CN112323726A - Artificial lake enclosure structure for collapsible loess high-fill area and construction method - Google Patents
Artificial lake enclosure structure for collapsible loess high-fill area and construction method Download PDFInfo
- Publication number
- CN112323726A CN112323726A CN202011181161.7A CN202011181161A CN112323726A CN 112323726 A CN112323726 A CN 112323726A CN 202011181161 A CN202011181161 A CN 202011181161A CN 112323726 A CN112323726 A CN 112323726A
- Authority
- CN
- China
- Prior art keywords
- pile
- reinforced concrete
- lake
- piles
- layer
- 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.)
- Pending
Links
Images
Classifications
-
- 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
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
-
- 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
- E02B3/16—Sealings or joints
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Abstract
The invention discloses an artificial lake enclosure structure of a collapsible loess high-fill area and a construction method. The structure comprises an occlusive pile, a high-pressure jet grouting pile and a reinforced concrete slab wall, wherein the occlusive pile is formed by plain concrete piles and reinforced concrete piles in an interval arrangement mode, and the plain concrete piles and the reinforced concrete piles form a fixed whole in an occlusion mode; the bottom end of the secant pile is stably drilled into the impervious bed, the top end of the secant pile is exposed out of the original soil layer, two rows of high-pressure jet grouting piles for stabilizing the pile body of the secant pile are respectively arranged on two sides of the secant pile, a crown beam is fixed at the top of the secant pile, the reinforced concrete panel wall is formed by pouring on the crown beam, the reinforced concrete panel wall main body is buried in the soil filling layer, and a water storage space is formed in a closed area at the top of the reinforced concrete panel wall. Seepage flow can not appear in this envelope lower part, stability is high, and envelope inside soil fills in the deficiency and does not roll, guarantees that later stage soaking can permeate fast, can fully eliminate the collapsible nature of artifical lake inside.
Description
Technical Field
The invention belongs to the technical field of geotechnical support engineering, and particularly relates to an artificial lake enclosure structure of a collapsible loess high-fill area and a construction method.
Background
Along with the rapid development of national economy, the trend of large-scale development of collapsible loess areas is clear and prominent, newly built or expanded projects in northwest regions are mostly located in loess hilly gully regions and are limited by the landform conditions of mountain regions, land resources are increasingly scarce, the strategy of 'mountain cutting and ditch filling and land building' comes into play, the safety, stability and impermeability of structures need to be considered when artificial lakes are built in collapsible loess high-fill areas, and the requirements on engineering collapsible settlement and post-construction settlement are high.
Disclosure of Invention
The invention aims to provide an artificial lake enclosure structure of a collapsible loess high-fill area and a construction method.
The invention is realized in such a way that the stratum form of the collapsible loess high fill area is respectively a waterproof layer, an original soil layer and a fill layer from bottom to top, and a water storage space of the artificial lake is formed on the fill layer; the structure comprises an occlusive pile, a high-pressure jet grouting pile and a reinforced concrete slab wall, wherein the occlusive pile is formed by plain concrete piles and reinforced concrete piles in an interval arrangement mode, and the plain concrete piles and the reinforced concrete piles form a fixed whole in an occlusion mode; the bottom end of the secant pile is stably drilled into the impervious bed, the top end of the secant pile is exposed out of the original soil layer, two rows of high-pressure jet grouting piles for stabilizing the pile body of the secant pile are respectively arranged on two sides of the secant pile, a crown beam is fixed at the top of the secant pile, the crown beam is poured to form the reinforced concrete plate wall, the reinforced concrete plate wall main body is buried in the soil filling layer, and the water storage space is formed in a closed area at the top of the reinforced concrete plate wall.
Preferably, the reinforced concrete slab wall comprises a plurality of wall bodies, deformation joints are arranged between adjacent wall bodies, a plurality of water stop steel plates are uniformly distributed in the deformation joints in the vertical direction to form water stop belts, and two ends of each water stop steel plate are welded on steel bars in the wall bodies and integrally cast on the wall bodies; and the deformation joints are closely filled by asphalt reinforcement bars.
Preferably, the main body of the high-pressure jet grouting pile is located in the original soil layer.
Preferably, the building envelope further comprises a waterproof structure to be immersed in water to eliminate the collapsibility of the lake bottom, and the waterproof structure comprises a leveling layer constructed on the lake bottom and a waterproof layer constructed in the range of the water storage space.
The invention discloses a construction method of an artificial lake enclosure structure of a collapsible loess high-fill area, which comprises the following steps:
(1) constructing each plain concrete pile on an original soil layer at a set interval, embedding a waterproof layer at the bottom of each plain concrete pile for 3.0m, cutting part of a pile body before the plain concrete pile is initially set to form an occlusion port with a reinforced concrete pile, constructing the reinforced concrete pile between two adjacent plain concrete piles after the plain concrete pile is set, embedding the waterproof layer at the bottom of the reinforced concrete pile for 5.0m, and interlocking the constructed reinforced concrete pile and the plain concrete pile to form a circle of occlusion pile;
(2) constructing two rows of high-pressure rotary jet grouting piles on each side surface of the occlusive pile respectively, wherein pile bodies of the high-pressure rotary jet grouting piles are embedded into an original soil layer;
(3) the pile top of the secant pile extends out of an original soil layer and is provided with a crown beam, steel bars are reserved at the top of the crown beam, the crown beam is matched with the reserved steel bars to construct a reinforced concrete panel wall, vertical deformation joints are arranged on the reinforced concrete panel wall at set intervals, water stop steel plates are embedded in the reinforced concrete panel walls on two sides of the deformation joints, and the deformation joints are filled and compacted through asphalt reinforcement;
(4) after the building envelope reaches the design strength, under the condition that the filling heights of soil layers inside and outside the building envelope are always kept consistent, filling soil in layers according to the compaction requirement outside the building envelope, rolling and tamping, and soaking and flooding in the artificial lake after filling filler in layers inside the building envelope is filled to the height above the bottom elevation of the artificial lake by 0.5m, so that the filler is fully soaked in water and is sunk to completely eliminate the bottom subsidence of the lake;
(5) and (4) performing waterproof construction on the lake bottom, the lake wall and the lake edge.
Preferably, the occlusion length of the plain concrete pile and the reinforced concrete pile is not less than 200 mm; the initial setting time of the plain concrete pile is 40-70 h, the slump is 12-14 mm, and the concrete impermeability grade is P12 or above.
Compared with the defects and shortcomings of the prior art, the invention has the following beneficial effects: the safety, the stability, the overturning resistance and the like of the structure need to be fully considered when the artificial lake is built in a collapsible loess area, the structure can ensure that the lower part of the enclosure structure cannot generate seepage conditions by embedding the secant pile into the impermeable layer, the stability of the enclosure structure is ensured by the addition of the high-pressure jet grouting pile, a relatively stable supporting system is formed by filling soil inside and outside the enclosure structure, the virtual filling of the soil inside the enclosure structure is not rolled, the natural permeability coefficient is relatively high, the later stage soaking water can be ensured to quickly permeate the filling soil and the original soil layer in the whole artificial lake range, the collapsibility inside the artificial lake can be fully eliminated, and the impermeability of the artificial lake can be ensured by laying waterproof materials on the bottom and the side wall of the artificial lake to form the waterproof layer.
Drawings
FIG. 1 is a top view of an artificial lake enclosure of the present invention after it has been constructed in a subterranean formation;
FIG. 2 is a cross-sectional view of the artificial lake enclosure of the present invention after it has been constructed in the ground;
FIG. 3 is a side view of the artificial lake enclosure of the present invention after it has been constructed in the ground;
FIG. 4 is an occlusive pile formed by plain concrete piles and reinforced concrete piles in an occlusion manner in the artificial lake enclosure structure of the invention;
fig. 5 is a schematic structural view of a water stop steel plate in the artificial lake enclosure structure of the invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
As shown in fig. 1-5, fig. 1 is a top view of the artificial lake enclosure structure after being constructed in a stratum; FIG. 2 is a cross-sectional view of the artificial lake enclosure of the present invention after it has been constructed in the ground; FIG. 3 is a side view of the artificial lake enclosure of the present invention after it has been constructed in the ground; FIG. 4 is an occlusive pile formed by plain concrete piles and reinforced concrete piles in an occlusion manner in the artificial lake enclosure structure of the invention; fig. 5 is a schematic structural view of a water stop steel plate in the artificial lake enclosure structure of the invention.
An artificial lake enclosing structure of a collapsible loess high fill area is characterized in that the stratum form of the collapsible loess high fill area is a waterproof layer A, an original soil layer B and a fill layer C from bottom to top respectively, and a water storage space D of an artificial lake is formed on the fill layer C; the structure comprises an occlusive pile 1, a high-pressure jet grouting pile 2 and a reinforced concrete plate wall 3, wherein the occlusive pile 1 is formed by plain concrete piles 11 and reinforced concrete piles 12 in an interval arrangement mode, and the plain concrete piles 11 and the reinforced concrete piles 12 form a fixed whole in an occlusion mode; the bottom end of the secant pile 1 is stably drilled into the impervious bed A, the top end of the secant pile 1 is exposed out of the original soil bed B, two rows of high-pressure rotary jet grouting piles 2 used for stabilizing the pile body of the secant pile 1 are respectively arranged on two sides of the secant pile 1, a crown beam 4 is fixed at the top of the secant pile 1, the reinforced concrete plate wall 3 is formed by pouring on the crown beam 4, the main body of the reinforced concrete plate wall 3 is buried in the filling soil bed C, and the water storage space D is formed in the closed area at the top of the reinforced concrete plate wall 3.
The artificial lake is located in the collapsible loess filling area, the artificial lake can be designed into an irregular shape, a round shape, a square shape or an oval shape according to the design requirements, and a rectangular artificial lake is taken as an example for convenience of explaining the invention.
In the embodiment of the invention, the essence of the artificial lake enclosure structure is an integral supporting structure consisting of the secant pile 1, the high-pressure jet grouting pile 2 and the reinforced concrete plate wall 3. The occlusive pile 1 comprises a reinforced concrete pile 12 and a plain concrete pile 11, as shown in fig. 4, the occlusive pile 1 adopts a drilling occlusion form that the plain concrete pile 11 and the reinforced concrete pile 12 are arranged at intervals, the occlusive pile 1 is constructed in the sequence that the plain concrete pile 11 is constructed first and then the reinforced concrete pile 12 is constructed, the pile diameter of each occlusive pile 1 is 1000mm, and the occlusion length of adjacent piles is not less than 200 mm. The embedding of plain concrete pile 11 in impervious bed A3.0 m, the primary setting time of plain concrete pile 11 concrete that slows should be controlled at 40 ~ 70h, the slump is 12 ~ 14mm, concrete impervious rating is P12 and above (concrete impervious rating needs to satisfy impervious requirement), reinforced concrete pile 12 should form the interlock with plain concrete pile 11 through cutting some plain concrete pile 11 bodies when the pore-forming before plain concrete pile 11 is primary set, reinforced concrete pile 12 embedding 5.0m in impervious bed A. After the construction of the occlusive pile 1 is completed, in order to ensure the stability of the occlusive pile 1, two rows of high-pressure jet grouting piles 2 are respectively arranged on the front side and the rear side of the occlusive pile 1, the diameter of each jet grouting pile is 400mm, and the main body of each high-pressure jet grouting pile 2 is positioned in the original soil layer B to play a role in stabilization. In addition, after the construction of the occlusive pile 1 is completed, a concrete crown beam 4(1000mm x 1000mm) is arranged at the pile top of the occlusive pile 1, and reinforcing steel bars are reserved at the top of the crown beam 4 for later pouring of the upper reinforced concrete plate wall 3. In a further embodiment, in order to enable the reinforced concrete plate wall 3 to have a certain deformation capacity, specifically, the reinforced concrete plate wall 3 is provided with vertical deformation joints 5 every 40m, a plurality of water stop steel plates 6 are uniformly distributed in the deformation joints 5 in the vertical direction to form water stop belts, and two ends of each water stop steel plate 6 are welded on steel bars in the wall body and integrally cast on the wall body; and the deformation joint 5 is tightly filled and compacted through asphalt reinforcement. The water-stopping steel plate 6 has the telescopic performance by bending the middle part of the steel plate, and the water-stopping steel plate 6 generates elastic change along with the change of the deformation joint 5 in the change processes of temperature, pressure and the like; meanwhile, the water stop steel plate 6 is matched with the asphalt reinforcement joint filling material to form a water stop belt to play a water stop role.
In the embodiment of the invention, more specifically, the building envelope further comprises a waterproof structure to be immersed for eliminating the subsidence of the lake bottom, wherein the waterproof structure comprises a leveling layer 7 constructed on the lake bottom and a waterproof layer 8 constructed in the range of the water storage space D.
Further, in order to further explain the practical application process of the artificial lake enclosure structure, the invention discloses a construction method of the artificial lake enclosure structure in a collapsible loess high fill area, which comprises the following steps:
(1) constructing each plain concrete pile 11 on an original soil layer B at a set interval, embedding the bottom of each plain concrete pile 11 into a watertight layer A for 3.0m, cutting part of a pile body before the plain concrete pile 11 is initially set to form an occlusion port with a reinforced concrete pile 12, constructing the reinforced concrete pile 12 between two adjacent plain concrete piles 11 after the plain concrete pile 11 is set, embedding the bottom of the reinforced concrete pile 12 into the watertight layer A for 5.0m, and constructing the reinforced concrete pile 12 to be occluded with the plain concrete pile 11 to form a circle of occlusion pile 1;
(2) constructing two rows of high-pressure jet grouting piles 2 on each side surface of the occlusive pile 1 respectively, wherein pile bodies of the high-pressure jet grouting piles 2 are embedded into an original soil layer B;
(3) the method comprises the following steps that an original soil layer B is extended out of the pile top of an occlusive pile 1, a crown beam 4 is arranged, reinforcing steel bars are reserved at the top of the crown beam 4, a reinforced concrete panel wall 3 is constructed by matching the reserved reinforcing steel bars on the crown beam 4, vertical deformation joints 5 are arranged on the reinforced concrete panel wall 3 at set intervals, water stop steel plates 6 are embedded in the reinforced concrete panel walls 3 on two sides of the deformation joints 5, and the deformation joints 5 are closely filled through asphalt hemp bars;
(4) after the building envelope reaches the design strength, under the condition that the filling heights of soil layers inside and outside the building envelope are always kept consistent, filling soil in layers according to the compaction requirement outside the building envelope, rolling and tamping, and soaking and flooding in the artificial lake after filling filler in layers inside the building envelope is filled to the height above the bottom elevation of the artificial lake by 0.5m, so that the filler is fully soaked in water and is sunk to completely eliminate the bottom subsidence of the lake;
(5) the construction method comprises the steps of firstly making a leveling layer 7, then brushing an adhesive (for adhering a waterproof material), and then laying a layer of waterproof material, wherein the waterproof structure is made on the lake bottom and the lake edge (plate wall), and the waterproof material extends out of the plate wall all the time to form a flanging, so that the waterproof performance of the waterproof structure is fully ensured.
The safety, the stability, the overturning resistance and the like of the structure need to be fully considered when the artificial lake is built in a collapsible loess area, the structure can ensure that the lower part of the enclosure structure cannot have seepage condition by embedding the secant pile 1 into the impervious layer A, the stability of the enclosure structure is ensured by the clamping of the high-pressure jet grouting pile 2, and a stable support system is formed by filling earth inside and outside the enclosure structure; the soil filling on the inner side of the enclosing structure is not rolled, the natural permeability coefficient of the enclosing structure is large, the filling and the original soil layer B in the whole artificial lake range can be quickly permeated by later stage soaking water, the collapsibility inside the artificial lake can be fully eliminated, and the anti-permeability performance of the artificial lake can be ensured by paving waterproof materials on the bottom and the side wall of the artificial lake to form the waterproof layer 8.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (6)
1. An artificial lake enclosing structure of a collapsible loess high fill area is characterized in that the stratum form of the collapsible loess high fill area is a waterproof layer, an original soil layer and a fill layer from bottom to top respectively, and a water storage space of an artificial lake is formed on the fill layer; the structure is characterized by comprising an occlusive pile, a high-pressure jet grouting pile and a reinforced concrete plate wall, wherein the occlusive pile is formed by plain concrete piles and reinforced concrete piles in an interval arrangement mode, and the plain concrete piles and the reinforced concrete piles form a fixed whole in an occlusion mode; the bottom end of the secant pile is stably drilled into the impervious bed, the top end of the secant pile is exposed out of the original soil layer, two rows of high-pressure jet grouting piles for stabilizing the pile body of the secant pile are respectively arranged on two sides of the secant pile, a crown beam is fixed at the top of the secant pile, the crown beam is poured to form the reinforced concrete plate wall, the reinforced concrete plate wall main body is buried in the soil filling layer, and the water storage space is formed in a closed area at the top of the reinforced concrete plate wall.
2. The artificial lake enclosure structure of the collapsible loess high-fill area as claimed in claim 1, wherein the reinforced concrete slab wall comprises a plurality of wall bodies, deformation joints are formed between adjacent wall bodies, a plurality of water stop steel plates are uniformly distributed in the vertical direction in the deformation joints to form water stop belts, and both ends of each water stop steel plate are welded to steel bars in the wall bodies and integrally cast on the wall bodies; and the deformation joints are closely filled by asphalt reinforcement bars.
3. The artificial lake enclosure of a collapsible loess high-fill area of claim 1, wherein the main body of the high-pressure jet grouting pile is located in an original soil layer.
4. The artificial lake enclosure of the high collapsible loess fill area as claimed in claim 1, further comprising a waterproof structure after the collapse of the lake bottom is eliminated by soaking in water, wherein the waterproof structure comprises a leveling layer constructed on the lake bottom and a waterproof layer constructed in the range of the water storage space.
5. A construction method of an artificial lake enclosure structure of a collapsible loess high-fill area is characterized by comprising the following steps:
(1) constructing each plain concrete pile on an original soil layer at a set interval, embedding a waterproof layer at the bottom of each plain concrete pile for 3.0m, cutting part of a pile body before the plain concrete pile is initially set to form an occlusion port with a reinforced concrete pile, constructing the reinforced concrete pile between two adjacent plain concrete piles after the plain concrete pile is set, embedding the waterproof layer at the bottom of the reinforced concrete pile for 5.0m, and interlocking the constructed reinforced concrete pile and the plain concrete pile to form a circle of occlusion pile;
(2) constructing two rows of high-pressure rotary jet grouting piles on each side surface of the occlusive pile respectively, wherein pile bodies of the high-pressure rotary jet grouting piles are embedded into an original soil layer;
(3) the pile top of the secant pile extends out of an original soil layer and is provided with a crown beam, steel bars are reserved at the top of the crown beam, the crown beam is matched with the reserved steel bars to construct a reinforced concrete panel wall, vertical deformation joints are arranged on the reinforced concrete panel wall at set intervals, water stop steel plates are embedded in the reinforced concrete panel walls on two sides of the deformation joints, and the deformation joints are filled and compacted through asphalt reinforcement;
(4) after the building envelope reaches the design strength, under the condition that the filling heights of soil layers inside and outside the building envelope are always kept consistent, filling soil in layers according to the compaction requirement outside the building envelope, rolling and tamping, and soaking and flooding in the artificial lake after filling filler in layers inside the building envelope is filled to the height above the bottom elevation of the artificial lake by 0.5m, so that the filler is fully soaked in water and is sunk to completely eliminate the bottom subsidence of the lake;
(5) and (4) performing waterproof construction on the lake bottom, the lake wall and the lake edge.
6. The construction method according to claim 5, wherein the engaging length of the plain concrete pile and the reinforced concrete pile is not less than 200 mm; the initial setting time of the plain concrete pile is 40-70 h, the slump is 12-14 mm, and the concrete impermeability grade is P12 or above.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011181161.7A CN112323726A (en) | 2020-10-29 | 2020-10-29 | Artificial lake enclosure structure for collapsible loess high-fill area and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011181161.7A CN112323726A (en) | 2020-10-29 | 2020-10-29 | Artificial lake enclosure structure for collapsible loess high-fill area and construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112323726A true CN112323726A (en) | 2021-02-05 |
Family
ID=74296704
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011181161.7A Pending CN112323726A (en) | 2020-10-29 | 2020-10-29 | Artificial lake enclosure structure for collapsible loess high-fill area and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112323726A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115506305A (en) * | 2022-09-15 | 2022-12-23 | 中国一冶集团有限公司 | Foot protection slope protection structure along river road and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100052123A (en) * | 2008-11-10 | 2010-05-19 | 주식회사 스마텍엔지니어링 | Retaining wall using piers for overlapping structure and constructing method therefor |
| CN106703011A (en) * | 2015-11-12 | 2017-05-24 | 甘肃建研岩土工程有限公司 | Construction method of occlusive piles of water-containing pebble bed and saturated sandstone stratum |
| CN208845026U (en) * | 2018-09-21 | 2019-05-10 | 陆克权 | A kind of novel subway station construction main body building enclosure |
| CN110093934A (en) * | 2019-05-20 | 2019-08-06 | 中铁七局集团有限公司 | The nothing for going along with sb. to guard him pile driving construction suitable for subway leads wall construction method of interlocking pile |
| CN211257009U (en) * | 2019-11-16 | 2020-08-14 | 王水利 | Waterproof curtain secant pile |
-
2020
- 2020-10-29 CN CN202011181161.7A patent/CN112323726A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100052123A (en) * | 2008-11-10 | 2010-05-19 | 주식회사 스마텍엔지니어링 | Retaining wall using piers for overlapping structure and constructing method therefor |
| CN106703011A (en) * | 2015-11-12 | 2017-05-24 | 甘肃建研岩土工程有限公司 | Construction method of occlusive piles of water-containing pebble bed and saturated sandstone stratum |
| CN208845026U (en) * | 2018-09-21 | 2019-05-10 | 陆克权 | A kind of novel subway station construction main body building enclosure |
| CN110093934A (en) * | 2019-05-20 | 2019-08-06 | 中铁七局集团有限公司 | The nothing for going along with sb. to guard him pile driving construction suitable for subway leads wall construction method of interlocking pile |
| CN211257009U (en) * | 2019-11-16 | 2020-08-14 | 王水利 | Waterproof curtain secant pile |
Non-Patent Citations (1)
| Title |
|---|
| 罗福午等: "《土木工程质量缺陷事故分析及处理 第2版》", 28 February 2009, 武汉理工大学出版社 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115506305A (en) * | 2022-09-15 | 2022-12-23 | 中国一冶集团有限公司 | Foot protection slope protection structure along river road and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109797769B (en) | Collapsible loess area underground comprehensive pipe gallery foundation structure and construction method thereof | |
| CN111877397A (en) | Rapid construction cutting retaining wall and construction method thereof | |
| CN113106988A (en) | Internal dam body construction method for refuse dump of internal-discharge strip mine | |
| CN211200426U (en) | Anti-sliding supporting and retaining structure for miniature steel pipe pile retaining wall | |
| CN107090837A (en) | Hole reinforced concrete barricade composite supporting construction and its construction method in one kind hole | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN214783609U (en) | Domatic seepage prevention structure of retaining type road bed that soaks | |
| CN112323726A (en) | Artificial lake enclosure structure for collapsible loess high-fill area and construction method | |
| CN111622234B (en) | Unloading type thin-wall box-type retaining wall supported by obliquely and vertically combined steel pipe pile and construction process | |
| CN113250240A (en) | Combined side slope protection structure and process of layered net type gabion and concrete | |
| CN210439090U (en) | Structure for building or widening high embankment | |
| CN107700521A (en) | One kind is built（Structure）Build thing foundation stabilization and underpin pier and its construction method | |
| CN108914959B (en) | Foundation structure suitable for mountain house building and construction method thereof | |
| CN207211176U (en) | A kind of big open caisson of superelevation | |
| CN113529785B (en) | Soil retaining structure suitable for eliminating frost heaving effect in cold region and construction method | |
| CN113818300B (en) | Sponge city ecological roadbed structure based on original road and construction method thereof | |
| CN213358505U (en) | Seepage-proofing reinforcing heightening structure for existing diseased river levee | |
| CN210975403U (en) | Treatment structure of high water level soft soil bridgehead roadbed | |
| CN115637689A (en) | Immersed tube reinforcement gravel pile construction method for reinforcing soft foundation | |
| CN107165170A (en) | A kind of foundation ditch construction method | |
| CN114045808A (en) | Deep soft soil foundation reinforcement treatment structure formed by combining concrete lattice walls and discrete material piles and construction method | |
| CN207331699U (en) | One kind cheats reinforced concrete barricade composite supporting construction in hole | |
| CN111485555A (en) | Foundation pit supporting system | |
| CN112609731A (en) | Flexible permeable cutting retaining wall and construction method | |
| CN212294737U (en) | Rapid construction cutting retaining wall |
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 | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210205 |