CN112854117B - L-shaped wharf construction method - Google Patents
L-shaped wharf construction method Download PDFInfo
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- CN112854117B CN112854117B CN202110027198.2A CN202110027198A CN112854117B CN 112854117 B CN112854117 B CN 112854117B CN 202110027198 A CN202110027198 A CN 202110027198A CN 112854117 B CN112854117 B CN 112854117B
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- 238000010276 construction Methods 0.000 title claims abstract description 43
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 85
- 239000010959 steel Substances 0.000 claims abstract description 85
- 238000000034 method Methods 0.000 claims abstract description 30
- 210000000481 breast Anatomy 0.000 claims abstract description 17
- 239000004576 sand Substances 0.000 claims abstract description 17
- 239000004575 stone Substances 0.000 claims abstract description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 8
- 239000011435 rock Substances 0.000 claims abstract description 5
- 238000005266 casting Methods 0.000 claims abstract description 4
- 239000004567 concrete Substances 0.000 claims description 20
- 230000000903 blocking effect Effects 0.000 claims description 6
- 239000011440 grout Substances 0.000 claims description 5
- 238000011065 in-situ storage Methods 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 4
- 238000009434 installation Methods 0.000 description 7
- 239000002689 soil Substances 0.000 description 7
- 239000011150 reinforced concrete Substances 0.000 description 4
- 239000004927 clay Substances 0.000 description 3
- 239000004746 geotextile Substances 0.000 description 3
- 238000007667 floating Methods 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000003973 irrigation Methods 0.000 description 1
- 230000002262 irrigation Effects 0.000 description 1
- 239000004745 nonwoven fabric Substances 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
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- 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
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
- E02B3/068—Landing stages for vessels
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- 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
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
- E02B3/062—Constructions floating in operational condition, e.g. breakwaters or wave dissipating walls
- E02B3/064—Floating landing-stages
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- 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
- E02B3/20—Equipment for shipping on coasts, in harbours or on other fixed marine structures, e.g. bollards
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- 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
- E02D15/06—Placing concrete under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D23/00—Caissons; Construction or placing of caissons
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D23/00—Caissons; Construction or placing of caissons
- E02D23/08—Lowering or sinking caissons
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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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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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
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
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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
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
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- Engineering & Computer Science (AREA)
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Abstract
The application relates to an L-shaped wharf construction method, which comprises a plurality of general berths and a plurality of grocery berths, wherein the construction process of the general berths sequentially comprises the following steps: excavating a foundation trench, throwing a stone foundation bed, tamping the foundation bed, leveling the foundation bed, prefabricating, transporting and installing a caisson, backfilling sand in a box, backfilling mountain stone at the front edge of the foundation bed, constructing an inverted filter layer and a box top at the rear part of the foundation bed, backfilling the box to form a working surface and a cast-in-place breast wall, backfilling the box to a designed elevation, vibroflotation and residual auxiliary engineering construction; the construction process of the grocery berth sequentially comprises the following steps: the method comprises the following working procedures of clearing the surface, preloading, unloading, driving combined steel sheet piles on land, driving combined steel sheet piles on water, excavating behind a sheet pile wall, backfilling rock blocks, constructing an anchorage wall, casting a breast wall in place, installing a pull rod, constructing a track beam, backfilling the ground and constructing a road. The ship berthing device has the advantages of being low in comprehensive cost, facilitating berthing of ships with different tonnages and improving the effect of the loading and unloading efficiency of berths.
Description
Technical Field
The application relates to the field of hydraulic engineering, in particular to an L-shaped wharf construction method.
Background
The dock is a hydraulic building for ships to stop, load and unload goods and passengers to get on and off.
In the actual operation process of the wharf, the berth of the wharf is usually not a single ship type for berthing, when a ship with small tonnage berths at a large tonnage, the berth loading and unloading efficiency can be reduced, the utilization rate of the berth is low, in order to improve the berth loading and unloading efficiency, the berth with small tonnage is constructed while the berth with large tonnage is constructed, the proper berth for berthing the ships with different tonnage is facilitated, and the berth loading and unloading efficiency is improved.
In view of the above-mentioned related technologies, the inventor believes that a dock that meets the requirements of ship berthing with different tonnages is needed urgently.
Disclosure of Invention
In order to provide a wharf meeting the requirement of ship berthing with different tonnages, the application provides an L-shaped wharf construction method.
The application provides an L-shaped wharf construction method, which adopts the following technical scheme:
a construction method of an L-shaped wharf comprises a plurality of general berths and a plurality of grocery berths, wherein the construction process of the general berths sequentially comprises the following steps: excavating a foundation trench, throwing a stone foundation bed, tamping the foundation bed, leveling the foundation bed, prefabricating, transporting and installing a caisson, backfilling sand in a box, backfilling mountain stone at the front edge of the foundation bed, constructing an inverted filter layer and a box top at the rear part of the foundation bed, backfilling the box to form a working surface and a cast-in-place breast wall, backfilling the box to a designed elevation, vibroflotation and residual auxiliary engineering construction; the construction process of the grocery berth sequentially comprises the following steps: the method comprises the following working procedures of clearing the surface, preloading, unloading, driving combined steel sheet piles on land, driving combined steel sheet piles on water, excavating behind a sheet pile wall, backfilling rock blocks, constructing an anchorage wall, casting a breast wall in place, installing a pull rod, constructing a track beam, backfilling the ground and constructing a road.
By adopting the technical scheme, different construction processes are adopted according to the bearing capacity of the berth, the construction cost is reduced, the berths with different tonnage are arranged at the wharf, the caisson construction process is adopted for the general berth, the caisson is adopted for the general berth as a main body structure, the foundation stress is small, the workload of water installation is small, the large horizontal load can be borne, the combined steel sheet pile construction process is suitable for the construction of large-tonnage berths, the construction process of combined steel sheet piles is adopted for grocery berths, the excavation amount is reduced, the interference to the periphery is small, and the combined steel sheet pile construction process is suitable for the construction of small-tonnage berths; the comprehensive cost is lower, ships with different tonnages can be conveniently parked, and the loading and unloading efficiency of the berth is improved.
Preferably, the general berth comprises a plurality of rectangular caissons which are connected in sequence, the grocery berth comprises a combined steel plate pile group which is connected in sequence, and the combined steel plate pile group comprises a plurality of steel pipe piles and a steel plate pile which is positioned between two adjacent steel pipe piles.
By adopting the technical scheme and the use of the rectangular caisson, the general berth has better structural integrity, can bear larger horizontal square load, is suitable for the construction of large-tonnage berths, and is combined with the use of steel sheet piles, so that the construction speed of the grocery berth is higher, the construction cost is lower, and the utilization rate of the berth of the wharf is improved.
Preferably, the length direction of the general berth is perpendicular to that of the general berth and the grocery berth to form an L-shaped wharf.
By adopting the technical scheme, the general berth is vertical to the grocery berth in the length direction, so that the general berth and the grocery berth share the same land area, and the space utilization rate is high.
Preferably, a concrete anchorage wall is arranged on one side of the grocery berth close to the land, and the concrete anchorage wall and the combined steel plate pile group are tensioned through an anchorage rope.
By adopting the technical scheme, because the bearing capacity of the horizontal load of the combined steel sheet pile is poor, the concrete anchorage wall is arranged, so that the concrete anchorage wall is positioned in the land area range, and the combined steel sheet pile group is not easily extruded by the soil body in the land area range through the arrangement of the anchorage rope, so that the service life of the combined steel sheet pile group is prolonged.
Preferably, the one end that combination steel sheet pile group is close to the rectangle caisson includes first tubular pile, the one end that general berth is close to combination steel sheet pile group includes first caisson, leave the clearance between first tubular pile and the first caisson, be provided with between first tubular pile and the rectangle caisson and keep off a class subassembly.
Through adopting above-mentioned technical scheme, because need carry out rear backfill sand process after the caisson installation, in order to prevent the construction interference, leave the clearance between head caisson and the head tubular pile, among the backfill sand process, the backfill sand easily spills from the clearance between head caisson and the head tubular pile, through keeping off the setting of flowing the subassembly, reduces the clearance between head caisson and the head tubular pile.
Preferably, keep off the arc steel sheet that the subassembly includes vertical setting, the protruding direction of arc steel sheet is towards the clearance between first tubular pile and the first caisson, the arc steel sheet along the both sides of vertical direction respectively with first tubular pile and first caisson butt, enclose between arc steel sheet, first tubular pile and the first caisson and establish into a grout groove.
Through adopting above-mentioned technical scheme, the setting of arc steel sheet reduces the space in grout groove, and it is difficult for spilling from the clearance between head caisson and the head tubular pile to fill in the grout groove, reduces construction cost, and in the arc steel sheet installation, the fault-tolerant rate is higher, and when the both sides of arc steel sheet were contradicted with head tubular pile or head caisson, can produce and warp, the shutoff effect is better.
Preferably, underwater concrete is poured into the grouting groove.
Through adopting above-mentioned technical scheme, make the staff pour into the concrete under water back in the grout groove, the concrete is easily condensed in the clearance department between first caisson and first tubular pile under water, the difficult continuation spill, the shutoff effect is better and reduce the use cost of backfill sand.
Preferably, a flexible sleeve is arranged in the grouting groove and is close to a gap between the first tubular pile and the first caisson.
By adopting the technical scheme, before grouting, a worker firstly injects fillers into the flexible sleeve to block a gap between the head tubular pile and the head caisson, so that leakage amount of underwater concrete poured into the grouting groove is reduced, and construction cost is reduced.
In summary, the present application includes at least one of the following beneficial technical effects:
1. different construction processes are adopted according to the bearing capacity of the berth, a caisson construction process is adopted for a general berth, and a combined steel sheet pile construction process is adopted for a general berth, so that ships with different tonnages can conveniently berth, and the loading and unloading efficiency of the berth is improved;
2. the concrete anchorage wall is positioned in the land area, and the combined steel plate pile group is not easily extruded by soil in the land area through the arrangement of the anchorage ropes, so that the service life of the combined steel plate pile group is prolonged;
3. because need carry out rear backfill sand process after the caisson installation, in order to prevent the construction interference, leave the clearance between first caisson and the first tubular pile, during the backfill sand process, the backfill sand is easy to spill from the clearance between first caisson and the first tubular pile, through keeping off the setting of flowing subassembly, reduces the clearance between first caisson and the first tubular pile.
Drawings
Fig. 1 is a schematic structural diagram between the first caisson and the first tubular pile of the present application.
Description of reference numerals: 1. a rectangular caisson; 11. a first caisson; 2. combining the steel plate pile group; 21. steel sheet piles; 22. steel pipe piles; 23. a first tubular pile; 3. concrete anchorage walls; 4. an arc-shaped steel plate; 5. grouting grooves; 6. a flexible sleeve.
Detailed Description
The present application is described in further detail below with reference to fig. 1.
The embodiment of the application discloses a construction method of an L-shaped wharf. Referring to fig. 1, the L-shaped wharf construction method is applied to a certain golden ocean wharf project, 3 total berths are built in the project, and the total occupied shoreline is 725 meters. The system comprises 2 50000-ton-level general berths, namely a 1# general berth and a 2# general berth, which occupy a shore line 546m and can also allow 2 50000GT automobile roll-on-roll-off ships to operate simultaneously, and a hydraulic structure is constructed according to the design of the 70000GT automobile roll-on-roll-off ships; 1 3000 ton-level general cargo berth is 3# general cargo berth, and length is 179m, and the hydraulic structure designs and constructs according to 5000 DWT. And a land storage yard is constructed behind the wharf in a matching way, wherein the land storage yard is about 40 ten thousand square meters.
The construction process of the 1# universal berth and the 2# universal berth sequentially comprises the following steps: excavating a foundation trench, throwing a stone foundation bed, tamping the foundation bed, leveling the foundation bed, prefabricating, transporting and installing a caisson, backfilling sand in a box, backfilling mountain stone at the front edge of the foundation bed, constructing an inverted filter layer and a box top at the rear part of the foundation bed, backfilling the box to form a working surface and a cast-in-place breast wall, backfilling the box to a designed elevation, vibroflotation and residual auxiliary engineering construction.
The construction process of the 3# grocery berth sequentially comprises the following steps: the method comprises the following working procedures of clearing the surface, preloading, unloading, driving combined steel sheet piles on land, driving combined steel sheet piles on water, excavating behind a sheet pile wall, backfilling rock blocks, constructing an anchorage wall, casting a breast wall in place, installing a pull rod, constructing a track beam, backfilling the ground and constructing a road.
As shown in FIG. 1, the 1# general berth and the 2# general berth both adopt a rectangular caisson 1 structure, the rectangular caisson 1 has the length of 18.77m, the width of 12.65m and the height of 14m, 12 bins are arranged, and the single weight is about 1567 t. Coarse sand is filled in the bin lattices, and a mixed gravel inverted filter body is arranged at the longitudinal joint. The foundation bearing layer is made of strongly weathered mudstone or hard plastic powdery clay, a riprap foundation bed with the thickness of 0.5-5m and the weight of 10-100kg is arranged at a deeper buried part of the strongly weathered mudstone, and the powdery clay below the foundation bed is excavated, filled and compacted by adopting 1-500 kg of mountain opening stones. A rectangular caisson 1 is provided with a cast-in-place L-shaped reinforced concrete breast wall, and a pipe ditch, a cable groove, a bollard block body and the like are arranged on the reinforced concrete breast wall. And a two-layer cushion layer with the thickness of 0.8m, a mixed inverted filter layer with the thickness of 0.8m and two layers of non-woven geotextiles are sequentially laid on the back shoulder top of the foundation bed on one side of the caisson facing the land area, a mixed gravel inverted filter body is arranged at the joint of the reinforced concrete breast wall and the caisson, and the two layers of non-woven geotextiles are laid on the surface of the inverted filter body. And backfilling the medium grit at the side of the 1# universal berth and the 2# universal berth facing the land area. The sand quality meets the requirement that the sand diameter is more than or equal to 28 degrees and the mud content is less than or equal to 5 percent, the vibroflotation compaction is carried out until N is more than or equal to 15 impacts, and the total backfill process quantity is about 199279m for plantation. The concrete strength grade of the rectangular caisson 1 is C40, and the concrete strength grade of the breast wall is C35. The rectangular caisson 1 is installed by adopting a semi-submerged barge to match with a positioning ship to carry out caisson floating type installation operation; and (3) transporting the caisson to a submerging pit for submerging by the semi-submerged barge, and dragging the caisson by a tugboat after the caisson is floated stably and is pulled out. The positioning flat plate ship is placed along the direction of the front edge line of the wharf, the towed caisson leans against the inner side of the positioning ship by retracting and releasing the anchor rope, the positioning ship pulls the anchor rope on the shore side, the floating caisson is moved to an installation place, and the positioning adjustment is used for irrigation installation.
The 3# grocery berth comprises a combined steel plate pile group 2, the combined steel plate pile group 2 comprises a plurality of steel pipe piles 22 and steel plate piles 21 positioned between every two adjacent steel pipe piles 22, each steel pipe pile 22 comprises a main pile, the main pile adopts a phi 1422 steel pipe pile 22, and the pile tip elevation enters a medium-stroke cemented rock stratum; the steel sheet piles 21 are double-spliced AZ20-700 steel sheet piles 21, the pile tip height is-15 to-17 m, and the steel sheet piles enter the powdery clay layer. The cast-in-place steel sheet pile 21 breast wall, the steel sheet pile 21 breast wall height is 4.6m, the ceiling height is 3.5m, the width is 3.3 m. And the breast wall of the steel sheet pile 21 is provided with a wheel bank, a pipe trench and a mooring post block. The steel sheet pile 21 breast wall parting joint is provided with a mixed macadam inverted filter and the surface is paved with two non-woven geotextiles of 400 g/square meter. Drainage holes with the distance of 1.5m are arranged below the designed low water level of the No. 3 berth wharf, and a mixed inverted filter body is arranged behind the drainage holes. The pull rod is a steel pull rod with the strength level of GLG550, the diameter phi of the pull rod is 85mm, and the distance between the pull rods is 2500 mm. An anchorage structure is arranged on one side, close to the land, of the 3# grocery berth, the anchorage structure is a cast-in-place reinforced concrete anchorage wall 3, the height of the wall is 4.5m, the thickness of the wall is 800mm, and 10-100kg of stones are backfilled in front of the concrete anchorage wall 3. And backfilling coarse sand in one side of the steel sheet pile 21 breast wall facing the land area. The concrete anchorage wall 3 and the combined steel plate pile group 2 are tensioned through an anchoring rope.
The total length of a steel sheet pile 21 adopted by the 3# grocery berth is 1973m, wherein 122 pieces with the thickness of 10mm are 15.4m in length, and the total weight is 166 t; 400m of type 1 soil and 1200m of type 2 soil. The diameter of the 1422 steel pipe pile 22 is 62, wherein 7 steel pipe piles are 23m, 9 steel pipe piles are 24m,27 steel pipe piles are 25m, 8 steel pipe piles are 21m, 11 steel pipe piles are 20m, and the total weight is 1020 t; the pile body is filled with 1 type soil 200m, 2 type soil 700m and 4 type soil 400 m.
As shown in FIG. 1, the length directions of the 1# general berth and the 2# general berth are collinear and are perpendicular to the length direction of the 3# general cargo berth.
One end of a combined steel plate pile group 2 close to a rectangular caisson 1 comprises a head tubular pile 23, one end of the combined steel plate pile group 2 close to a general berth comprises a head caisson 11, a gap is reserved between the head tubular pile 23 and the head caisson 11, a flow blocking assembly used for blocking backfill sand from leaking along the gap between the head tubular pile 23 and the head caisson 11 is arranged between the head steel pipe pile 22 and the rectangular caisson 1, the flow blocking assembly comprises an arc-shaped steel plate 4 which is vertically arranged, the protruding direction of the arc-shaped steel plate 4 faces the gap between the head tubular pile 23 and the head caisson 11, the two sides of the arc-shaped steel plate 4 in the vertical direction are respectively abutted against the head tubular pile 23 and the head caisson 11, the arc-shaped steel plate 4, a grouting groove 5 is enclosed between the head tubular pile 23 and the head caisson 11; a vertically arranged flexible sleeve 6 is placed in the grouting groove 5, the cross section of the flexible sleeve 6 is circular and made of non-woven fabric, and the flexible sleeve 6 is close to the gap between the first tubular pile 23 and the first caisson 11.
The implementation principle of the L-shaped wharf construction method in the embodiment of the application is as follows: after the construction of the combined steel plate pile group 2 of the rectangular caisson 1 and the general berth 2 of the general berth 1 and the general berth 2 is finished, the sand backfilling process is carried out on one side of the general berth 1, the general berth 2 and the general berth 3 facing the land area, firstly, the flow blocking assembly is installed, a worker faces the protruding direction of the arc-shaped steel plate 4 to the gap between the head tubular pile 23 and the head caisson 11 and drives the arc-shaped steel plate into the gap between the head tubular pile 23 and the head caisson 11 along the vertical direction, the arc-shaped steel plate 4 is positioned on one side of the head tubular pile 23 and the head caisson 11 facing the land area, at the moment, a grouting groove 5 is enclosed among the arc-shaped steel plate 4, the head tubular pile 23 and the head caisson 11, then the flexible sleeve 6 is lowered into the grouting groove 5, the flexible sleeve 6 is close to the gap between the head tubular pile 23 and the head caisson 11, then the grouting operation is synchronously carried out to the flexible tubular pile sleeve 6 and the grouting groove 5, and (5) pouring underwater concrete, wherein the rising speed of the concrete in the flexible sleeve 6 is higher than that of the concrete in the grouting groove 5.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (3)
1. A construction method of an L-shaped wharf is characterized in that: including a plurality of general berths and a plurality of grocery berths, the work progress of general berth includes in proper order: excavating a foundation trench, throwing a stone foundation bed, tamping the foundation bed, leveling the foundation bed, prefabricating, transporting and installing a caisson, backfilling sand in a box, backfilling mountain stone at the front edge of the foundation bed, constructing an inverted filter layer and a box top at the rear part of the foundation bed, backfilling the box to form a working surface and a cast-in-place breast wall, backfilling the box to a designed elevation, vibroflotation and residual auxiliary engineering construction; the construction process of the grocery berth sequentially comprises the following steps: the method comprises the following working procedures of clearing the surface, preloading, unloading, driving combined steel sheet piles on land, driving combined steel sheet piles on water, excavating behind a sheet pile wall, backfilling rock blocks, constructing an anchorage wall, casting a breast wall in situ, installing a pull rod, constructing a track beam, backfilling the ground and constructing a road; the general berth comprises a plurality of rectangular caissons (1) which are connected in sequence, the grocery berth comprises a combined steel plate pile group (2) which is connected in sequence, and the combined steel plate pile group (2) comprises a plurality of steel pipe piles (22) and steel plate piles (21) which are positioned between two adjacent steel pipe piles (22); one end, close to the rectangular caisson (1), of the combined steel plate pile group (2) comprises a first tubular pile (23), one end, close to the combined steel plate pile group (2), of the universal berth comprises a first caisson (11), a gap is reserved between the first tubular pile (23) and the first caisson (11), and a flow blocking assembly is arranged between the first tubular pile (23) and the rectangular caisson (1); the flow blocking assembly comprises an arc-shaped steel plate (4) which is vertically arranged, the protruding direction of the arc-shaped steel plate (4) faces to a gap between a first tubular pile (23) and a first caisson (11), the arc-shaped steel plate (4) is abutted to the first tubular pile (23) and the first caisson (11) along the two sides in the vertical direction, and a grouting groove (5) is formed between the arc-shaped steel plate (4), the first tubular pile (23) and the first caisson (11); underwater concrete is poured in the grouting groove (5); be provided with flexible sleeve (6) in grout groove (5), flexible sleeve (6) are close to the clearance department between first tubular pile (23) and first caisson (11).
2. The L-shaped wharf construction method as claimed in claim 1, wherein: the length direction of the general berth is perpendicular to that of the general cargo berth to form an L-shaped wharf.
3. The L-shaped wharf construction method according to claim 1, wherein: and a concrete anchorage wall (3) is arranged on one side of the grocery berth close to the land, and the concrete anchorage wall (3) and the combined steel plate pile group (2) are tensioned through an anchorage rope.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110027198.2A CN112854117B (en) | 2021-01-09 | 2021-01-09 | L-shaped wharf construction method |
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| CN202110027198.2A CN112854117B (en) | 2021-01-09 | 2021-01-09 | L-shaped wharf construction method |
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| CN112854117B true CN112854117B (en) | 2022-06-03 |
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