CN214883521U - Disconnect-type lock chamber structure - Google Patents
Disconnect-type lock chamber structure Download PDFInfo
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- CN214883521U CN214883521U CN202120823667.7U CN202120823667U CN214883521U CN 214883521 U CN214883521 U CN 214883521U CN 202120823667 U CN202120823667 U CN 202120823667U CN 214883521 U CN214883521 U CN 214883521U
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- reinforced concrete
- chamber structure
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 22
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 11
- 239000010959 steel Substances 0.000 claims abstract description 11
- 239000004576 sand Substances 0.000 claims abstract description 5
- 241000353135 Psenopsis anomala Species 0.000 claims abstract description 4
- 238000000034 method Methods 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 5
- 239000004746 geotextile Substances 0.000 claims description 4
- 239000002002 slurry Substances 0.000 claims description 4
- 239000012466 permeate Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 12
- 230000008901 benefit Effects 0.000 abstract description 3
- 239000004568 cement Substances 0.000 description 3
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 238000005507 spraying Methods 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 239000011440 grout Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000001012 protector Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000001914 filtration Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
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Abstract
The utility model provides a separated lock chamber structure, which comprises 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 utility model relates to a ship lock engineering field especially relates to a disconnect-type lock chamber structure.
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.
SUMMERY OF THE UTILITY MODEL
In order to solve the problems, the invention provides a separated lock chamber structure, which realizes the combination of the lock chamber structure of the ship lock and a temporary supporting structure, and the permanent temporary combined structure can be conveniently constructed, reduces the construction cost and the construction period and has great social benefit.
The utility model adopts the following technical scheme:
a separated lock chamber structure 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 is reinforced concrete's bottom guard, rubble bed course, melon seed piece and well coarse sand in proper order, and the wash port is established at 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 utility model discloses a further technique:
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 guniting is stopped is 1m higher than the bottom elevation of the crown beam.
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.
A disconnect-type lock chamber structure have following advantage:
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 described 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 without creative efforts.
Fig. 1 is a schematic sectional view of a gate 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 lock 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 explained with reference to the accompanying drawings and embodiments, which are to be understood as illustrative only and not 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 described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments.
Example (b):
a separated lock chamber structure 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.
The above description is only a preferred embodiment of the present invention, and it should be noted that: for those skilled in the art, without departing from the principle of the present invention, several improvements and modifications can be made, and these improvements and modifications should also be considered as the protection scope of the present invention.
The technical means disclosed by the scheme of the present invention is not limited to the technical means disclosed by the above embodiments, but also includes the technical scheme formed by the arbitrary combination of the above technical features.
Claims (8)
1. A disconnect-type lock chamber structure which characterized in that: the side wall structure 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 is reinforced concrete's bottom guard, rubble bed course, melon seed piece and well coarse sand in proper order, and the wash port is established at 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.
2. A split-gate chamber structure as claimed in claim 1, wherein: and the crown connecting beam is provided with a buttress support front wall.
3. A split-gate chamber structure as claimed in claim 1, wherein: and arranging high-pressure jet impervious curtains on the double-row piles, uniformly jetting from bottom to top, and stopping the slurry jet, wherein the position of the stop slurry jet is 1m higher than the bottom elevation of the crown beam.
4. A split-gate chamber structure as claimed in claim 1, wherein: the hanging plate is of a reinforced concrete structure and is positioned below the crown beam, and the hanging plate and the side wall structure are integrally cast by adopting a bar planting cast-in-place process.
5. A split-gate chamber structure as claimed in claim 1, wherein: 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 fender bars and floating type ship tying grooves are arranged on the side close to water, and the steel fender bars are located on two sides of the floating type ship tying grooves and are symmetrically arranged.
6. A split-gate chamber structure as claimed in claim 1, wherein: and backfill soil is arranged behind the front wall.
7. A split-gate chamber structure as claimed in claim 1, wherein: and a reverse filter layer is arranged below the bottom plate and is made of geotextile.
8. A split-gate chamber structure as claimed in claim 1, wherein: the bottom plate is provided with longitudinal grid ridges and transverse grid ridges.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120823667.7U CN214883521U (en) | 2021-04-21 | 2021-04-21 | Disconnect-type lock chamber structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120823667.7U CN214883521U (en) | 2021-04-21 | 2021-04-21 | Disconnect-type lock chamber structure |
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| Publication Number | Publication Date |
|---|---|
| CN214883521U true CN214883521U (en) | 2021-11-26 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120823667.7U Active CN214883521U (en) | 2021-04-21 | 2021-04-21 | Disconnect-type lock chamber structure |
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| CN (1) | CN214883521U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN120465435A (en) * | 2025-07-15 | 2025-08-12 | 安徽水安建设集团股份有限公司 | A construction method for replacing the bottom plate partition of a ship lock chamber |
-
2021
- 2021-04-21 CN CN202120823667.7U patent/CN214883521U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN120465435A (en) * | 2025-07-15 | 2025-08-12 | 安徽水安建设集团股份有限公司 | A construction method for replacing the bottom plate partition of a ship lock chamber |
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