CN113136854A - Separated lock chamber system with double-row pile support and buttress side wall combined - Google Patents
Separated lock chamber system with double-row pile support and buttress side wall combined Download PDFInfo
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- CN113136854A CN113136854A CN202110430148.9A CN202110430148A CN113136854A CN 113136854 A CN113136854 A CN 113136854A CN 202110430148 A CN202110430148 A CN 202110430148A CN 113136854 A CN113136854 A CN 113136854A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02C—SHIP-LIFTING DEVICES OR MECHANISMS
- E02C1/00—Locks or dry-docks; Shaft locks, i.e. locks of which one front side is formed by a solid wall with an opening in the lower part through which the ships pass
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- 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
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- 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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- 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
- Y02A10/30—Flood prevention; Flood or storm water management, e.g. using flood barriers
Abstract
The invention provides a separated lock chamber system combining double-row pile supports and buttress side walls, which comprises two parts, namely a side wall and a bottom plate; the side wall structure comprises double rows of piles, crown connecting beams, hanging plates and a front wall; the bottom of the double-row pile extends into a foundation bearing layer, the top of the double-row pile is rigidly connected with the crown beam, the upper part of the side wall structure adopts a front wall made of reinforced concrete, the reserved steel bars at the pile tops of the double-row pile are poured together with the crown beam and the front wall, a hanging plate is arranged at the lower part of the crown beam, and the bottom elevation of the hanging plate is not higher than the bottom elevation of the bottom plate; the bottom plate adopts a reinforced concrete water permeable bottom plate, the bottom protection of the reinforced concrete, the gravel cushion layer, the melon seed pieces and the medium coarse sand are sequentially arranged from top to bottom, a drain hole is arranged at the bottom protection, a PVC pipe is arranged in the drain hole, gravel is filled in the PVC pipe, and the top elevation of the bottom plate is the designed low water level minus the designed water depth of the threshold. The lock chamber structure is combined with the temporary supporting structure, the permanent temporary combined structure can be conveniently constructed, the construction cost and the construction period are reduced, and the huge social benefits are achieved.
Description
Technical Field
The invention relates to the field of ship lock engineering, in particular to a separated lock chamber system combining double-row pile supports and buttress side walls.
Background
With the development of economy, the construction scale of the ship lock is gradually enlarged, the engineering construction conditions are increasingly complex, and the lock chamber structural design also begins to select a proper structural style according to local conditions. The lock chamber structure is a main composition structure of the ship lock, is an important part for connecting an upper lock head and a lower lock head and realizing water filling and draining and ship lockage, and has an integral structure and a separated structure. The integral gate chamber structure is suitable for the conditions of large water head, high gate wall and poor foundation condition; the separated chamber structure comprises a side wall and a bottom plate, and the side wall structure mainly comprises a gravity type structure, a cantilever type structure, a buttress type structure, a lining type structure, an empty box type structure and the like. Branch river mouth near cities and towns, engineering place space is narrow, and the construction site condition is hardly satisfied, and traditional lock chamber structural style mainly has following not enough, and the foundation ditch is put the slope excavation volume big, and the deformation control degree of difficulty is high, and the incident risk is high, and it is big to live in construction period, engineering cost influence.
Disclosure of Invention
In order to solve the problems, the invention provides the separated lock chamber structure combining the double-row pile support and the buttress side wall, so that the combination of the lock chamber structure of the ship lock and a temporary support structure is realized, the permanent temporary combination structure can be conveniently constructed, the construction cost and the construction period are reduced, and the huge social benefit is achieved.
The invention adopts the following technical scheme:
the separated lock chamber system with the combination of the double-row pile support and the buttress side wall comprises two parts, namely a side wall and a bottom plate;
the side wall structure comprises double rows of piles, crown connecting beams, hanging plates and a front wall;
the bottom of the double-row pile extends into a foundation bearing layer, the top of the double-row pile is rigidly connected with the crown beam, the upper part of the side wall structure adopts a front wall made of reinforced concrete, the reserved steel bars at the pile tops of the double-row pile are poured together with the crown beam and the front wall, a hanging plate is arranged at the lower part of the crown beam, and the bottom elevation of the hanging plate is not higher than the bottom elevation of the bottom plate;
the bottom plate adopts reinforced concrete bottom plate that permeates water, from top to bottom be reinforced concrete's bottom guard, rubble bed course, melon seed piece, well coarse sand in proper order, and the wash port is established to the bottom guard, and the built-in PVC pipe of wash port fills the rubble in the PVC pipe, the top elevation of bottom plate subtracts threshold design depth of water for the design low water level.
The further technology of the invention is as follows:
preferably, the crown connecting beam is provided with a buttress support front wall.
Preferably, the double-row piles are provided with high-pressure jet impervious curtains which are uniformly sprayed from bottom to top, and the position where the slurry spraying is stopped is preferably higher than the bottom elevation of the crown beam by 1 m.
Preferably, the hanging plate is of a reinforced concrete structure, is positioned below the crown beam, and is integrally cast with the side wall structure by adopting a bar-planting cast-in-place process.
Preferably, the side wall structure is a reinforced concrete structure, the top elevation of the side wall structure is the highest navigation water level plus the designed freeboard height, steel guard bars and floating type mooring troughs are arranged on the side close to water, and the steel guard bars are located on two sides of the floating type mooring troughs and are symmetrically arranged.
Preferably, backfill soil is arranged behind the front wall.
Preferably, a reverse filtering layer is arranged below the bottom plate and is made of geotextile.
Preferably, the bottom plate is provided with a longitudinal grid ridge and a transverse grid ridge.
The construction process comprises the following steps:
step 1: and (3) driving double rows of piles: the bottom of each double-row pile extends into a foundation bearing layer, reinforced concrete cast-in-situ bored piles with the diameter of 1.0-1.5 m are adopted for supporting piles, the distance between the double-row piles is 2-5 times of the pile diameter, the embedding depth of the double-row pile structure meets the standard requirement, the thickness of sediment at the bottom of a hole is not more than 50mm during construction, the pile diameter is allowed to deviate +/-50 mm, and the verticality is allowed to deviate 1%;
step two: high-pressure jet grouting impervious curtain: the impervious curtain adopts a high-voltage wire jet pile with the diameter of 0.6-0.8 m, the water-cement ratio of high-pressure jet grouting cement slurry is 0.9-1.1, and the cement mixing amount is 25-40% of the natural mass of soil; the high-pressure injection grouting curtain is occluded with the double-row piles, hole separation and sequential construction is adopted, adjacent injection grouting time is not less than 24 hours, uniform injection is carried out from bottom to top, the position for stopping grouting is 1m higher than the bottom elevation of the crown beam, the allowable deviation of high-pressure injection grouting holes is 50mm, and the allowable deviation of grouting hole perpendicularity is 1%;
step three: and (3) construction of pile top integral casting connection crown beam: the pile tops of the double-row piles extend into the crown connecting beam by not less than 10cm, and reserved steel bars of the pile tops of the double-row piles are poured together with the crown connecting beam;
step four: construction of the cast-in-place hanging plate before the pile: the hanging plate is of a reinforced concrete structure, is positioned below the crown beam, and is integrally cast with the side wall by adopting a bar-planting cast-in-place process; the bottom elevation of the hanging plate is not higher than that of the bottom plate;
step five: installing steel protection wood: the side wall is of a reinforced concrete structure, the top elevation of the side wall is the highest navigation water level plus the designed freeboard height, steel fender bars and floating type mooring troughs are arranged on the side close to water, the steel fender bars are located on two sides of the floating type mooring troughs and are symmetrically arranged, and auxiliary facilities such as cable troughs, railings and the like are arranged on the top of the side wall.
Step six: constructing a cast-in-place buttress and a front wall on the top of the connected crown beam; the crown connecting beam is provided with a buttress support front wall;
step seven: constructing longitudinal and transverse grid ridges at the bottom of the foundation pit: the longitudinal and transverse grid ridges are of reinforced concrete structures, and settlement-expansion joints are arranged along the length direction to control the horizontal displacement of the cast-in-situ bored pile and enhance the anti-inclination stability of the double-row bored pile;
step eight: laying a bottom plate: firstly, laying geotextile, then sequentially laying a bottom guard, a gravel cushion layer, melon seed pieces and medium coarse sand of reinforced concrete from top to bottom, arranging a drain hole at the bottom guard, arranging a PVC pipe in the drain hole, filling gravel in the PVC pipe, and taking the top elevation of the bottom plate as the designed low water level minus the designed water depth of the threshold.
Step nine: backfilling behind the wall, and after the backfilled soil is comprehensively determined according to the field geological condition, layering and compacting are needed, so that the compactness can meet the standard requirement.
The separated lock chamber structure combining the double-row pile support and the buttress side wall has the following advantages:
1. the double-row pile supporting structure is suitable for narrow ship lock construction sites, complex external conditions, soft soil foundations and the like, and can be used as a lock chamber structure, so that the construction period is shortened, and the construction cost is reduced.
2. The ceiling elevation of the lock chamber structure is determined according to the highest navigation water level and is higher than the current ground elevation, the double-row piles and the crown connecting beams are constructed on the current ground elevation, and the height of the upper buttress structure is adjusted to adapt to the required ceiling elevation of the lock chamber structure, so that the lock chamber structure is completely free from the influence of the current elevation of a field.
3. The double-row pile support can adapt to the special-shaped section of the lock chamber by adjusting the pile positions, and is convenient to construct and high in adaptability.
4. The soil pressure behind the side wall is greatly reduced due to the curtain shielding effect of the double-row piles, and the stress characteristic is good.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
FIG. 1 is a schematic cross-sectional view of a chamber structure provided by the present invention;
FIG. 2 is an enlarged schematic view of the baseplate structure of FIG. 1;
FIG. 3 is a schematic plan view of a chamber structure provided by the present invention;
the reference numbers in the figures illustrate: 1-double row piles, 2-impervious curtains, 3-crown beams, 4-hanging plates, 5-buttresses, 6-front walls, 7-floating mooring troughs, 8-longitudinal grid ridges, 9-transverse grid ridges, 10-geotextile, 11-medium coarse sand, 12-melon seed sheets, 13-broken stone cushion layers, 14-bottom protectors, 15-PVC pipes, 16-steel wood protectors, 17-backfill, 18-designed high water level and 19-designed low water level.
Detailed Description
The present invention will be further illustrated with reference to the accompanying drawings and specific embodiments, which are to be understood as merely illustrative of the invention and not as limiting the scope of the invention. It should be noted that the terms "front," "back," "left," "right," "upper" and "lower" used in the following description refer to directions in the drawings, and the terms "inner" and "outer" refer to directions toward and away from, respectively, the geometric center of a particular component.
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
Example 1:
the separated lock chamber system with the combination of the double-row pile support and the buttress side wall comprises two parts, namely a side wall and a bottom plate;
the side wall structure comprises double-row piles 1, crown connecting beams 3, buttresses 5, hanging plates 4 and a front wall 6;
the bottom of the double-row pile 1 extends into a foundation bearing layer, the top of the double-row pile 1 is rigidly connected with a crown connecting beam 3, the crown connecting beam 3 is of a reinforced concrete structure, the thickness of the crown connecting beam 3 is not smaller than 0.8d, the ratio of the height to the row distance of the double-row pile 1 is 1/6-1/3, usually 1.2-2.0 m, the double-row pile is integrally cast, the upper part of the side wall structure is provided with a front wall 6 of reinforced concrete, the reserved steel bars at the pile tops of the double-row pile 1 are cast together with the crown connecting beam 3 and the front wall 6, and the crown connecting beam 3 is provided with a counterfort 5 for supporting the front wall 6; the hanging plate 4 is arranged at the lower part of the crown connecting beam 3, and the bottom elevation of the hanging plate 4 is not higher than that of the bottom plate; the hanging plate 4 is of a reinforced concrete structure, is positioned below the crown connecting beam 3, and is integrally cast with the side wall structure by adopting a bar planting cast-in-place process.
The double-row piles 1 are usually reinforced concrete cast-in-situ bored piles with the diameter of 1.0-1.5 m, and the pile tops of the piles extend into the crown connecting beam 3 to be not less than 10 cm. The method is characterized in that a pile forming process of slurry wall protection hole forming is usually adopted, and the distance between every two rows of piles is preferably 2-5 times of the diameter of the piles. The embedded depth of the double-row pile 1 structure needs to meet the standard requirement, the thickness of the sediment at the bottom of the hole is not more than 50mm during construction, the allowable deviation of the pile diameter is +/-50 mm, and the allowable deviation of the verticality is 1%.
The bottom plate adopts a reinforced concrete water-permeable bottom plate, the bottom protection 14, the broken stone cushion layer, the melon seed pieces 12 and the medium coarse sand 11 are sequentially arranged from top to bottom, the bottom protection 14 is provided with a drain hole, a PVC pipe 15 is arranged in the drain hole, broken stones are filled in the PVC pipe 15, and the top elevation of the bottom plate is obtained by subtracting the designed water depth of the threshold from the designed low water level 19.
The double-row piles 1 are provided with high-pressure injection impervious curtains 2, the impervious curtains 2 are usually high-pressure line injection piles with the diameter of 0.6-0.8 m, the water-cement ratio of high-pressure injection grouting cement slurry is preferably 0.9-1.1, and the cement mixing amount is preferably 25% -40% of the natural mass of soil; and (3) occluding the high-pressure jet grouting curtain with the row piles, constructing by adopting a hole separation sequence, uniformly spraying from bottom to top when the adjacent jet grouting time is not shorter than 24h, and stopping spraying the grout, wherein the position of stopping spraying the grout is higher than the 3-bottom elevation of the crown connecting beam by 1 m. The allowable deviation of the high-pressure jet grouting hole position is 50mm, and the allowable deviation of the perpendicularity of the grouting hole is 1%.
The side wall structure is of a reinforced concrete structure, the top elevation of the side wall structure is the highest navigation water level plus the designed freeboard height, steel guard bars 16 and floating type ship tying grooves 7 are arranged on the side close to water, and the steel guard bars 16 are located on the two sides of the floating type ship tying grooves 7 and are symmetrically arranged. And accessory facilities such as a cable trough, a railing and the like are arranged at the top of the side wall.
And the back of the front wall 6 is provided with backfill 17, and the backfill 17 needs to be compacted in layers after being comprehensively determined according to the field geological condition, so that the compaction degree can meet the standard requirement.
And a reverse filter layer is arranged under the bottom plate and is made of geotextile 10.
The bottom plate is provided with a longitudinal grid ridge 8 and a transverse grid ridge 9, the longitudinal grid ridge 8 and the transverse grid ridge 9 are of reinforced concrete structures, settlement-expansion joints are arranged along the length direction to control horizontal displacement of the bored pile, and anti-inclination stability of the double-row bored pile is enhanced.
Example 2: the construction process of the separated lock chamber system combining the double-row pile support and the buttress side wall is as follows:
step 1: and (3) driving double rows of piles: the bottom of each double-row pile extends into a foundation bearing layer, reinforced concrete cast-in-situ bored piles with the diameter of 1.0-1.5 m are adopted for supporting piles, the distance between the double-row piles is 2-5 times of the pile diameter, the embedding depth of the double-row pile structure meets the standard requirement, the thickness of sediment at the bottom of a hole is not more than 50mm during construction, the pile diameter is allowed to deviate +/-50 mm, and the verticality is allowed to deviate 1%;
step two: high-pressure jet grouting impervious curtain: the impervious curtain adopts a high-voltage wire jet pile with the diameter of 0.6-0.8 m, the water-cement ratio of high-pressure jet grouting cement slurry is 0.9-1.1, and the cement mixing amount is 25-40% of the natural mass of soil; the high-pressure injection grouting curtain is occluded with the double-row piles, hole separation and sequential construction is adopted, adjacent injection grouting time is not less than 24 hours, uniform injection is carried out from bottom to top, the position for stopping grouting is 1m higher than the bottom elevation of the crown beam, the allowable deviation of high-pressure injection grouting holes is 50mm, and the allowable deviation of grouting hole perpendicularity is 1%;
step three: and (3) construction of pile top integral casting connection crown beam: the pile tops of the double-row piles extend into the crown connecting beam by not less than 10cm, and reserved steel bars of the pile tops of the double-row piles are poured together with the crown connecting beam;
step four: construction of the cast-in-place hanging plate before the pile: the hanging plate is of a reinforced concrete structure, is positioned below the crown beam, and is integrally cast with the side wall by adopting a bar-planting cast-in-place process; the bottom elevation of the hanging plate is not higher than that of the bottom plate;
step five: installing steel protection wood: the side wall is of a reinforced concrete structure, the top elevation of the side wall is the highest navigation water level plus the designed freeboard height, steel fender bars and floating type mooring troughs are arranged on the side close to water, the steel fender bars are located on two sides of the floating type mooring troughs and are symmetrically arranged, and auxiliary facilities such as cable troughs, railings and the like are arranged on the top of the side wall.
Step six: constructing a cast-in-place buttress and a front wall on the top of the connected crown beam; the crown connecting beam is provided with a buttress support front wall;
step seven: constructing longitudinal and transverse grid ridges at the bottom of the foundation pit: the longitudinal and transverse grid ridges are of reinforced concrete structures, and settlement-expansion joints are arranged along the length direction to control the horizontal displacement of the cast-in-situ bored pile and enhance the anti-inclination stability of the double-row bored pile;
step eight: laying a bottom plate: firstly, laying geotextile, then sequentially laying a bottom guard, a gravel cushion layer, melon seed pieces and medium coarse sand of reinforced concrete from top to bottom, arranging a drain hole at the bottom guard, arranging a PVC pipe in the drain hole, filling gravel in the PVC pipe, and taking the top elevation of the bottom plate as the designed low water level minus the designed water depth of the threshold.
Step nine: backfilling behind the wall, and after the backfilled soil is comprehensively determined according to the field geological condition, layering and compacting are needed, so that the compactness can meet the standard requirement.
The above description is only of the preferred embodiments of the present invention, and it should be noted that: it will be apparent to those skilled in the art that various modifications and adaptations can be made without departing from the principles of the invention and these are intended to be within the scope of the invention.
The technical means disclosed in the invention scheme are not limited to the technical means disclosed in the above embodiments, but also include the technical scheme formed by any combination of the above technical features.
Claims (1)
1. The separated lock chamber system is characterized by comprising two parts, namely a side wall and a bottom plate, wherein the side wall structure comprises two rows of piles, a crown connecting beam, a hanging plate and a front wall; the bottom plate is a reinforced concrete permeable bottom plate and sequentially comprises a reinforced concrete bottom protector, a gravel cushion layer, melon seed pieces and medium coarse sand from top to bottom;
the construction process comprises the following steps:
step 1: and (3) driving double rows of piles: the bottom of each double-row pile extends into a foundation bearing layer, reinforced concrete cast-in-situ bored piles with the diameter of 1.0-1.5 m are adopted for supporting piles, the distance between the double-row piles is 2-5 times of the pile diameter, the embedding depth of the double-row pile structure meets the standard requirement, the thickness of sediment at the bottom of a hole is not more than 50mm during construction, the pile diameter is allowed to deviate +/-50 mm, and the verticality is allowed to deviate 1%;
step two: high-pressure jet grouting impervious curtain: the impervious curtain adopts a high-voltage wire jet pile with the diameter of 0.6-0.8 m, the water-cement ratio of high-pressure jet grouting cement slurry is 0.9-1.1, and the cement mixing amount is 25-40% of the natural mass of soil; the high-pressure injection grouting curtain is occluded with the double-row piles, hole separation and sequential construction is adopted, adjacent injection grouting time is not less than 24 hours, uniform injection is carried out from bottom to top, the position for stopping grouting is 1m higher than the bottom elevation of the crown beam, the allowable deviation of high-pressure injection grouting holes is 50mm, and the allowable deviation of grouting hole perpendicularity is 1%;
step three: and (3) construction of pile top integral casting connection crown beam: the pile tops of the double-row piles extend into the crown connecting beam by not less than 10cm, and reserved steel bars of the pile tops of the double-row piles are poured together with the crown connecting beam;
step four: construction of the cast-in-place hanging plate before the pile: the hanging plate is of a reinforced concrete structure, is positioned below the crown beam, and is integrally cast with the side wall by adopting a bar-planting cast-in-place process; the bottom elevation of the hanging plate is not higher than that of the bottom plate;
step five: installing steel protection wood: the side wall is of a reinforced concrete structure, the top elevation of the side wall is the highest navigation water level plus the designed freeboard height, steel fender bars and floating type mooring troughs are arranged on the side close to water, the steel fender bars are located on two sides of the floating type mooring troughs and are symmetrically arranged, and auxiliary facilities such as cable troughs, railings and the like are arranged on the top of the side wall.
Step six: constructing a cast-in-place buttress and a front wall on the top of the connected crown beam; the crown connecting beam is provided with a buttress support front wall;
step seven: constructing longitudinal and transverse grid ridges at the bottom of the foundation pit: the longitudinal and transverse grid ridges are of reinforced concrete structures, and settlement-expansion joints are arranged along the length direction to control the horizontal displacement of the cast-in-situ bored pile and enhance the anti-inclination stability of the double-row bored pile;
step eight: laying a bottom plate: firstly, laying geotextile, then sequentially laying a bottom guard, a gravel cushion layer, melon seed pieces and medium coarse sand of reinforced concrete from top to bottom, arranging a drain hole at the bottom guard, arranging a PVC pipe in the drain hole, filling gravel in the PVC pipe, and taking the top elevation of the bottom plate as the designed low water level minus the designed water depth of the threshold.
Step nine: backfilling behind the wall, and after the backfilled soil is comprehensively determined according to the field geological condition, layering and compacting are needed, so that the compactness can meet the standard requirement.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114263156A (en) * | 2021-12-29 | 2022-04-01 | 中铁十二局集团建筑安装工程有限公司 | Construction method of deep-miscellaneous soil filling support pile |
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| CN107254880A (en) * | 2017-07-19 | 2017-10-17 | 中铁上海设计院集团有限公司 | A kind of curb is combined retaining structure |
| CN107419731A (en) * | 2017-08-04 | 2017-12-01 | 广州市市政工程设计研究总院 | A kind of board-like double-row pile foundation pit support structure of counterfort and its construction method |
| CN208363065U (en) * | 2018-06-11 | 2019-01-11 | 中交第二航务工程勘察设计院有限公司 | Separate wall lock chamber structure |
| CN111236260A (en) * | 2020-03-12 | 2020-06-05 | 广西交通科学研究院有限公司 | Variable-rigidity combined type prefabricated double-row pile supporting structure and construction method thereof |
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| CN114263156A (en) * | 2021-12-29 | 2022-04-01 | 中铁十二局集团建筑安装工程有限公司 | Construction method of deep-miscellaneous soil filling support pile |
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