CN213625433U - A link up transition structure that is used for gravity type and sheet pile formula combination pier - Google Patents
A link up transition structure that is used for gravity type and sheet pile formula combination pier Download PDFInfo
- Publication number
- CN213625433U CN213625433U CN202021494513.XU CN202021494513U CN213625433U CN 213625433 U CN213625433 U CN 213625433U CN 202021494513 U CN202021494513 U CN 202021494513U CN 213625433 U CN213625433 U CN 213625433U
- Authority
- CN
- China
- Prior art keywords
- gravity
- sheet pile
- pile
- transition structure
- wharf
- 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.)
- Active
Links
Images
Landscapes
- Revetment (AREA)
Abstract
The utility model discloses a linking transition structure for gravity type and sheet pile type combined wharf, the combined wharf comprises an outer wall body composed of a gravity caisson and a plurality of sheet pile combinations, a backfill groove is formed between the outer wall body and a temporary flood bank, gravels are filled in the backfill groove to form a supporting surface, and a wharf working platform is laid on the top of the outer wall body and the supporting surface; the connection transition structure comprises a riprap base laid at the bottom in the backfill groove and a filling base station filled in the backfill groove and plugged at the connection part of the gravity caisson and the plurality of steel sheet piles; the top end of the filling base station is connected with the bottom of the working platform; the filling base platform is filled by adopting 100-200kg lump stones; the surface of the filling base station is also provided with a protective layer for preventing sand and stone from leaking. This link up transition structure can carry out effective shutoff to the gap, avoids backfilling the grit in the inslot to leak, reduces the probability that the combination pier takes place the accident of collapsing, reduces the maintenance cost of combination pier.
Description
Technical Field
The utility model belongs to pier building field especially relates to a linking transition structure that is used for gravity type and sheet pile formula combination pier.
Background
In the process of constructing a port and wharf, a gravity wharf technology, a sheet pile wharf technology or a high pile wharf technology is generally adopted to expand a working area, and a berthing position is extended to a deep water area, so that ships with large tonnage and deep draft can be conveniently berthed.
The gravity wharf technology adopts a gravity caisson to sink into the water bottom, the wharf built on the top layer is kept stable by utilizing self gravity, the structural strength of the gravity caisson is high, the support stability is excellent, and the gravity caisson is one of main technical means for building the wharf. When a wharf is built in a water area with rugged and uneven ground features and submarine topography, the height of the submarine topography fluctuates, so that the flatness of a working plane of the wharf needs to be guaranteed, the size of the gravity caisson needs to be adjusted, a large-size gravity caisson is arranged at a position with low submarine topography, a small-size gravity caisson is arranged at a position with high submarine topography, and the heights of the tops of the gravity caissons are the same above the water surface, so that the working plane of the wharf is flat.
However, since the gravity caisson has a great dead weight, a settling phenomenon occurs, the settling amplitude is related to the weight and volume of the gravity caisson, the weight and volume of the large-size gravity caisson and the small-size gravity caisson are different, and the settling amplitudes of the gravity caissons with different sizes are different, which may cause the height of each caisson above the water surface to be different, and thus, the working plane of the wharf is cracked or even broken.
The sheet pile type wharf technology adopts steel pipe piles and steel sheet piles to be combined and matched, a plurality of steel pipe piles are sunk side by side to be fixed at the bottom of the water, the steel sheet piles are used for connecting the steel pipe piles in series to form a cofferdam structure, and the working plane and the building of the wharf can be built after backfilling and tamping. It is less affected by the settling effect.
Therefore, the problem of cracking of the wharf working plane caused by different settlement ranges can be solved by adopting the plate decoration wharf technology to replace a small-size gravity caisson arranged at a high position of the underwater terrain, directly arranging the large-size gravity caisson in a foundation pit excavated to a rock stratum and connecting the large-size gravity caisson and the foundation pit.
However, the structural difference between the gravity caisson and the sheet pile group is large, and a gap is easily formed at the joint of the gravity caisson and the sheet pile group to leak backfilled gravels to an external water area, so that a cavity appears at the bottom of the wharf working platform, and the risk of sudden pit collapse exists.
Compared with a gravity wharf, the sheet pile wharf has poor stability, cracks are prone to occur at the joint of the gravity caisson and the sheet pile group due to the deflection of the sheet pile group, and accordingly backfilled gravel is prone to leakage. Moreover, the deflection of the sheet pile group can also lead to cracking and damage of the working plane of the wharf.
Therefore, there is a need for a joint transition structure that can prevent the backfill gravel from leaking to the outside water area and can also serve as a reinforcing and supporting function at the joint of the gravity caisson and the sheet pile group.
SUMMERY OF THE UTILITY MODEL
The utility model aims to provide a, through the linking department increase linking transition structure at gravity type pier and sheet pile formula pier, because of the big gap that produces of form difference between two kinds of docks of shutoff, the grit of avoiding backfilling the inslot filling leaks to outside waters along the gap in, causes the work platform bottom cavity of combination pier to collapse.
The utility model discloses a realize through following technical scheme:
a connection transition structure for a gravity type and sheet pile type combined wharf comprises an outer wall body formed by combining a gravity caisson and a plurality of sheet piles, wherein a backfill groove is formed between the outer wall body and a temporary flood bank, gravels are filled in the backfill groove to form a supporting surface, and a wharf working platform is laid on the top of the outer wall body and the supporting surface; the connection transition structure comprises a riprap base laid on the surface of the water bed rock stratum and positioned at the bottom in the backfill groove, and a filling base filled in the backfill groove and plugged at the connection position of the gravity caisson and the plurality of steel sheet piles; the top end of the filling base station is connected with the bottom of the working platform; the filling base platform is filled by adopting 100-200kg lump stones; the surface of the filling base station is also provided with a protective layer for preventing sand and stone from leaking.
By the scheme, the following effects can be obtained at least:
fill and build the base station and adopt 100 to add one's worth of 200kg rock as the material of filling, play the effect that the backup pad pile group promoted combination pier overall structure intensity, fill and build on the base of throwing the stone based on backfill tank bottom, the side wall of part laminates with the outer wall body that gravity caisson and sheet pile group constitute, the top is connected with work platform's bottom laminating, when supporting the reinforcement effect to the sheet pile group, link up the department from bottom to top with gravity caisson and sheet pile group and block up completely, reduce the risk that the gravel backfill leaked from linking department gap to the outside waters. However, because gaps among filling materials of the filling base platform are large, and backfilled gravels with small particle sizes can still pass through the gaps, the protective layer is arranged on the surface of the filling base platform and used for providing a finer screening effect and preventing the gravels from leaking to an external water area along the gaps of the filling base platform and the gaps between the gravity caisson and the sheet pile group.
This link up transition structure can carry out effective shutoff to heavy caisson and sheet pile group linking department gap on the basis of reinforcing sheet pile group structural strength, avoids the grit of backfilling inslot to leak, reduces the probability that the combination pier takes place fracture, crater, the accident of collapsing, reduces the maintenance cost of combination pier.
Preferably, the protective layer comprises two stone cushion layers, a mixed inverted filter layer and a geotextile layer which are overlaid and covered layer by layer on the surface of the filling base station.
The protective layer adopts the superimposed filtration of three-layer, covers two stone bedding courses at first on the surface of filling base station for promote the bearing capacity on filling base station surface, and the stromatolite is followed two and is laid mixed inverted filter on the bedding course, and mixed inverted filter is the filter layer that constitutes by sand and rubble mixture, is used for preventing the outside leakage of grit along the gap of filling base station in piping and the backfill groove. The geotechnical cloth layer is a common filtering material in the field of buildings, has excellent water permeability, and fine texture, can block sandy soil, and avoids the occurrence of a soil flowing phenomenon.
Preferably, the filling base station is in a dam shape with a trapezoidal side section, and the slope gradient of the side slope is 1:1.
Because the filling base platform is built in the backfill groove, when the gravel is filled in the backfill groove, the lower position bears higher pressure. The surface of the filling base platform facing the inner side of the backfill groove is improved into an inclined plane with the slope gradient of 1:1, and the closer to the bottom of the backfill groove, the larger the width of the filling base platform is. The stability of the filling base station is enhanced,
preferably, the minimum thickness of the two stone cushion layers is 500 mm; and the slope gradient of the two stone cushion layers paved on the slope surface of the filling base station is 1: 1.25.
Because the combined wharf is arranged between a shoreline and a water area, when two rubbles are laid as a cushion layer, the conditions of water flow impact, water pressure intensity, sand and stone pressure intensity in a backfill groove and the like need to be considered, and the conditions are obtained through experimental demonstration of limited times, and when the thickness of the two rubble cushion layers is larger than or equal to 500mm, the bearing capacity of the surface of a filling base platform reinforced by the two rubble cushion layers can meet various construction standards. Similarly, because the filling base station is provided with the inclined plane, and two stone bed courses are laid on the inclined plane of the filling base station, so that the two stone bed courses need to adopt a stacking mode with a more gradual gradient, the stacking thickness of the slope bottom is increased, the self-laying stability is guaranteed, and the problem of landslide is avoided. Therefore, the slope gradient of the side slope paved by the two stone cushion layers is 1: 1.25.
Preferably, the minimum thickness of the mixed inverted filter layer is 600 mm; and the slope gradient of the side slope with the mixed inverted filter layer laid on the slope surface of the two stone cushion layers is 1: 1.5.
The mixed inverted filter layer is formed by mixing sand and gravel, and is laid on the surfaces of the two stone cushions. And the mixed inverted filter layer has a looser structure and is more prone to landslide due to the inclination of the two stone cushion layers. Therefore, the gradient of the mixed inverted filter layer laid on the surface of the two pieces of stone bedding is 1:1.5, wherein the minimum thickness of the mixed inverted filter layer is 600mm, so that the mixed inverted filter layer has enough depth and thickness to allow water flow to pass through and block off the sand.
Preferably, the rock-socketed pile also comprises a plurality of rock-socketed piles; one end of each rock-socketed pile is arranged inside a tubular pile of a sheet pile group connected with the gravity caisson, and the other end of each rock-socketed pile is embedded in the underwater rock stratum.
Because the gravity caisson is arranged on the surface of a rock stratum with low water bottom terrain, the sheet pile group is arranged at the position with high water bottom terrain, and the sheet pile group and the gravity caisson can be connected, the sheet pile group needs to extend from the high position of the terrain to the position of the gravity caisson, so that the depth of the sheet pile group embedded into the water bottom is gradually reduced, and the stability is gradually reduced. In order to protect the stability of the sheet pile group, a plurality of rock-socketed piles are additionally arranged at the bottom of the sheet pile group extending to be connected with the gravity caisson, and each rock-socketed pile is connected to the bottom of each steel pipe pile in the sheet pile group and is used for reinforcing the steel pipe pile embedded into the underwater rock stratum. And (3) the stability of the lifting plate pile group at low terrain.
The rock-socketed pile adopts a rock-socketed technology, pile planting holes are formed in a rock stratum at the pile planting positions through a percussion drill in advance, the positions, corresponding to the pile planting holes, of the steel pipe piles in the hollow plate pile group are pre-fixed, concrete is poured into the steel pipe piles, the pile planting holes and the bottoms of the steel pipe piles are filled with the concrete, and the rock-socketed pile is formed when the concrete is condensed into a concrete column.
Preferably, the anchor wall is embedded in the backfill groove and connected with the working platform; the anchor wall is anchored in the backfill groove through a plurality of fork pile groups arranged at the bottom of the anchor wall; a plurality of steel pull rods are arranged between the anchorage wall and the outer wall body, and the distance between every two adjacent steel pull rods is 2.5 m.
The risk of instability of the working platform of the wharf due to the fact that the sheet pile group is inclined due to the fact that the impact force is too large exists. Therefore, the anchorage wall is arranged in the area in the backfill groove, and the bottom of the anchorage wall is implanted into the backfilled gravel through the fork pile group to form stable positioning. The anchorage wall is connected with the outer wall body through a plurality of steel pull rods. The main use strengthens the top of the outer wall body part that comprises the sheet pile group, makes the top of sheet pile group both ends all realize firm location, promotes its shock resistance, avoids because of the top receives to strike too big and lead to the problem of the whole slope of sheet pile group. The steel pull rods are uniformly arranged at intervals of 2.5m, stress at each position of the outer wall body formed by the plate pile group is transmitted to the anchorage wall in a multipoint connection mode, the steel pull rods can also serve as a bottom supporting structure of the working platform, the stability of the working platform is improved, and large-area collapse accidents are avoided.
Preferably, any one fork pile group comprises two steel pipe piles which are crossed with each other; the included angle between the two steel pipe piles is larger than 0 degree and smaller than 180 degrees.
Because the anchorage wall is used for reinforcing the impact resistance effect of the outer wall body in the horizontal direction, the anchorage wall mainly bears the horizontal pulling acting force transmitted by the steel pull rod. Therefore, the stability of the anchorage wall in the horizontal direction needs to be improved. When the anchor wall is positioned through the multiple groups of fork pile groups, each group of fork pile groups consists of two steel pipe piles which are crossed with each other, the top ends of the two steel pipe piles are crossed and connected to the bottom of the anchor wall to form an inverted V-shaped supporting structure, and the anchor wall has a better impedance effect on acting force in the horizontal direction. According to the construction environment and the comprehensive consideration of the material, the size and the bearing capacity of the anchorage wall, the angle between the two steel pipe piles can be adjusted, and the larger the angle between the two steel pipe piles is, the stronger the acting force impedance effect in the horizontal direction is.
Preferably, the included angle between the connecting line of the bottom center points of the two steel pipe piles of any fork pile group and the length direction of the anchor wall is greater than 0 degree and less than 90 degrees.
Due to uncertainty of natural environment, when a sheet pile group is locally stressed, one end of the anchorage wall is stressed to generate deflection displacement. In order to avoid the serious influence of the deflection of the anchorage wall on the overall stability of the combined wharf, the two steel pipe piles of each group of fork pile groups are planted in a staggered mode. Namely, the central axes of the two steel pipe piles are not in the same plane. The connecting line of the central points of the bottom ends of the two steel pipe piles is not perpendicular to or parallel to the length direction of the anchorage wall. The angle of an acute angle exists between the fork pile group and the wall surface of the anchorage wall, so that when the anchorage wall is stressed and has a deflection trend, the fork pile group can generate component force in the deflection direction of the anchorage wall to carry out impedance, and the stability and the deflection resistance of the anchorage wall are enhanced.
Preferably, the stone throwing base is filled by 10-100kg of block stones.
The riprap base is laid at the bottom of the backfill tank and is also used as a foundation bed of the gravity caisson and a pile planting foundation bed of the sheet pile group, and the requirements on the stability and the compactness are high, so that 10-100kg of rock blocks are adopted for filling. Can guarantee the quality and the volume reinforcing steadiness of stone block unit, restrict the weight, the volume of stone block again, avoid the too big space that leads to of stone block too much and the structure is loose, be unfavorable for supporting gravity caisson or sheet pile group.
Drawings
Fig. 1 is a schematic front view of an engagement transition structure for a gravity-type and sheet-pile-type combined wharf according to an embodiment of the present invention.
Fig. 2 is a schematic side view of an engagement transition structure for a gravity-type and sheet-pile-type combination wharf according to an embodiment of the present invention.
Fig. 3 is a schematic structural view of the anchor wall bottom fork pile group installation site provided in an embodiment of the present invention.
Legend:
1, gravity caisson; 2, a sheet pile group; 3, backfilling the groove; 4, a working platform; 5, a stone throwing base; 6 filling a base platform; 7, a protective layer; 8, anchoring a wall; 9, embedding rock piles;
71 two stone mats; 72 mixing inverted filter layer; 73 a geotextile layer;
81 fork pile groups; 82 steel tie rods.
Detailed Description
The present invention will be further explained with reference to the drawings and examples.
Example 1:
as shown in fig. 1-3, the utility model provides a linking transition structure for gravity type and sheet pile type combined wharf, the combined wharf comprises an outer wall body composed of a gravity caisson 1 and a plurality of sheet pile groups 2, a backfill groove 3 is formed between the outer wall body and a temporary flood bank, gravels are filled in the backfill groove 3 to form a support surface, and a wharf working platform 4 is laid on the top of the outer wall body and the support surface; the connection transition structure comprises a riprap base 5 which is laid on the surface of the water bed rock stratum and is positioned at the bottom in the backfill groove 3, and a filling base 6 which is filled in the backfill groove 3 and is plugged at the connection position of the gravity caisson 1 and the plurality of steel sheet piles; the top end of the filling base 6 is connected with the bottom of the working platform 4; the filling base 6 adopts 100-200kg rock blocks for filling; the surface of the filling base 6 is also provided with a protective layer 7 for preventing sand and stone from leaking.
By the scheme, the following effects can be obtained at least:
the filling base station 6 adopts 100-plus-200 kg rock blocks as filling materials, the effect of improving the overall structural strength of the combined wharf by the support plate pile group 2 is achieved, the filling base station 6 is built on the stone throwing base 5 based on the bottom of the backfilling groove 3, part of the side wall is attached to the outer wall body formed by the gravity caisson 1 and the plate pile group 2, the top end is attached to the bottom of the working platform 4, the joint of the gravity caisson 1 and the plate pile group 2 is completely sealed from bottom to top while the plate pile group 2 is supported and reinforced, and the risk of leaking of backfilled gravel from the joint gap to the outside water area is reduced. However, because the gaps between the filling materials of the filling base 6 are large, the backfilled gravel with small particle size can still pass through the gaps, and therefore, the protective layer 7 is arranged on the surface of the filling base 6 and used for providing a finer screening effect and preventing the gravel from leaking to the external water area along the gaps between the filling base 6 and the gap between the gravity caisson 1 and the sheet pile group 2.
This link up transition structure can carry out effective shutoff to the gap of heavy caisson 1 and the 2 linking departments of sheet pile group on the basis of reinforcing sheet pile group 2 structural strength, avoids the grit in the backfill groove 3 to leak, reduces the probability that the combination pier takes place fracture, crater, collapse accident, reduces the maintenance cost of combination pier.
Based on the above solution, in order to improve the effect of the protective layer 7 on blocking the sand from flowing into the external water area, in an embodiment, the protective layer 7 includes two stone pad layers 71, a mixed inverted filter layer 72 and a geotextile layer 73, which are stacked and covered layer by layer from the surface of the filling foundation 6.
The protective layer 7 adopts a three-layer superposed filtering structure, the surface of the filling base 6 is firstly covered with two stone cushion layers 71 for improving the bearing capacity of the surface of the filling base 6, and then a mixed inverted filtering layer 72 is superposed on the two stone cushion layers 71, wherein the mixed inverted filtering layer 72 is a filtering layer formed by mixing sand and broken stones and used for preventing the sand and stones in the piping and backfilling groove 3 from leaking outwards along the gap of the filling base 6. Geotextile layer 73 is the commonly used filtering material in the building field, and the water permeability is excellent, and the texture is fine can block sand, avoids the flowing soil phenomenon to take place.
Based on the above scheme, because the filling base 6 is built in the backfilling groove 3, when the backfilling groove 3 is filled with gravels, the lower position bears the higher pressure. Therefore, in one embodiment, the filling abutment 6 is in the shape of a dam with a trapezoidal side cross section, and the slope gradient is 1:1.
The surface of the filling abutment 6 facing the inner side of the backfill groove 3 is improved into an inclined plane with the slope gradient of 1:1, and the closer to the bottom of the backfill groove 3, the larger the width of the filling abutment 6. The stability of the filling foundation 6 is enhanced,
based on the above scheme, since the combined wharf is arranged between the shoreline and the water area, the conditions of water flow impact, water pressure strength, sand pressure in the backfill tank 3 and the like need to be considered when two rubbles are laid as the cushion layer, and therefore, in one embodiment, the minimum thickness of the two rubble cushion layers 71 is 500 mm; and the slope gradient of the two stone cushion layers 71 paved on the slope surface of the filling base 6 is 1: 1.25.
The experiment demonstration of limited times proves that when the thickness of the two stone cushion layers 71 is greater than or equal to 500mm, the bearing capacity of the surface of the filling base 6 reinforced by the two stone cushion layers 71 can meet various construction standards. Similarly, because the filling base 6 is provided with an inclined plane, and the two stone cushions 71 are laid on the inclined plane of the filling base 6, the two stone cushions 71 need to adopt a stacking mode with a gentler gradient, so that the stacking thickness of the slope bottom is increased, the stability of the self-laying is guaranteed, and the problem of landslide is avoided. Therefore, the slope gradient of the two stone cushions 71 is 1: 1.25.
Based on the scheme, the mixed inverted filter layer 72 is formed by mixing sand and gravel, and the mixed inverted filter layer 72 is paved on the surface of the two stone mats 71. Also, due to the inclination of the two stone mats 71, the structure of the mixed inverted filter layer 72 is looser, and the problem of landslide is more likely to occur. Thus, in one embodiment, the thickness of the hybrid inverted filter layer 72 is a minimum thickness of 600 mm; and the slope gradient of the side slope of the mixed inverted filter layer 72 paved on the slope surface of the two stone cushion layers 71 is 1: 1.5.
The gradient of the mixed inverted filter layer 72 laid on the surface of the two-piece stone cushion layer 71 is 1:1.5, wherein the minimum thickness of the mixed inverted filter layer 72 is 600mm, so that the mixed inverted filter layer has enough depth and thickness to allow water flow to pass through and block sand.
Based on the above scheme, in order to further improve the effect of filtering sand and stone, and simultaneously improve the overall structural stability of the protective layer 7 and avoid landslide, in an embodiment, the geotextile layer 73 is 400g/m2The staple fiber needle-punched non-woven geotextile.
The geotextile layer 73 has a mass of 400g/m2The staple fiber needle-punched non-woven geotextile. Short fiber needle-punched non-woven geotextile is laid on the surface of the mixed inverted filter layer 72, so that fine sand particles can be prevented from passing through, the slope of the mixed inverted filter layer 72 can be reinforced, the landslide of the mixed inverted filter layer 72 is prevented, and the stability of the whole structure of the surface protection layer 7 arranged on the filling base station 6 is improved.
Based on above-mentioned scheme, because gravity caisson 1 sets up in the rock stratum surface that submarine relief is low, sheet pile group 2 sets up in the high position of submarine relief, for making the two can link up, sheet pile group 2 need extend to gravity caisson 1 place from the relief eminence, causes the submarine degree of depth of sheet pile group 2 embedding to reduce gradually, and stability reduces gradually. In order to ensure the stability of the sheet pile group 2, in one embodiment, the sheet pile group further comprises a plurality of rock-socketed piles 9; one end of each rock-socketed pile 9 is arranged inside a tubular pile of the sheet pile group 2 connected with the gravity caisson 1, and the other end of each rock-socketed pile is embedded in the underwater rock stratum.
A plurality of rock-socketed piles 9 are additionally arranged at the bottom of the sheet pile group 2 extending to be connected with the gravity caisson 1, and each rock-socketed pile 9 is connected to the bottom of each steel pipe pile in the sheet pile group 2 and is used for embedding the steel pipe pile into a water bed rock stratum for reinforcement. The stability of the set of lift sheet piles 2 at low terrain.
The rock-socketed pile 9 adopts a rock-socketed technology, pile planting holes are formed in a rock stratum at the pile planting positions through a percussion drill in advance, then the positions of the steel pipe piles in the hollow sheet pile group 2 corresponding to the pile planting holes are pre-fixed, concrete is poured into the steel pipe piles, the pile planting holes and the bottoms of the steel pipe piles are filled with the concrete, and the rock-socketed pile 9 is formed when the concrete is condensed into a concrete column.
Based on the scheme, the risk that the working platform 4 of the wharf is unstable due to the fact that the sheet pile group 2 is inclined due to overlarge impact force exists. Therefore, in one embodiment, the anchor wall structure further comprises an anchor wall 8 which is embedded in the backfill groove 3 and connected with the working platform 4; the anchorage wall 8 is anchored in the backfill groove 3 through a plurality of fork pile groups 81 arranged at the bottom of the anchorage wall; a plurality of steel pull rods 82 are arranged between the anchor wall 8 and the outer wall body, and the distance between every two adjacent steel pull rods 82 is 2.5 m.
An anchorage wall 8 is arranged in the area in the backfilling groove 3, and the bottom of the anchorage wall 8 is implanted into the backfilled gravel through the fork pile group 81 to form stable positioning. The anchorage wall 8 is connected with the outer wall body through a plurality of steel pull rods 82. The main use strengthens the top of the outer wall body part that constitutes by sheet pile group 2 for firm location is all realized at sheet pile group 2's top bottom both ends, promotes its shock resistance, avoids because of the top receives to strike too big and lead to the problem of the whole slope of sheet pile group 2. The steel pull rods 82 are uniformly arranged at intervals of 2.5m, stress on each part of the outer wall body formed by the sheet pile group 2 is transmitted to the anchorage wall 8 in a multipoint connection mode, and the steel pull rods 82 can also be used as a bottom supporting structure of the working platform 4, so that the stability of the working platform 4 is improved, and large-area collapse accidents are avoided.
Based on the above scheme, since the anchorage wall 8 is used for reinforcing the impact resistance effect of the external wall body in the horizontal direction, the anchorage wall 8 mainly bears the horizontal pulling acting force transmitted by the steel pull rod 82. Therefore, the stability of the anchorage wall 8 in the horizontal direction needs to be improved. In one embodiment, any fork pile group 81 includes two steel pipe piles crossing each other; the included angle between the two steel pipe piles is larger than 0 degree and smaller than 180 degrees.
When the anchorage wall 8 is positioned through a plurality of groups of the fork pile groups 81, each group of the fork pile groups 81 consists of two steel pipe piles which are crossed with each other, the top ends of the two steel pipe piles are crossed and connected with the bottom of the anchorage wall 8 to form an inverted V-shaped supporting structure, and the horizontal acting force has a better impedance effect. According to the construction environment and the comprehensive consideration of the material, the size and the bearing capacity of the anchorage wall 8, the angle between the two steel pipe piles can be adjusted, and the larger the angle between the two steel pipe piles is, the stronger the acting force impedance effect on the horizontal direction is.
Based on the scheme, due to uncertainty of natural environment, when the sheet pile group 2 is locally stressed, one end of the anchorage wall 8 is stressed to generate deflection displacement. In order to avoid the serious influence of the deflection of the anchorage wall 8 on the overall stability of the combined wharf, in an embodiment, an included angle between a connecting line of the bottom center points of the two steel pipe piles of any fork pile group 81 and the length direction of the anchorage wall 8 is greater than 0 degree and smaller than 90 degrees.
And two steel pipe piles of each group of fork pile groups 81 are planted in a staggered mode. Namely, the central axes of the two steel pipe piles are not in the same plane. The connecting line of the central points of the bottom ends of the two steel pipe piles is neither perpendicular nor parallel to the length direction of the anchorage wall 8. An acute angle exists between the forked pile group 81 and the wall surface of the anchor wall 8, so that when the anchor wall 8 tends to deflect due to stress, the forked pile group 81 can generate component force in the deflection direction of the anchor wall 8 to perform impedance, and the stability and the deflection resistance of the anchor wall 8 are enhanced.
Based on the above scheme, the riprap base 5 is laid at the bottom of the backfill groove 3, and is also used as a foundation bed of the gravity caisson 1 and a pile planting foundation bed of the sheet pile group 2, which have high requirements on stability and compactness, so in an embodiment, the riprap base 5 is filled with 10-100kg of rock blocks.
Filling with 10-100kg of rock blocks. Can guarantee the quality and the volume reinforcing steadiness of stone block unit, restrict the weight, the volume of stone block again, avoid the too big space that leads to of stone block too much and the structure is loose, be unfavorable for supporting gravity caisson 1 or sheet pile group 2.
Example 2:
as shown in fig. 1-3, the present invention further provides a construction method of the gravity type and sheet pile type combined wharf and the connection transition structure, which comprises the following steps:
s1, excavating a foundation tank at the connection part, wherein the foundation tank needs to be excavated to the surface of the stroke chemical rock stratum because the gravity caisson 1 needs to be arranged at the position, so that the stability of the foundation is ensured, and the height change caused by the settlement of the gravity caisson 1 is reduced;
s2, after the foundation trench is completed, constructing a sheet pile construction platform by the temporary cofferdam for the installation construction of the sheet pile group 2;
s3, carrying out rock-socketed pile sinking on the steel pipe pile in the plate pile group 2 by adopting a rock-socketed technology, namely drilling a pile planting hole through a percussion drill, butting and pre-fixing the bottom end of the steel pipe pile in the plate pile group 2 with the pile planting hole, and pouring concrete to form a rock-socketed pile 9, so that the rock-socketed pile 9 is embedded into a stroke-induced rock stratum, wherein the minimum embedding depth is 6m, and the stability of the rock-socketed pile is ensured. The strength grade of concrete adopted by the rock-socketed pile 9 is C30, and the minimum pouring length is 9 m; the sheet pile group 2 adopts a steel sheet pile-steel pipe pile/AZ system, the main pile adopts a steel pipe pile with phi 1422 and delta being 20mm, and the auxiliary pile adopts a steel sheet pile with double-spliced AZ20-700 and delta being 10 mm;
s4, combining the steel sheet piles in the sheet pile group 2 with the steel pipe piles in the sheet pile group 2, reinforcing the guide beams, and strengthening the connection strength between the steel pipe piles in each sheet pile group 2 to form the integral structure of the sheet pile group 2;
s5, cleaning a foundation trench at the joint of the sheet pile group 2 and the gravity caisson 1, removing deposited silt sundries, and exposing a bottom rock stratum to facilitate filling construction;
s6, throwing stones in the foundation trench, tamping and leveling to form a stone throwing base 5, and taking 10-100kg of block stones as filling materials to give consideration to strength and compactness;
s7, sinking the gravity caisson 1 into water and butting and assembling the gravity caisson 1 with the edge of the sheet pile group 2, wherein the length of the gravity caisson 1 is 18.77m, the width of the gravity caisson 1 is 12.65m, the height of the gravity caisson is 14.0m, 12 bins are arranged in the gravity caisson, and the single weight of the gravity caisson is 1567 tons.
S8, filling the joint of the gravity caisson 1 and the sheet pile group 2 by adopting 100-200kg rock blocks to form a filling base 6, plugging the gap at the joint of the gravity caisson 1 and the sheet pile group 2, wherein the slope gradient of the filling base 6 is 1: 1;
s9, paving two stone cushion layers 71, a mixed inverted filter layer 72 and short fiber needle-punched non-woven geotextile layer by layer on the filling base 6; wherein the thickness of the two stone cushion layers 71 is 800mm, and the slope of the side slope is 1: 1.25; the thickness of the mixed inverted filter layer 72 is 800mm, and the slope gradient of the side slope is 1: 1.5; the selection mass of the short fiber needle-punched non-woven geotextile is 400g/m2The specification of (a);
s10, backfilling gravels in a backfilling groove 3 formed among the gravity caisson 1, the sheet pile group 2 and the temporary flood bank, and tamping by vibration and stamping, wherein the backfilled gravels are medium coarse sand, and the parameters of the medium coarse sand are as follows:
the mud content is less than 5 percent, the vibroflotation is compact, and the standard penetration number N is more than or equal to 15;
s11, implanting a forked pile group 81 of an anchorage wall 8 into a tamped gravel layer of a backfill groove 3, fixing the positions of steel bar keels of the anchorage wall 8 which are not poured, fixing keels of a wharf breast wall at the top of a sheet pile group 2, and connecting the keels of the breast wall with the keels of the anchorage wall 8 through a plurality of steel pull rods 82, wherein the distance between every two adjacent steel pull rods 82 is 2.5m, the forked pile group 81 adopts two steel pipe piles with the diameter of 630 mm and the diameter of delta of 10mm, and the steel pull rods 82 are steel structure rod bodies with the diameter of 85 mm;
s12, casting an anchorage wall 8, a breast wall and a wharf working platform 4 surface, wherein each reserved space in front of and behind the anchorage wall 8 is convenient for the activity adjustment of the anchorage wall 8;
and S13, backfilling the space in front of and behind the anchorage wall 8 through sandstone. 10-100kg of rock blocks are backfilled in front of the anchorage wall 8, medium coarse sand is backfilled behind the anchorage wall 8, and the medium coarse sand has the following parameters:
and the mud content is less than 5 percent.
Various technical features in the above embodiments may be arbitrarily combined as long as there is no conflict or contradiction in the combination between the features, but is limited to the space and is not described one by one.
The present invention is not limited to the above embodiment, and various modifications and variations of the present invention are intended to be included within the scope of the claims and the equivalent technology if they do not depart from the spirit and scope of the present invention.
Claims (10)
1. A connection transition structure for a gravity type and sheet pile type combined wharf comprises an outer wall body formed by combining a gravity caisson and a plurality of sheet piles, wherein a backfill groove is formed between the outer wall body and a temporary flood bank, gravels are filled in the backfill groove to form a supporting surface, and a wharf working platform is laid on the top of the outer wall body and the supporting surface; the method is characterized in that: the connection transition structure comprises a riprap base laid on the surface of the water bed rock stratum and positioned at the bottom in the backfill groove, and a filling base filled in the backfill groove and plugged at the connection position of the gravity caisson and the plurality of steel sheet piles; the top end of the filling base station is connected with the bottom of the working platform; the filling base platform is filled by adopting 100-200kg lump stones; the surface of the filling base station is also provided with a protective layer for preventing sand and stone from leaking.
2. The engagement transition structure for the gravity type and sheet pile type combined wharf of claim 1, wherein the protection layer comprises two stone cushion layers, a mixed inverted filter layer and a geotextile layer which are overlaid layer by layer on the surface of the filling base.
3. The engagement transition structure for the gravity type and sheet pile type combined wharf of claim 2, wherein the filling base is in a dam shape with a trapezoidal side section, and the slope gradient is 1:1.
4. The engagement transition structure for a gravity type and sheet pile type combined wharf of claim 3, wherein the minimum thickness of the two stone cushion layers is 500 mm; and the slope gradient of the two stone cushion layers paved on the slope surface of the filling base station is 1: 1.25.
5. The engagement transition structure for a gravity type and sheet pile type combined wharf of claim 4, wherein the thickness of the mixed inverted filter layer is 600 mm; and the slope gradient of the side slope with the mixed inverted filter layer laid on the slope surface of the two stone cushion layers is 1: 1.5.
6. The engagement transition structure for a gravity-type and sheet-pile-type combined wharf of claim 1, further comprising a plurality of rock-socketed piles; one end of each rock-socketed pile is arranged inside a tubular pile of a sheet pile group connected with the gravity caisson, and the other end of each rock-socketed pile is embedded in the underwater rock stratum.
7. The engagement transition structure for the gravity type and sheet pile type combined wharf of claim 1, further comprising an anchor wall buried in the backfill groove and connected with the working platform; the anchor wall is anchored in the backfill groove through a plurality of fork pile groups arranged at the bottom of the anchor wall; a plurality of steel pull rods are arranged between the anchorage wall and the outer wall body, and the distance between every two adjacent steel pull rods is 2.5 m.
8. The engagement transition structure for the gravity-type and sheet-pile-type combined wharf of claim 7, wherein any cross pile group comprises two steel pipe piles which are crossed with each other; the included angle between the two steel pipe piles is larger than 0 degree and smaller than 180 degrees.
9. The connection transition structure for the gravity type and sheet pile type combined wharf of claim 7, wherein an included angle between a connecting line of bottom center points of the two steel pipe piles of any fork pile group and the length direction of the anchor wall is greater than 0 ° and less than 90 °.
10. The engagement transition structure for the gravity type and sheet pile type combined wharf of claim 1, wherein the riprap base is filled with 10-100kg of stones.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021494513.XU CN213625433U (en) | 2020-07-24 | 2020-07-24 | A link up transition structure that is used for gravity type and sheet pile formula combination pier |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021494513.XU CN213625433U (en) | 2020-07-24 | 2020-07-24 | A link up transition structure that is used for gravity type and sheet pile formula combination pier |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN213625433U true CN213625433U (en) | 2021-07-06 |
Family
ID=76642792
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202021494513.XU Active CN213625433U (en) | 2020-07-24 | 2020-07-24 | A link up transition structure that is used for gravity type and sheet pile formula combination pier |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN213625433U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115354624A (en) * | 2022-08-18 | 2022-11-18 | 浙江华东工程建设管理有限公司 | Cofferdam structure suitable for pile-spanning type spur dike in strong tidal bore area and construction method of cofferdam structure |
-
2020
- 2020-07-24 CN CN202021494513.XU patent/CN213625433U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115354624A (en) * | 2022-08-18 | 2022-11-18 | 浙江华东工程建设管理有限公司 | Cofferdam structure suitable for pile-spanning type spur dike in strong tidal bore area and construction method of cofferdam structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN213625433U (en) | A link up transition structure that is used for gravity type and sheet pile formula combination pier | |
| CN210163910U (en) | Pipeline pipe jacking receiving well foundation pit supporting structure | |
| CN110004876A (en) | Low stake gravity type quay and its construction method suitable for soft soil foundation | |
| CN101748735A (en) | Foundation ditch excavation method for reducing pile deflection in soft soil area | |
| CN111335263A (en) | Method for building artificial island | |
| CN215977211U (en) | Structure is handled to compound foundation of tubular pile combination cement mixing pile | |
| CN106149624A (en) | A kind of gravity type quay being applicable to roadbed of alluvial silt and construction method thereof | |
| CN106192880B (en) | The box harbour of L-type and its method of construction | |
| CN113373865B (en) | Frame type embankment structure | |
| CN212223491U (en) | Face river roadbed structure | |
| CN211815255U (en) | Rock mass abrupt slope road structure | |
| CN109338909B (en) | Integral pier reinforcing structure and construction method thereof | |
| CN211735258U (en) | Pile type rock-fill angle bead | |
| CN113585168A (en) | Sheet pile shore-connection type high-pile wharf structure suitable for deep peat soil soft foundation and construction method | |
| CN113279387A (en) | Composite foundation treatment method and application | |
| CN112609731A (en) | Flexible permeable cutting retaining wall and construction method | |
| CN112575777A (en) | Frame reinforcing system and method for high-speed railway pier foundation penetrating through under channel | |
| CN217922839U (en) | High-speed railway buried high embankment structure in deep and thick miscellaneous fill-up area | |
| CN218667392U (en) | Channel structure suitable for Chengdu clay section | |
| CN217460445U (en) | Novel refute bank suitable for soft soil foundation | |
| CN210151661U (en) | Pile foundation type breakwater with breakwater | |
| CN217104778U (en) | Get drainage box culvert structure and be used for civil engineering structure of construction | |
| CN219690414U (en) | Water conservancy soil retaining fixed knot constructs | |
| CN218405501U (en) | Fill out and receive fender soil sub-low bank structure in mud district | |
| CN215593509U (en) | Cutting structure of ballastless track of strong expansion rock section |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CB03 | Change of inventor or designer information |
Inventor after: Yu Xiaoyan Inventor after: Li Xiaohui Inventor after: Jiang Guodong Inventor after: Geng Qian Inventor after: Yu Wenwen Inventor after: Feng Haibo Inventor after: Pang Yaping Inventor after: Li Guanxing Inventor after: Wang Xiaoping Inventor before: Yu Xiaoyan Inventor before: Li Xiaohui Inventor before: Jiang Guodong Inventor before: Geng Qian Inventor before: Yu Wenwen Inventor before: Feng Haibo Inventor before: Pang Yaping Inventor before: Li Guanxing Inventor before: Wang Xiaoping |
|
| CB03 | Change of inventor or designer information |