannot be spread in the new hydraulic fill land area, so that the excavation and support of a ditch of the new hydraulic fill land area cannot be completed.
At present, the finished water system ditch dam system for performing water system communication engineering construction in a new hydraulic fill land area has the defects of complex structure, difficult construction, higher cost and poorer stability, and easily causes the back silting of an excavated ditch and the collapse of a dam, thereby influencing the land development and construction work performed on the new hydraulic fill land area in the later period.
SUMMERY OF THE UTILITY MODEL
The utility model aims to provide a: provides a new water system ditch dam system filled in a hydraulic filling land area to solve the defects.
In order to achieve the above object, the present invention provides the following technical solutions:
a water system ditch dam system filled in a new hydraulic fill land area comprises a water system ditch and multi-stage dams filled at two sides of the water system ditch, wherein the multi-stage dams are filled in sludge above a holding layer of the new hydraulic fill land area; the multistage dikes comprise a first-stage dike with an isosceles trapezoid cross section and a plurality of stages of dikes arranged on the outer side of the first-stage dike in sequence, wherein the dikes on the outer side of the multistage dikes cover part or all of the outer side surface of the dikes on the inner side, and the multistage dikes are gradually increased from inside to outside; all be provided with a plurality of friction pile in the dam crest platform of multistage dykes and dams, a plurality of friction pile adopts double row pile dislocation mode to arrange, the pile toe that the friction pile lower extreme set up penetrates in the holding power layer in new hydraulic reclamation land area.
Preferably, the multistage dams are all formed by filling dry soil step by step; the water system ditch is a communication channel formed after sludge in the dam above the holding layer of the new hydraulic filling land area between the two multi-stage dams is cleaned.
Preferably, the top platforms of the multistage dams are provided with gravel layers, and the gravel layers are paved with operation support plates.
Preferably, the slide-resistant pile is made of long pine wood with a sharpened head.
Preferably, a mud pool is arranged in the sludge outside the multi-stage dam, the sludge outside the dam can flow into the mud pool, a mud pump is installed in the mud pool, and a mud pump pipeline installed on the mud pump is communicated to a far-end region to be hydraulically filled.
Preferably, protective nets are arranged on the inner side face of each stage of the multi-stage dam and the dam top platform, and the protective net on the top platform is arranged below the gravel layer.
Preferably, annular notches are formed in the outer walls of the upper ends of the anti-slide piles, and a protective net on a dam crest platform where the anti-slide piles are located is fixed to the annular notches of the anti-slide piles; and the annular notches of the anti-slide piles on other platforms except the dam crest platform on the outermost side are fixed with the protective net on the inner side surface of the dam on the outer side of the dam crest platform where the anti-slide piles are located.
Preferably, the multi-level dam at least comprises three levels of dams, the slope ratio of the first level dam is set to be 1:3, and the slope ratio of the plurality of levels of dams is set to be 1: 2.5-3.0.
The beneficial effects of the utility model reside in that:
the utility model discloses a river system irrigation canals and ditches dam system that new hydraulic reclamation land territory was filled utilizes the substep to construct multistage dykes and dams, runs into dykes and dams friction pile in dykes and dams top platform, realizes fixedly through being provided with the protection network on the medial surface of dykes and dams and dam top platform and with friction pile to increase the stability of dykes and dams. The utility model discloses a water system ditch dam system newly filled in hydraulic fill land area, which has simple structure, large dam bearing capacity, good stability and uneasy collapse and overturn; and the ditch is difficult to back silting, and construction cost is low, and the efficiency of construction is high, safe and reliable.
Drawings
FIG. 1: the structure of the utility model is shown schematically;
FIG. 2: the structure schematic diagram of the ditch dam of the utility model is filled to the second level dam in the construction process;
FIG. 3: the utility model discloses irrigation canals and ditches dykes and dams system in the work progress, the structure plan view of irrigation canals and ditches dykes and dams when filling to second grade dykes and dams.
Detailed Description
The following description of the embodiments of the present invention is made with reference to the accompanying drawings 1-3:
as shown in fig. 1, a water system trench dam system filled in a newly dredger fill land area includes a water system trench 15, and multi-stage dams filled on both sides of the water system trench 15, each of the multi-stage dams being filled on an upper surface of sludge above a supporting layer 8 of the newly dredger fill land area, and the multi-stage dams being naturally sunk onto the supporting layer 8 of the newly dredger fill land area.
The multistage dike comprises a first-stage dike 1 with an isosceles trapezoid cross section and a plurality of stages of dikes arranged on the outer side of the first-stage dike 1 in sequence. The multi-stage dam is formed by filling dry soil step by step, in the step filling process, the outside-positioned dams in the multi-stage dam cover the part or all of the outer side surface of the inside dam, namely the outside-positioned dams are extruded on the outer side surface of the inside dam, and the multi-stage dam is gradually increased from inside to outside. The multi-stage dam at least comprises three stages of dams, the slope ratio of the first-stage dam 1 is set to be 1:3, and the slope ratios of the plurality of stages of dams are set to be 1: 2.5-3.0.
A plurality of anti-slide piles 5 are arranged in dam crest platforms of the multi-stage dam, and the anti-slide piles 5 are made of long pine with sharpened heads. A plurality of anti-slide piles 5 are arranged in a double-row staggered mode, and pile tips 6 arranged at the lower ends of the anti-slide piles 5 penetrate into a bearing layer 8 of a new hydraulic fill land area. All be provided with the metalling on the top platform of multistage dykes and dams, all laid the operation extension board on the metalling. The inner side surface of each stage of dam in the multistage dam and the dam top platform are provided with protective nets, and the protective nets on the top platform are arranged below the gravel layer. Annular notches are formed in the outer walls of the upper ends of the anti-slide piles 5, and a protective net on a dam crest platform where the anti-slide piles 5 are located is fixed to the annular notches of the anti-slide piles 5; the annular notches of the slide-resistant piles 5 on the platforms except the dam crest platform on the outermost side are fixed with the protective net on the inner side face of the dam on the outer side of the dam crest platform where the slide-resistant piles 5 are located.
A mud pit 11 is arranged in the sludge 10 outside the multi-stage dam, the sludge 10 outside the dam can flow into the mud pit 11, a mud pump 12 is installed in the mud pit 11, and a mud pump pipeline installed on the mud pump 12 is communicated to a far-end region to be hydraulically filled. The water system ditch 15 is a communication channel formed by cleaning sludge 9 in the dam above the holding layer 8 of the new hydraulic land filling area between two multi-stage dams.
As shown in fig. 2 and 3, the filling process of the water system ditch dam system filled in the new hydraulic fill land area of the utility model comprises the following steps:
s1, filling a first-level dam:
adopting an occupation method for construction, carrying out layered rolling by a bulldozer after discharging, backfilling a new dam as a first-level dam 1 at two sides outside an upper opening line of the water system communication channel design by using dry soil, and taking a step at the top of the first-level dam 1 as a first-level step 2. The width of the top of the primary dam 1 is set to be 1.5 times larger than the width of the chassis of the excavator, so that the excavator can be provided with a sufficient working surface; the slope ratio of the first-level dam 1 is set to be 1:3, so that the stability of the dam is facilitated and the dam is used as the foundation for subsequent multi-level dam filling; the initial height of the first-level dam 1 needs to be at least 2m higher than the surface of sludge, so that the slow sedimentation of the dam under the self-weight action of the dam is facilitated, and the overall anti-overturning stability of the dam is facilitated.
S2, primary dam slide-resistant pile support:
taking the first-stage step 2 as a pile driving platform, adopting a long pine pile with a sharpened pile head to be injected into a foundation to be taken as an anti-slide pile 5, and adopting a double-row pile staggered arrangement mode for the anti-slide pile 5; the pile tip 6 of the anti-slide pile 5 is inserted into the bearing layer 8 of the new hydraulic fill land area and is not shorter than 2m so as to ensure the anti-overturning stability of the dam; and after the anti-slide pile 5 is supported, backfilling dry soil at the pile top, and compacting in a layered manner, wherein the height of the backfilled dry soil is at least 30cm higher than the pile top, so that the problem that the pile head protrudes to interfere with the mechanical construction of the working surface of the first-stage step 2 is avoided.
S3, primary dam protection net and broken stone support:
protective nets are arranged on the inner side surfaces of the first-level dams 1 and dam crest platforms (namely the first-level steps 2), and the protective nets on the first-level steps 2 are fixed with annular notches of the anti-slide piles 5; the lower end of a protective net on the inner side surface of a secondary dam 3 outside the primary dam 1 is fixed with the annular notch of the slide-resistant pile 5 on the primary step 2, and at the moment, the protective net on the inner side surface of the secondary dam 3 is rolled up, so that the filling of the secondary dam 3 in the later period cannot be hindered; and finally, paving a gravel layer above the protective net on the first-stage step 2, and paving operation support plates on the gravel layer.
S4, dredging the outer side of the ditch dam:
the method is characterized in that a mud pit 11 is arranged on the outer side of the primary dam 1, the elevation of the sludge 10 outside the dam on the outer side of the primary dam 1 is reduced by a mud pump 12, the sludge is pumped to a region to be hydraulically filled, which is 50m away, the influence of the additional stress of the sludge outside the dam on the stability of the dam body is reduced, the dam overturn is prevented, and the sinking stability of the dam body is accelerated while the lateral water and soil pressure outside the dam is reduced.
S5, dredging the first ditch layer by layer:
utilize one-level step 2 as the construction operation face, dig silt 9 in the dykes and dams of one-level dykes and dams 1 inboard under the layering, the excavation depth is the same with one-level dykes and dams 1 filling height, and when digging under the layering, every layer of excavation depth keeps in 50cm 10cm within range, prevents that disposable excavation depth is too big, causes the outside silt 10 piping silt back silting of dykes and dams of one-level dykes and dams 1 outside to the irrigation canals and ditches of one-level dykes and dams 1 inboard because of the interior silt 9 elevation reduction rate of dykes and dams too fast. Meanwhile, the sludge dug out in layers is turned to a sludge tank 11 on the outer side of the dam, and is pumped to a region to be hydraulically filled, which is 50m away, by using a sludge pump 12, so that the problem that the dam is unstable due to the increase of additional stress caused by accumulation at the first-level dam 1 is avoided, and the influence of the additional stress of the sludge on the outer side of the dam on the stability of the dam body is reduced.
S6, filling a secondary dam and building a secondary step:
and after the first channel layered dredging is finished and the primary dam 1 is settled stably, constructing and filling the secondary dam 3 by adopting an occupancy method on the basis of the primary dam 1, and constructing a secondary step 4 at the dam top of the secondary dam 3. The width of the secondary step 4 is set to be 1.5 times larger than that of the chassis of the excavator, so that the excavator can have enough working surface; the slope ratio of the secondary dam 3 is set to be 1 (2.5-3.0), which is beneficial to the stability of the dam and is used as the foundation for the subsequent multi-stage dam filling; the filling height of the secondary dam 3 is at least 2m higher than the surface of sludge in the channel at the inner side, so that the slow sedimentation of the dam under the self-weight action of the dam is facilitated, and the integral anti-overturning stability of the dam is facilitated.
S7, secondary dam slide-resistant pile supporting:
the second-level steps 4 at the top of the second-level dam 3 are used as a pile driving platform, long pine piles with sharpened pile heads are injected into the foundation to serve as anti-slide piles 5, and the anti-slide piles 5 are arranged in a double-row pile staggered mode. The pile tip 6 of the slide-resistant pile 5 is also inserted into the bearing layer 8 of the new hydraulic fill land area and is not shorter than 2m so as to ensure the anti-overturning stability of the dam; and after the anti-slide pile 5 is supported, backfilling dry soil at the pile top, and compacting in a layered manner, wherein the height of the backfilled dry soil is at least 30cm higher than the pile top, so that the problem that the pile head protrudes to interfere with the mechanical construction of the working surface of the second-stage step 4 is avoided.
S8, secondary dam protection net and gravel support:
the rolled protective net with the lower side fixed on the anti-slide pile 5 on the primary step 2 is opened, then the protective net covers the inner side surface of the secondary dam 3 and the dam top platform (namely the secondary step 4) of the secondary dam 3, and is fixed with the anti-slide pile 5 on the secondary step 4; a rolled protective net is laid on the outer side of the secondary step 4, and the lower end of the protective net is fixed with the anti-slide pile 5 on the secondary step 4; and finally, paving a rubble layer above the protective net on the secondary step 4, and paving operation support plates on the rubble layer.
S9, circulating dredging and filling n-level dams to the bottom of the new hydraulic fill land:
dredging the inner side and the outer side of the channel dam according to the operation methods of the steps S4 and S5 and continuously circulating, filling the next-stage dam and building steps after the channel layered dredging is finished and the current-stage dam is stably settled, sequentially laying a protective net, penetrating an anti-slide pile 5, and then laying a gravel layer and an operation support plate; and sequentially and circularly operating and constructing the n-grade dam 13 and the n-grade step 14 until the multi-grade dam naturally settles to the bottom of the new hydraulic fill land area. In the process of natural sedimentation of the multi-stage dam, the sludge 7 at the bottom of the dam is gradually extruded to the two sides of the multi-stage dam and is respectively divided and accumulated to the sludge 9 in the dam and the sludge 10 outside the dam; and after the sludge 9 in the dam on the inner side of the dam is completely desilted, forming a water system ditch 15 of a new blow-fill land area on the inner side of the multi-stage dam.
The utility model discloses a river system irrigation canals and ditches dam system that new hydraulic reclamation land territory was filled utilizes the substep to construct multistage dykes and dams, runs into dykes and dams friction pile in dykes and dams top platform, realizes fixedly through being provided with the protection network on the medial surface of dykes and dams and dam top platform and with friction pile to increase the stability of dykes and dams. The utility model discloses a water system ditch dam system newly filled in hydraulic fill land area, which has simple structure, large dam bearing capacity, good stability and uneasy collapse and overturn; and the ditch is difficult to back silting, and construction cost is low, and the efficiency of construction is high, safe and reliable.
The above description is provided for the exemplary embodiment of the present invention with reference to the accompanying drawings, and it is obvious that the present invention is not limited by the above embodiments, as long as the present invention adopts the method and the technical solution to perform this insubstantial improvement, or the present invention directly applies the method and the technical solution to other occasions without improvement, all within the protection scope of the present invention.
Claims (8)
1. A water system ditch dam system filled in a new hydraulic fill land area is characterized by comprising a water system ditch (15) and multi-stage dams filled at two sides of the water system ditch (15), wherein the multi-stage dams are filled in silt above a holding layer (8) of the new hydraulic fill land area; the multistage dikes comprise a first-stage dike (1) with an isosceles trapezoid-shaped section and a plurality of stages of dikes arranged on the outer side of the first-stage dike (1) in sequence, wherein the dikes positioned on the outer side of the multistage dikes cover part or all of the outer side surface of the dikes positioned on the inner side, and the multistage dikes are gradually increased from inside to outside; all be provided with a plurality of friction pile (5), a plurality of in the dam crest platform of multistage dykes and dams friction pile (5) adopt double row pile dislocation mode to arrange, pile point (6) that friction pile (5) lower extreme set up are penetrated in newly blowing out the holding power layer (8) of filling land area.
2. The water system trench dam system newly hydraulically filled land area according to claim 1, wherein the multistage dams are each filled with dry soil in steps; the water system ditch (15) is a communication channel formed after sludge (9) in the dam above a holding layer (8) of a new hydraulic filling land area between two multi-stage dams is cleaned.
3. The water system trench dam system of new hydraulic fill land reclamation of claim 1, wherein the top platforms of the multi-stage dams are provided with gravel layers, and work support plates are laid on the gravel layers.
4. The water-based trench dam system newly hydraulically filled land area reclamation according to claim 1, wherein the slide resistant piles (5) are made of long pine wood with a sharpened head.
5. The water system ditch dam system newly hydraulically filled and filled land area according to claim 1, characterized in that a mud pit (11) is arranged in the dam external sludge (10) outside the multistage dam, the dam external sludge (10) can flow into the mud pit (11), a mud pump (12) is installed in the mud pit (11), and a mud pump pipeline installed on the mud pump (12) is communicated to the remote area to be hydraulically filled.
6. The newly hydraulically filled land area filled water based trench dam system of claim 3, wherein the inner side of each of said plurality of dams and the top platform of the dam are provided with protective nets, and the protective net on the top platform is placed under the gravel layer.
7. The water system ditch dam system newly filled in a hydraulic fill land area according to claim 6, characterized in that the outer wall of the upper end of a plurality of said anti-slide piles (5) is provided with an annular notch, and the protective net on the platform of the dam top where the anti-slide piles (5) are located is fixed with the annular notch of the anti-slide pile (5); and the annular notches of the anti-slide piles (5) on other platforms except the dam crest platform on the outermost side are fixed with the protective net on the inner side surface of the dam on the outer side of the dam crest platform where the anti-slide piles (5) are positioned.
8. The water system trench dam system newly hydraulically filled land area according to claim 1, wherein the multi-stage dam comprises at least three stages of dams, the side slope ratio of the first stage dam (1) is set to 1:3, and the side slope ratio of the several stages dams is set to 1 (2.5-3.0).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221302303.5U CN217298784U (en) | 2022-05-27 | 2022-05-27 | Water system ditch dam system newly filled in hydraulic filling land area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221302303.5U CN217298784U (en) | 2022-05-27 | 2022-05-27 | Water system ditch dam system newly filled in hydraulic filling land area |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN217298784U true CN217298784U (en) | 2022-08-26 |
Family
ID=82918521
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202221302303.5U Active CN217298784U (en) | 2022-05-27 | 2022-05-27 | Water system ditch dam system newly filled in hydraulic filling land area |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN217298784U (en) |
-
2022
- 2022-05-27 CN CN202221302303.5U patent/CN217298784U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101130952A (en) | Packingless fast vacuum prepressing dynamic consolidation method | |
| CN210066791U (en) | A precipitation combined system that is used for foundation ditch pressure release precipitation and dredges precipitation | |
| CN211113444U (en) | Ecological protective structure of riverway bank slope under unfavorable geological conditions | |
| CN110644427B (en) | Ecological protection structure of river bank slope under unfavorable geological conditions and dredging method | |
| CN109083100B (en) | River channel excavation construction process after mud blowing and landing | |
| CN213233510U (en) | Simple combined steel plate cofferdam structure for preventing and treating quicksand | |
| CN217298784U (en) | Water system ditch dam system newly filled in hydraulic filling land area | |
| CN110700270B (en) | Construction method for non-drainage earthwork excavation of ultra-deep foundation pit | |
| CN109826201B (en) | Step type supporting method for soft soil foundation pit | |
| CN115559328A (en) | Flexible drainage structure suitable for soil slope and construction method | |
| CN112854138B (en) | Existing river course diversion construction method | |
| CN114855708B (en) | Forced vertical occupation embankment construction method for new hydraulic reclamation land area water system ditch | |
| CN114960544B (en) | U-shaped sliding dike construction method for new hydraulic reclamation land area water system communication channel | |
| CN112392012A (en) | Method and structure for repairing reverse osmotic drainage system of panel | |
| CN110284511A (en) | The cofferdam open cutting construction method of the more storehouse rollers of overlength lake Tunnel | |
| CN114775620B (en) | Construction method for progressive excavation of plain riverbank under mucky soil condition | |
| CN108547281A (en) | Accelerate the discharge structure and its construction method of dyke strengthening by warping engineering silt back of the body body consolidation | |
| CN214786425U (en) | Draining and soil collecting pit | |
| JP2784314B2 (en) | How to set up an open caisson | |
| CN218779507U (en) | A slot structure that is used for many silt regions of high water level to manage construction | |
| CN215165753U (en) | Toe board low reaches foundation ditch ponding positive pump drainage facility | |
| CN114427230B (en) | Ring type cavity lattice earthwork tube bag structure | |
| CN211849297U (en) | Double-row tubular pile damming cofferdam in shallow water area | |
| CN219386377U (en) | Inland river offshore building cushion cap foundation pit seepage prevention structure | |
| CN115387365B (en) | Low-water-head cofferdam construction method based on soil and stone deficient area |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 230000 No.20 Tongling Road, Yaohai District, Hefei City, Anhui Province Patentee after: Anhui Construction Engineering Transportation and Navigation Group Co.,Ltd. Address before: 230000 No.20 Tongling Road, Yaohai District, Hefei City, Anhui Province Patentee before: ANHUI PROVINCE TRANSPORTATION HARBOR ENGINEERING CO.,LTD. |
|
| CP01 | Change in the name or title of a patent holder |