CN114411796A - Land wind turbine foundation concrete partition construction method - Google Patents
Land wind turbine foundation concrete partition construction method Download PDFInfo
- Publication number
- CN114411796A CN114411796A CN202210060515.5A CN202210060515A CN114411796A CN 114411796 A CN114411796 A CN 114411796A CN 202210060515 A CN202210060515 A CN 202210060515A CN 114411796 A CN114411796 A CN 114411796A
- Authority
- CN
- China
- Prior art keywords
- concrete
- construction
- wind turbine
- foundation
- area
- 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.)
- Granted
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
-
- 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
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a land wind turbine foundation concrete partition construction method, which comprises the following steps: firstly, excavating a foundation pit of a fan foundation, and pouring cushion concrete; constructing bottom steel bars in the foundation pit, constructing internal steel bars and top steel bars in the middle area of the middle pier, laying a second top plate reinforcement at the top of the middle pier expansion area, and laying a first template in the middle area of the middle pier; step three, performing roller compacted concrete construction in the cantilever slab area, paving a first top plate reinforcement on the top of the roller compacted concrete, then performing top abnormal concrete construction, and troweling according to the gradient of a foundation after the construction is finished; and step four, pouring conventional concrete in the middle area of the middle pier and the expansion area of the middle pier, and pouring in a layering mode in the pouring process to finish final pouring and vibrating. The construction method carries out concrete process partition design and reinforcing steel bar optimization partition design on the wind turbine foundation, can accelerate the construction progress of the wind turbine foundation, and is more important to be beneficial to the control of the concrete construction quality of the wind turbine foundation.
Description
Technical Field
The invention relates to the field of wind power generation construction, in particular to a land wind turbine foundation concrete partition construction method.
Background
In order to develop wind energy resources more efficiently, the capacity of a single fan is continuously increased, the corresponding base volume of the fan is also continuously increased, and the required concrete engineering quantity is also continuously increased. The design and construction process of the existing widely-adopted fan concrete foundation has the following weaknesses: the single fan foundation is large in size, the concrete cast-in-place volume is large, the top of the concrete foundation is densely distributed with the surface layer reinforcing mesh, concrete passes through the reinforcing mesh through a pump truck to be conveyed to a warehouse surface, the concrete blanking and aggregate are separated, the concrete paving sequence and the paving thickness are difficult to guarantee, the surface layer reinforcing mesh is polluted by the concrete in a large area and cannot be timely cleaned, the concrete vibrating sequence and the vibrating depth are difficult to guarantee, and the like.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a land wind turbine foundation concrete partition construction method, concrete process partition design and reinforcing steel bar optimization partition design are carried out on a wind turbine foundation, and construction process improvement is carried out, so that the construction progress of the wind turbine foundation can be accelerated, and more importantly, the control of the wind turbine foundation concrete construction quality is facilitated.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a land wind turbine foundation concrete partition construction method comprises the following steps:
firstly, excavating a foundation pit of a fan foundation, and pouring cushion concrete;
constructing bottom steel bars in the foundation pit, constructing internal steel bars and top steel bars in the middle area of the middle pier, laying second top plate reinforcing bars at the top of the middle pier expansion area, and laying a first template in the middle area of the middle pier;
step three, performing roller compacted concrete construction in the cantilever slab area, paving a first top plate reinforcement on the top of the roller compacted concrete, then performing top abnormal concrete construction, and troweling according to the gradient of a foundation after the construction is finished;
and step four, pouring conventional concrete in the middle area of the middle pier and the expansion area of the middle pier, pouring in layers in the pouring process, vibrating while pouring, and finishing the final pouring and vibrating.
In the preferred scheme, in the third step, the roller compacted concrete is directly put into a bin by adopting a dump truck matched with a chute, a thin layer is continuously paved by adopting a leveling machine, and then the concrete is compacted by adopting small-sized vibration roller.
In the preferred scheme, the first top plate reinforcing bars comprise a plurality of reinforcing mesh sheets which can be divided into 4 or 8, and the reinforcing mesh sheets are directly paved on the top of the roller compacted concrete.
In a preferred scheme, in the third step, in the roller compacted concrete construction process, the deformed concrete construction of the edge area is carried out in the edge area away from the middle pier expansion area by adopting a groove grout spreading method.
In the preferred scheme, the construction steps of the trench slurry spreading method are as follows: digging a groove on the surface of each layer of spread roller compacted concrete, uniformly spreading the prepared mortar in the groove according to a certain amount, then backfilling the roller compacted concrete, then uniformly spreading the mortar, and vibrating the concrete to be compact after the slurry is soaked.
In a preferred embodiment, the size of the groove is: the depth is 30cm, the width is 30cm, and the thickness of the roller compacted concrete filled in the groove is 15 cm.
In a preferred scheme, in the third step, the upper part of the cantilever slab area is constructed by adopting a slope rolling method, when the roller compacted concrete is paved to the position about 200mm away from the top of the foundation, a first top plate reinforcement is paved, and the rest part of the top is constructed by adopting a surface mortar paving method to construct top deformed concrete.
In a preferable scheme, in the fourth step, the second top plate reinforcing bars and reinforcing steel bars inside the middle pier are integrally bound.
The land wind turbine foundation concrete partition construction method provided by the invention has the following beneficial effects through concrete process partition design and reinforcing steel bar optimization partition design:
1. because the volume of the roller compacted concrete in the overhanging area accounts for 60% -80% of the total volume of the concrete in the fan foundation, and the construction speed of the roller compacted concrete is higher, the construction period of the concrete can be greatly shortened. The reduction of the integral volume of the concrete also avoids the influence of construction cold joint caused by the fact that the commercial mixing cannot be timely carried out.
2. According to the estimation of the construction cost of the dam, the manufacturing cost of the roller compacted concrete is about 1/3 of the conventional concrete, and the manufacturing cost of the concrete can be greatly saved due to the large use of the roller compacted concrete. In addition, the cement content of the roller compacted concrete is low, so that the hydration heat of mass concrete can be greatly reduced; and after rolling, the structure is compact, the stability is good, and the strength and the durability of the concrete are improved.
3. Because the roller compacted concrete is dry and hard, the reinforcing steel bars in the cantilever plate area do not need to be provided with the split heads reinforcing steel bars to be used as upper reinforcing steel bar supports, and the time and the cost for processing and laying the split heads reinforcing steel bars are saved.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
FIG. 1 is a prior art template setup diagram;
FIG. 2 is a sectional view of a concrete of the present invention;
FIG. 3 is a top view of a concrete partition of the present invention;
FIG. 4 is a schematic illustration of a cantilever plate reinforcement of the present invention;
FIG. 5 is a prior art top rebar placement diagram;
FIG. 6 is a top rebar layout of the present invention;
in the figure: cushion concrete 1, roller compacted concrete 2, top abnormal concrete 3, conventional concrete 4, marginal area abnormal concrete 5, bottom reinforcing bar 6, first roof reinforcement 7, second roof reinforcement 8, first template 9, middle mound middle zone 10, middle mound extension region 11, overhanging board region 12, second template 13.
Detailed Description
And (4) carrying out partition design on the fan foundation, wherein the partition design comprises concrete process partition design and reinforcing steel bar optimization partition design.
A land wind turbine foundation concrete partition construction method comprises the following steps:
the method comprises the following steps of firstly, excavating a foundation pit of the fan foundation, wherein the excavation diameter of the foundation pit of the fan foundation is slightly larger than the design size of the foundation structure of the fan.
The template arrangement diagram in the prior art is shown in fig. 1, in the embodiment, the second template 13 is not separately arranged on the periphery of the cantilever plate, and compared with the traditional method, the cost of foundation pit excavation and template support can be greatly saved.
And pouring cushion concrete 1 after the foundation pit is excavated, wherein the cushion concrete is made of common low-grade concrete.
And step two, constructing bottom reinforcements 6 in the foundation pit, constructing internal reinforcements and top reinforcements in a middle area 10 of the middle pier, and paving a first template 9 in the middle area 10 of the middle pier. And the second top plate reinforcement 8 and the steel bar in the middle pier are integrally bound.
And step three, as shown in fig. 2-3, performing roller compacted concrete 2 construction on the cantilever slab area 12, laying a first top plate reinforcement 7 on the top of the roller compacted concrete 2, then performing top deformed concrete 3 construction, and troweling according to the foundation gradient after the construction is completed.
The roller compacted concrete 2 is directly put into a bin by adopting a dump truck matched with a chute, continuously paved by adopting a leveling machine, and then compacted by adopting a small-sized vibrating roller. The compaction thickness and the rolling times are determined according to tests, and compared with the prior manual vibration of a pump machine warehousing and small-diameter flexible shaft vibrator, the construction speed is greatly accelerated, and the concrete pouring quality is easy to guarantee.
The roller compacted concrete 2 adopts high-grade dry and hard roller compacted concrete, the design of the mixing proportion of the roller compacted concrete can follow the regulations of DL/T5330 design rule of hydraulic concrete mixing proportion, the maximum particle size of the aggregate can reach 80-150 mm, and compared with the currently generally adopted high-slump conventional concrete, the roller compacted concrete has the advantages of less cement consumption, low material cost, small difficulty in controlling the temperature of the concrete and the like;
preferably, in the process of constructing the roller compacted concrete 2, the construction of the edge area modified concrete 5 is carried out by adopting a trench grouting method in the area away from the edge of the middle pier expansion area. The water cement ratio of the distorted concrete 5 mortar in the edge area is not more than that of the roller compacted concrete, and the water cement ratio and the mortar adding amount of the distorted concrete are determined by tests. The deformed concrete can be adopted near the template, at the periphery of the hole, at the position where the reinforcing steel bars are arranged and the like.
The construction steps of the trench slurry paving method are as follows: digging a groove on the surface of the roller compacted concrete 2 paved on each layer, wherein the size of the groove is as follows: the depth is 30cm, the width is 30cm, the prepared mortar is uniformly spread in the groove according to a certain amount, then the roller compacted concrete is backfilled, the thickness of the backfilled roller compacted concrete is 15cm, then the mortar is uniformly spread, and after the slurry is soaked, the concrete is vibrated to be compact.
The upper part of the cantilever slab area 12 is constructed by adopting a slope rolling method, and the slope rolling method needs to well control the quality of construction processes such as gradient, thickness, slope base and the like. When the roller compacted concrete 2 is paved to the position about 200mm away from the top of the foundation, a first top plate reinforcing bar 7 is paved, and the rest part of the top is constructed with the top distorted concrete 3 by adopting a method of paving mortar on the surface.
And (5) after construction is finished, leveling according to the gradient of the foundation. Because the roller compacted concrete is dry and hard, the reinforcing steel bar does not need to be provided with a split heads rib as an upper reinforcing steel bar support, and the time and the cost for processing and laying the split heads rib are saved.
Preferably, as shown in fig. 4, the first top plate reinforcing bars 7 include a plurality of reinforcing mesh sheets, which can be divided into 4 or 8 pieces, and the reinforcing mesh sheets are directly laid on the top of the roller compacted concrete 2. And according to the finite element calculation result, the overall tensile stress of the area is small, and the reinforcing mesh is configured according to the calculation result. The reinforcing mesh can be processed in advance in a splitting mode and can be divided into 4 pieces or 8 pieces. The laying time of the reinforcing steel bars is saved.
The top steel bar configuration diagram in the prior art is shown in fig. 5, concrete materials pass through the steel bar mesh through a pump truck pump to be delivered to a warehouse surface, a series of problems that the concrete feeding aggregate is separated, the paving sequence and the paving thickness of the concrete materials are difficult to guarantee, the surface steel bar mesh is polluted by the concrete materials in a large area and cannot be removed in time and the like exist, and the condition that the concrete strength does not reach the standard is caused in many projects.
Step four, as shown in fig. 6, conventional concrete 4 is poured in the middle area 10 and the expanded area 11 of the middle pier, layered pouring is carried out in the pouring process, and the pouring and the vibrating are finished while the pouring is carried out.
This scheme can optimize the regional convenience of vibrating of center, avoids bulky concrete ultra-deep to vibrate the not-in-place concrete that causes uncompacted, and quality problems such as not meeting the requirement of intensity.
The middle pier expansion area 11 is partially large in local stress, the second top plate reinforcing bars 8 and the steel bars inside the middle piers are integrally bound, and conventional concrete pouring construction is carried out together with the middle pier area.
Because the volume of the roller compacted concrete in the overhanging area accounts for 60% -80% of the total volume of the concrete in the fan foundation, and the construction speed of the roller compacted concrete is higher, the construction period of the concrete can be greatly shortened. Taking a conventional wind turbine foundation with 600m3 concrete volume as an example, the roughly estimated integral casting time of the foundation can be shortened from at least 12 hours to about 6 hours. The reduction of the integral volume of the concrete also avoids the influence of construction cold joint caused by the fact that the commercial mixing cannot be timely carried out.
According to the estimation of the construction cost of the dam, the manufacturing cost of the roller compacted concrete is about 1/3 of the conventional concrete, and the manufacturing cost of the concrete can be greatly saved due to the large use of the roller compacted concrete. In addition, the cement content of the roller compacted concrete is low, so that the hydration heat of mass concrete can be greatly reduced; and after rolling, the structure is compact, the stability is good, and the strength and the durability of the concrete are improved. The characteristics show that the roller compacted concrete is introduced into the large-volume concrete construction of the fan foundation, and the construction process is economical and efficient.
Claims (8)
1. A land wind turbine foundation concrete partition construction method is characterized by comprising the following steps:
firstly, excavating a foundation pit of a fan foundation, and pouring cushion concrete (1);
constructing a bottom steel bar (6) in the foundation pit, constructing an internal steel bar and a top steel bar in a middle area (10) of the middle pier, laying a second top plate reinforcement (8) at the top of an expansion area (11) of the middle pier for construction, and laying a first template (9) in the middle area (10) of the middle pier;
step three, carrying out roller compacted concrete (2) construction on the cantilever slab area (12), laying a first top plate reinforcement (7) on the top of the roller compacted concrete (2), then carrying out top deformed concrete (3) construction, and troweling according to the gradient of a foundation after the construction is finished;
and step four, pouring conventional concrete (4) in the middle area (10) and the expanded area (11) of the middle pier, pouring in layers in the pouring process, and finishing final pouring and vibrating while pouring and vibrating.
2. The land wind turbine foundation concrete division construction method according to claim 1, wherein in the third step, the roller compacted concrete (2) is directly put into a bin by a dump truck matched with a chute, is continuously paved by a flat-bin machine in a thin layer manner, and is compacted by a small vibration roller.
3. The land wind turbine foundation concrete partition construction method as claimed in claim 1, wherein the first top plate reinforcing bars (7) comprise a plurality of reinforcing mesh sheets which can be divided into 4 or 8, and the reinforcing mesh sheets are directly laid on the top of the roller compacted concrete (2).
4. The land wind turbine foundation concrete partition construction method according to claim 1, wherein in the third step, in the roller compacted concrete (2) construction process, the groove grouting method is adopted to carry out the construction of the edge area modified concrete (5) in the area at the edge of the middle pier expansion area.
5. The land wind turbine foundation concrete partition construction method according to claim 4,
the construction steps of the trench slurry paving method are as follows: digging a groove on the surface of each layer of paved roller compacted concrete (2), uniformly spreading the prepared mortar in the groove according to a certain amount, then backfilling the roller compacted concrete, then uniformly spreading the mortar, and vibrating the concrete to be compact after the slurry is soaked.
6. The land wind turbine foundation concrete partition construction method according to claim 5, wherein the dimensions of the trench are as follows: the depth is 30cm, the width is 30cm, and the thickness of the roller compacted concrete filled in the groove is 15 cm.
7. The land wind turbine foundation concrete partition construction method according to claim 1, wherein in the third step, the upper part of the cantilever slab area (12) is constructed by using a slope rolling method, when the roller compacted concrete (2) is laid to the position about 200mm away from the top of the foundation, the first roof reinforcement (7) is laid, and the rest part of the top is constructed by using a surface mortar spreading method to construct the top modified concrete (3).
8. The land wind turbine foundation concrete partition construction method according to claim 1, wherein in the fourth step, the second top plate reinforcement bars (8) are integrally bound with the reinforcing steel bars inside the middle pier.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210060515.5A CN114411796B (en) | 2022-01-19 | 2022-01-19 | Land fan foundation concrete partition construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210060515.5A CN114411796B (en) | 2022-01-19 | 2022-01-19 | Land fan foundation concrete partition construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114411796A true CN114411796A (en) | 2022-04-29 |
| CN114411796B CN114411796B (en) | 2023-08-08 |
Family
ID=81274555
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210060515.5A Active CN114411796B (en) | 2022-01-19 | 2022-01-19 | Land fan foundation concrete partition construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114411796B (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2001002650A1 (en) * | 1999-06-30 | 2001-01-11 | Changquan Jiang | Method of horizontal spread with inclined layer for constructing a dam with rolling concrete |
| CN202164605U (en) * | 2011-07-18 | 2012-03-14 | 中国葛洲坝集团股份有限公司 | Abnormal concrete hole making device |
| CN103758092A (en) * | 2014-01-16 | 2014-04-30 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Quick construction method of concrete dam gallery |
| CN203821347U (en) * | 2014-05-08 | 2014-09-10 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Reinforced concrete prefabricated gallery structure of roller compacted concrete dam |
| CN204715302U (en) * | 2015-05-13 | 2015-10-21 | 广西壮族自治区水利电力勘测设计研究院 | Quasi-triple gradation Compacted Concrete Gravity Dam Section |
| CN206928315U (en) * | 2017-06-14 | 2018-01-26 | 中国电建集团成都勘测设计研究院有限公司 | Blinding layer structure for Compacted Concrete Gravity Dam Section |
-
2022
- 2022-01-19 CN CN202210060515.5A patent/CN114411796B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2001002650A1 (en) * | 1999-06-30 | 2001-01-11 | Changquan Jiang | Method of horizontal spread with inclined layer for constructing a dam with rolling concrete |
| CN202164605U (en) * | 2011-07-18 | 2012-03-14 | 中国葛洲坝集团股份有限公司 | Abnormal concrete hole making device |
| CN103758092A (en) * | 2014-01-16 | 2014-04-30 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Quick construction method of concrete dam gallery |
| CN203821347U (en) * | 2014-05-08 | 2014-09-10 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Reinforced concrete prefabricated gallery structure of roller compacted concrete dam |
| CN204715302U (en) * | 2015-05-13 | 2015-10-21 | 广西壮族自治区水利电力勘测设计研究院 | Quasi-triple gradation Compacted Concrete Gravity Dam Section |
| CN206928315U (en) * | 2017-06-14 | 2018-01-26 | 中国电建集团成都勘测设计研究院有限公司 | Blinding layer structure for Compacted Concrete Gravity Dam Section |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114411796B (en) | 2023-08-08 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101787710B (en) | Integrally-assembled buttressed retaining wall and construction method thereof | |
| JP6841964B2 (en) | Construction method of combined dam | |
| CN101148891A (en) | Rigid and flexible long-short pile composite foundation used for highway soft soil foundation treatment | |
| CN100450964C (en) | Micro-slump concrete for roller compacted concrete dam and construction method thereof | |
| CN101787708A (en) | Integrally-assembled cantilever-type retaining wall and construction method thereof | |
| CN105821836B (en) | A kind of construction method of carrier pile | |
| CN105625294A (en) | Composite foundation and construction method thereof | |
| CN104711976B (en) | A kind of construction refuse regenerated aggregate complex carrier stake and preparation method thereof | |
| JP3010356B1 (en) | How to build a tunnel | |
| CN108252290A (en) | The soft thick soil treatment structures and methods of high-strength water-permeable fiber concrete pipe rubble core stake | |
| CN110273436A (en) | Open trench tunnel utilizes support pile and bear down on one float Structure and its construction method of crown beam | |
| CN112195910A (en) | Soft foundation treatment structure and construction method for earth-rock dam reinforced by vibroflotation gravel pile and rockfill | |
| CN201746850U (en) | Assembled monolithic cantilever retaining wall | |
| CN103215950B (en) | Pile foundation extension construction method in backfilling area | |
| CN114508011A (en) | Pile-supported soft soil roadbed reinforcing structure and method | |
| CN201649076U (en) | Inversed Y-type single-row unidirectional rotary spraying, mixing and reinforcing combined tangent pile | |
| CN102409660A (en) | Given-force engineering method for multisection expanded head discrete material pile composite foundation | |
| CN213390201U (en) | Earth-rock dam soft foundation treatment structure with reinforced vibro-replacement gravel pile and rockfill | |
| CN210507502U (en) | Prefabricated assembled concrete slab bed structure | |
| JPH05230845A (en) | L-shaped block retaining wall structure and construction method thereof | |
| CN114411796A (en) | Land wind turbine foundation concrete partition construction method | |
| CN102605797A (en) | Peg and plate shell structural technology for controlling deformation of soft soil foundation under embankment | |
| CN105780737A (en) | Super-high rockfill dam structure suitable for water conservancy and hydropower engineering and construction method of dam structure | |
| CN110172979A (en) | A kind of rcc dam construction method | |
| RU2275470C1 (en) | Method of floating pile load-bearing capacity increase |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |