CN116591173A - Construction method for DCM pile mixed foundation reinforcement for shoal silt geology - Google Patents
Construction method for DCM pile mixed foundation reinforcement for shoal silt geology Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 75
- 230000002787 reinforcement Effects 0.000 title claims abstract description 24
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 100
- 239000010959 steel Substances 0.000 claims abstract description 100
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 47
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 23
- 238000003756 stirring Methods 0.000 claims description 38
- 239000002689 soil Substances 0.000 claims description 18
- 238000009412 basement excavation Methods 0.000 abstract description 4
- 239000002002 slurry Substances 0.000 description 27
- 238000005553 drilling Methods 0.000 description 26
- 238000005507 spraying Methods 0.000 description 22
- 238000000034 method Methods 0.000 description 7
- 230000008569 process Effects 0.000 description 7
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- 229910000746 Structural steel Inorganic materials 0.000 description 1
- QVGXLLKOCUKJST-UHFFFAOYSA-N atomic oxygen Chemical compound [O] QVGXLLKOCUKJST-UHFFFAOYSA-N 0.000 description 1
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Classifications
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
Abstract
The application relates to foundation reinforcement of shoal silt geology, in particular to a construction method for DCM pile mixed foundation reinforcement of the shoal silt geology, which comprises the following steps: s1, a steel pipe pile is driven in water close to the coast; s2, installing an operation platform system on the steel pipe pile group; s3, arranging a high-pressure jet grouting pile machine on the operation platform system, and constructing a high-pressure jet grouting pile by utilizing the high-pressure jet grouting pile machine (3); s4, constructing DCM piles on one side of the high-pressure jet grouting pile group, and forming the DCM pile group. According to the construction method for reinforcing the DCM pile mixed foundation for shoal silt geology, in the area of the shoal close to the coast containing a large amount of miscellaneous fill, the DCM pile is replaced by the high-pressure jet grouting pile, so that the problem of soft foundation reinforcement under the geological condition containing miscellaneous fill is solved, and meanwhile, the slope collapse risk caused by excavation of a foundation trench in the shoal close to the coast is avoided; and constructing a high-pressure jet grouting pile group until the DCM ship pile machine can enter a water area of the operation, and constructing DCM piles in water of the area to form the DCM pile group so as to achieve the aim of reinforcing the foundation.
Description
Technical Field
The application relates to foundation reinforcement of shoal silt geology, in particular to a construction method for DCM pile mixed foundation reinforcement of the shoal silt geology.
Background
At present, the DCM pile is mainly applied to foundation reinforcement of coastal embankment or sea-filling land-building engineering, and the DCM pile adopts large-scale professional DCM ships for construction operation. However, DCM ships have a certain requirement (generally about 3.5 m) on water depth, and many times shallow water (generally 1.5m-2.5 m) in shoal areas near coastlines, and also have miscellaneous stones, which cannot meet the water depth requirement.
Disclosure of Invention
The application aims at: aiming at the problem that DCM pile cannot be constructed in the area of the shoal containing a large amount of miscellaneous fill stones in the prior art, the construction method for DCM pile mixed foundation reinforcement for shoal silt geology is provided.
In order to achieve the above purpose, the technical scheme adopted by the application is as follows:
a construction method for reinforcing a DCM pile mixed foundation for shoal silt geology comprises the following steps:
s1, a plurality of steel pipe piles are applied to water close to the coast, and steel pipe pile groups are formed;
s2, installing an operation platform system on the steel pipe pile group;
s3, arranging a high-pressure jet grouting pile machine on an operation platform system, constructing high-pressure jet grouting piles by using the high-pressure jet grouting pile machine, and forming high-pressure jet grouting pile groups, wherein the high-pressure jet grouting pile machine can move on the operation platform system;
s4, constructing DCM piles in water on the sea side of the high-pressure jet grouting pile group, and forming the DCM pile group.
According to the construction method for the DCM pile mixed foundation reinforcement for shoal silt geology, a ship or other modes for constructing steel pipe piles under the shoal silt geology water operation conditions are utilized to construct a plurality of steel pipe piles in water close to a coast, a steel pipe pile group is formed, then an operation platform system is installed on the steel pipe pile group on the basis of the steel pipe pile group, the operation platform system is used as a support foundation of a high-pressure rotary jet grouting pile machine for constructing high-pressure rotary jet grouting piles, then the high-pressure rotary jet grouting pile machine is utilized to construct high-pressure rotary jet grouting piles, the high-pressure rotary jet grouting piles can move on the operation platform system and form high-pressure rotary jet grouting pile groups, namely, the high-pressure rotary jet grouting piles are utilized to replace DCM piles in water close to the coast, so that dredging operation of soil bodies in a shoal area is reduced or avoided, the DCM pile group is constructed until the DCM pile machine can enter a water area of the operation, and the DCM pile group is constructed in water of the area, and the DCM pile group is formed, so that the purpose of reinforcing foundation is achieved.
According to the construction method for reinforcing the DCM pile mixed foundation for shoal silt geology, the steel pipe pile group is firstly constructed, the high-pressure jet grouting pile group is constructed by utilizing the operation platform system supported by the steel pipe pile group, the DCM pile is replaced by the high-pressure jet grouting pile in the area containing a large amount of impurity-filled stones on the shoal, the problem of soft foundation reinforcement under the geological condition containing the impurity-filled stones is solved, and meanwhile, the slope collapse risk caused by excavation of foundation trenches in the shoal area is avoided.
Preferably, a plurality of the steel pipe pile arrays are arranged, and the distance between adjacent steel pipe piles is larger than the distance between adjacent high-pressure jet grouting piles.
According to the construction method for reinforcing the DCM pile mixed foundation for shoal silt geology, a plurality of steel pipe pile arrays are arranged, and the distance between adjacent steel pipe piles is larger than that between adjacent high-pressure jet grouting piles; the distance between adjacent steel pipe piles is greater than the distance between adjacent high-pressure jet grouting piles, the arrangement of a plurality of steel pipe piles can also carry out preliminary reinforcement on the region part, which is close to the coast, in the shoal region, then the high-pressure jet grouting piles are densely reinforced, the construction steel pipe piles can also form the transition of the reinforcing operation of the region part, which is close to the coast, in the shoal region, so that the lateral pressure influence of the high-pressure jet grouting piles on the coast in the intensive construction is effectively reduced.
Preferably, step S1 is specifically:
s11, arranging pile positions of steel pipe piles: arranging the steel pipe pile construction at the gap position in the high-pressure jet grouting pile group;
s12, installing a cover plate at the top of the steel pipe pile;
s13, connecting a scissor brace between adjacent steel pipe piles in the same longitudinal column, and connecting a connecting beam between the corresponding steel pipe piles in the adjacent column.
Preferably, step S2 is specifically:
s21, connecting a longitudinal girder at the upper parts of the steel pipe piles in the same longitudinal column;
s22, installing a rail on a longitudinal girder, wherein the rail is arranged along the length direction of the longitudinal girder;
s23, installing an upper platform, wherein at least two rails support the upper platform, the upper platform can move along the length direction of the rails, and the upper platform and all rails which are matched with the upper platform in a sliding manner are arranged in parallel.
Preferably, in S23, a walking pipe is installed on the upper platform, and the walking pipe is disposed transversely;
in S3, the high pressure jet grouting pile machine is mounted on the travelling pipe so that the high pressure jet grouting pile machine can move transversely relative to the travelling pipe.
Preferably, the construction method for reinforcing the DCM pile mixed foundation for the shoal silt geology further comprises a DCM ship pile machine, wherein the DCM ship pile machine comprises a ship body, a DCM drilling machine is arranged on the ship body, a DCM drill pipe capable of moving vertically is arranged on the DCM drilling machine, and a stirring blade and a guniting port are arranged at the bottom of the DCM drill pipe;
the shoal silt geological underwater is a soft soil layer, and a bearing layer is arranged at the lower part of the soft soil layer;
in step S4, a DCM ship pile machine is utilized to construct a DCM pile in water, and the construction method specifically comprises the following steps:
s41, drilling a pipe under the DCM, and enabling the stirring blade to enter the seabed;
s42, starting the DCM drill rod to rotate, and rotating a stirring blade at the bottom of the DCM drill rod to cut a soil layer at the lower part of the seabed until the pile bottom elevation of the DCM pile is located in the bearing layer;
s43, stirring a soil layer with a first elevation to the elevation range of the pile bottom of the DCM pile by using a stirring blade, wherein the first elevation is positioned above the elevation of the pile bottom of the DCM pile, and after stirring is completed, lifting the stirring blade to the vicinity of the first elevation;
s44, penetrating through the DCM drill pipe downwards, and spraying slurry at a slurry spraying port until the pile bottom of the DCM pile is high;
and S45. Pulling up the DCM drill pipe, and spraying slurry from a slurry spraying port until the pile top of the DCM pile is high.
Preferably, the first elevation is T1, and the pile bottom elevation of the DCM pile is T0, t1=t0+a, and 5m is equal to or less than a and equal to or less than 7m.
Preferably, the DCM pile group includes a plurality of DCM pile rows arranged at intervals, the DCM pile rows are arranged along a transverse direction, each row of DCM pile rows has two adjacent DCM pile intervals, a first gap is formed between the two adjacent DCM piles, the rest adjacent DCM piles are meshed, and the first gaps of the adjacent DCM pile rows are staggered.
The first gap of the DCM pile row can ensure that the soft foundation treatment displacement rate is in a proper range, and can effectively reduce the structural internal stress of DCM pile interaction in the DCM pile row.
Preferably, both ends of the DCM pile row are longitudinally provided with DCM pile groups, each DCM pile group comprises a plurality of DCM piles which are longitudinally arranged, adjacent DCM piles in the same DCM pile group are meshed, and the DCM pile groups are meshed with corresponding ends of all DCM pile rows
All DCM piles are arranged into a whole by utilizing the DCM pile group, so that the strengthening bearing effect of the DCM pile group is better.
Preferably, the high-pressure jet grouting pile group comprises a plurality of high-pressure jet grouting pile rows which are arranged at intervals, the high-pressure jet grouting pile rows are arranged transversely, and each row of the high-pressure jet grouting pile rows is meshed with the adjacent high-pressure jet grouting piles;
a high-pressure jet grouting pile group is arranged between adjacent high-pressure jet grouting pile rows, the high-pressure jet grouting pile group is positioned at the end parts of the high-pressure jet grouting pile rows, and the high-pressure jet grouting pile group comprises at least two high-pressure jet grouting piles which are longitudinally arranged;
and a second gap is formed between every two adjacent high-pressure jet grouting pile rows, and at least part of the steel pipe piles are positioned in the second gap.
In summary, due to the adoption of the technical scheme, the beneficial effects of the application are as follows:
1. according to the construction method for the DCM pile mixed foundation reinforcement for shoal silt geology, a ship or other modes for constructing steel pipe piles under the shoal silt geology water operation condition is utilized to construct a plurality of steel pipe piles in water close to a coast, a steel pipe pile group is formed, then an operation platform system is installed on the steel pipe pile group on the basis of the steel pipe pile group, the operation platform system is used as a support foundation of a high-pressure rotary jet grouting pile machine for constructing high-pressure rotary jet grouting piles, then the high-pressure rotary jet grouting pile machine is utilized to construct high-pressure rotary jet grouting piles, the high-pressure rotary jet grouting piles can move on the operation platform system, and a high-pressure rotary jet grouting pile group is formed, namely, in the water close to the coast, the DCM piles are replaced by the high-pressure rotary jet grouting piles, the problem of soft foundation reinforcement under the shoal condition is solved, and meanwhile the side slope risk caused by excavation of foundation grooves in the shoal region is avoided. And constructing a high-pressure jet grouting pile group until the DCM ship pile machine can enter a water area of the operation, constructing DCM piles in water of the area, and forming the DCM pile group so as to achieve the aim of reinforcing the foundation.
Drawings
Fig. 1 is a construction flow diagram of a construction method for reinforcing a DCM pile mixed foundation for shoal silt geology.
Fig. 2 is a schematic front view of a structure of a high-pressure jet grouting pile machine supported by an operation platform.
Fig. 3 is an enlarged schematic view of the portion a of fig. 2 in accordance with the present application.
Fig. 4 is a schematic top view of the construction of the high-pressure jet grouting pile machine supported by the working platform.
Fig. 5 is a schematic left view of the construction of the high-pressure jet grouting pile machine supported by the working platform.
Fig. 6 is a schematic view of the arrangement of the steel pipe pile of the present application.
Fig. 7 is a schematic diagram of the connection between a steel pipe pile and a cover plate according to the present application.
Fig. 8 is a schematic view of the longitudinal girder position of the present application.
Fig. 9 is a schematic view of the connection of the longitudinal girders and the cover plate of the present application.
Fig. 10 is a schematic view of the longitudinal girder and rail connection of the present application.
Fig. 11 is a schematic front view of the longitudinal girder and rail connection of the present application.
Fig. 12 is a schematic view of the upper platform structure of the present application.
Fig. 13 is a schematic view (three spans) of the work platform system and high pressure jet grouting pile arrangement of the present application.
Fig. 14 is a schematic view (two spans) of a work platform system and high pressure jet grouting pile arrangement of the present application.
Fig. 15 is a schematic view of the DCM construction process flow of the present application.
Fig. 16 is a schematic view of the DCM construction model of the present application.
Fig. 17 is a schematic view of the placement of a steel pipe pile, high pressure jet grouting pile and DCM pile of the present application (with a portion of the steel pipe pile being located in a second void).
Fig. 18 is an enlarged schematic view of the portion a of fig. 17 in accordance with the present application.
Fig. 19 is an enlarged schematic view of section B of fig. 17 in accordance with the present application.
Fig. 20 is a schematic view of the placement of a steel pipe pile, high pressure jet grouting pile and DCM pile of the present application (all steel pipe piles located in a second void).
Fig. 21 is a schematic diagram of the placement of a steel pipe pile, high pressure jet grouting pile and DCM pile of the present application (with DCM pile set).
Icon: 1-a steel pipe pile; 10-supporting truss; 11-piling ship; 12-cover plate; 13-steel rib plates; 14-longitudinal girders; 15-a scissors support; 16-angle iron; 17-upper platform; 18-a track wheel set; 19-connecting beams; 2-an operation platform system; 21-a telescopic device; 3-high-pressure jet grouting pile machine; 31-a frame; 32-drill pipe; 33-walking a pipe; 34-tower; 36-a drill bit; 37-running gear; 4-high-pressure jet grouting piles; 41-high-pressure jet grouting pile rows; 42-high pressure jet grouting pile group; 43-second void; 5-track; 51-rail press; 6-DCM stake; 61-DCM drill pipe; 62-stirring blades; 64-DCM pile row; 65-DCM pile group; 66-first void.
Detailed Description
The present application will be described in detail with reference to the accompanying drawings.
The present application will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present application more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the application.
Example 1
As shown in fig. 1-21, a construction method for reinforcing a DCM pile mixed foundation for shoal silt geology comprises the following steps:
s1, a plurality of steel pipe piles 1 are applied to water near the coast, and steel pipe pile groups are formed;
s2, installing an operation platform system 2 on the steel pipe pile group;
s3, arranging a high-pressure jet grouting pile machine 3 on the operation platform system 2, constructing high-pressure jet grouting piles 4 by using the high-pressure jet grouting pile machine 3, and forming high-pressure jet grouting pile groups, wherein the high-pressure jet grouting pile machine 3 can move on the operation platform system 2;
s4, constructing DCM piles 6 in water on the sea side of the high-pressure jet grouting pile group, and forming the DCM pile group.
According to the construction method for the DCM pile mixed foundation reinforcement for shoal silt geology, firstly, a plurality of steel pipe piles 1 are constructed in water close to a coast by utilizing a ship or other modes for constructing the steel pipe piles under the shoal silt geology water operation condition, a steel pipe pile group is formed, then a working platform system 2 is installed on the steel pipe pile group on the basis of the steel pipe pile group, the working platform system 2 is used as a supporting foundation of a high-pressure rotary jet grouting pile machine 3 for constructing a high-pressure rotary jet grouting pile 4, then the high-pressure rotary jet grouting pile machine 3 is used for constructing the high-pressure rotary jet grouting pile 4 on the working platform system 2, and a high-pressure rotary jet grouting pile group is formed, namely, in water close to the coast, the high-pressure rotary jet grouting pile 4 is used for replacing DCM piles 6, so that the purpose of reducing or avoiding dredging soil in a shoal region is achieved, the high-pressure rotary jet grouting pile group is constructed until the cost of the ship pile machine can enter a water region for operation, or the dredging pile group and the DCM pile 2 are formed in the water region, and the water region is reinforced by the water region of the water region.
In a general construction process, a plurality of steel pipe piles 1 are arranged in an array mode, and the distance between adjacent steel pipe piles 1 is larger than the distance between adjacent high-pressure jet grouting piles 4.
According to the construction method for reinforcing the DCM pile mixed foundation for shoal silt geology, a plurality of steel pipe piles 1 are arranged in an array, and the distance between adjacent steel pipe piles 1 is larger than the distance between adjacent high-pressure jet grouting piles 4; the spacing between adjacent steel pipe piles 1 is greater than the spacing between adjacent high-pressure jet grouting piles 4, the arrangement of a plurality of steel pipe piles 1 can also carry out preliminary reinforcement on the region part, close to the coast, in the shoal region, then the high-pressure jet grouting piles are densely reinforced, the construction steel pipe piles 1 can also form the transition of the reinforcing operation of the region part, close to the coast, in the shoal region, so that the lateral pressure influence of the high-pressure jet grouting piles 4 on the coast in the intensive construction is effectively reduced.
The step S1 specifically comprises the following steps:
s11, arranging pile positions of the steel pipe piles 1: the construction of the steel pipe pile 1 is arranged at the gap position in the high-pressure jet grouting pile group;
s12, installing a cover plate 12 on the top of the steel pipe pile 1;
s13, connecting a scissor brace 15 between the adjacent steel pipe piles 1 in the same longitudinal column, and connecting a connecting beam 19 between the corresponding steel pipe piles 1 in the adjacent column.
Specifically, the connecting beam 19 is a rectangular pipe or a circular pipe.
Specifically, the operation platform system 2 comprises an upper platform 17 and a longitudinal girder 14 connected to the upper portion of the steel pipe pile 1 in the same longitudinal column, a support truss 10 is arranged at the bottom of the upper platform 17, a track 5 is installed on the longitudinal girder 14, the track 5 is arranged along the length direction of the longitudinal girder 14, a track wheel set 18 is arranged on the support truss 10, and the track wheel set 18 is in rolling fit with the corresponding track 5.
Specifically, the track wheel set 18 is connected to the lower portion of the support truss 10, the support truss 10 is provided with a first support 22 and a second support 23, the first support 22 and the second support 23 are detachably connected with the upper platform 17, the second support 23 is hinged with a telescopic device 21, one end of the telescopic device 21 is hinged with the second support 23, the other end of the telescopic device 21 is hinged with the support truss 10, the telescopic device 21 can drive the second support 23 to move along the support truss 10 transversely relative to the support truss 10, and because the upper platform 17 and the support truss 10 are large in structure, the first support 22 and the second support 23 are detachably connected with the upper platform 17 to achieve the detachable connection between the upper platform 17 and the support truss 10, so that the upper platform 17 and the support truss 10 can be transported independently, and factory prefabrication is achieved.
The step S2 specifically comprises the following steps:
s21, connecting a longitudinal girder 14 at the upper parts of the steel pipe piles 1 in the same longitudinal row;
s22, installing a rail 5 on the longitudinal girder 14, wherein the rail 5 is arranged along the length direction of the longitudinal girder 14;
s23, installing an upper platform 17, wherein at least two rails 5 support the upper platform 17, the upper platform 17 can move along the length direction of the rails 5, and all the rails 5 which are in sliding fit with the same upper platform 17 are arranged in parallel.
In S23, a traveling pipe 33 is installed on the upper platform 17, and the traveling pipe 33 is disposed laterally;
in S3, the high-pressure jet grouting pile machine 3 is mounted on the travelling pipe 33, and a travelling device 37 is disposed at the bottom of the high-pressure jet grouting pile machine 3, so that the high-pressure jet grouting pile machine 3 can move relative to the travelling pipe 33 along the transverse direction through the travelling device 37.
The traveling device 37 is a traveling wheel, and the traveling wheel is in rolling fit with the traveling pipe 33.
On the basis of the above, in a further preferred mode, the construction method for reinforcing the DCM pile mixed foundation for the shoal silt geology further comprises a DCM ship pile machine, wherein the DCM ship pile machine comprises a ship body, a DCM drilling machine is arranged on the ship body, a DCM drill pipe 61 capable of moving vertically is arranged on the DCM drilling machine, a stirring blade 62, a water spray head and a slurry spraying port are arranged at the bottom of the DCM drill pipe 61, and the water spray head is used for spraying water to the stirring blade 62;
the shoal silt geological underwater is a soft soil layer, and a bearing layer is arranged at the lower part of the soft soil layer;
in step S4, the DCM pile 6 is constructed in water by using the DCM ship pile machine, specifically:
s41, a DCM drill pipe 61 penetrates downwards and enables a stirring blade 62 to enter the seabed;
s42, starting the DCM drill pipe 61 to rotate, and rotating the stirring blade 62 at the bottom of the DCM drill pipe 61 to cut the soil layer at the lower part of the seabed until the pile bottom elevation of the DCM pile 6 is located in the bearing layer;
s43, stirring a soil layer with a first elevation to the elevation range of the pile bottom of the DCM pile 6 by using a stirring blade 62, wherein the first elevation is positioned above the elevation of the pile bottom of the DCM pile 6, the first elevation is T1, the elevation of the pile bottom of the DCM pile 6 is T0, T1=T0+A, and 5m is less than or equal to 7m, and after stirring is completed, the stirring blade 62 is lifted to the vicinity of the first elevation;
s44, the DCM drill pipe 61 penetrates downwards, and the guniting port guniting is carried out until the pile bottom of the DCM pile 6 is up;
and S45. The DCM drill pipe 61 is pulled up, and the guniting port is guniting until the pile top of the DCM pile 6 is high.
As shown in fig. 19-20, in a further preferred manner on the above basis, the DCM pile group includes a plurality of DCM pile rows 64 arranged at intervals, the DCM pile rows 64 are arranged along a transverse direction, in each of the DCM pile rows 64, two adjacent DCM piles 6 are arranged at intervals, a first gap 66 is formed between the two adjacent DCM piles 6, and the rest of the adjacent DCM piles 6 are engaged, and the first gaps 66 of the adjacent DCM pile rows 64 are arranged in a staggered manner so as to ensure the overall stability of the DCM pile group.
The first void 66 of the DCM pile row 64 can ensure that the soft foundation treatment displacement rate is within a proper range, and can effectively reduce the structural internal stress of the interaction of the DCM piles 6 in the DCM pile row 64.
As shown in fig. 21, on the basis of the foregoing, in a further preferred manner, both ends of the DCM pile row 64 are longitudinally provided with DCM pile groups 65, the DCM pile groups 65 include a plurality of DCM piles 6 longitudinally arranged, adjacent DCM piles 6 in the same DCM pile group 65 are engaged, and the DCM pile groups 65 are engaged with the corresponding ends of all DCM pile rows 64
The DCM pile group 65 is utilized to integrate all the DCM pile rows 64, so that the reinforcement and bearing effect of the DCM pile group is better.
As shown in fig. 19-21, in a further preferred manner on the basis of the foregoing, the high-pressure jet grouting pile group includes a plurality of high-pressure jet grouting pile rows 41 arranged at intervals, the high-pressure jet grouting pile rows 41 are arranged along the transverse direction, and in each row of the high-pressure jet grouting pile rows 41, adjacent high-pressure jet grouting piles 4 are meshed;
a high-pressure jet grouting pile group 42 is arranged between adjacent high-pressure jet grouting pile rows 41, the high-pressure jet grouting pile group 42 is positioned at the end parts of the high-pressure jet grouting pile rows 41, and the high-pressure jet grouting pile group 42 comprises at least two high-pressure jet grouting piles 4 which are longitudinally arranged;
a second gap 43 is formed between the adjacent high-pressure jet grouting pile rows 41, and at least part of the steel pipe piles 1 are located in the second gap 43.
The beneficial effects of this embodiment are: according to the construction method for reinforcing the DCM pile mixed foundation for shoal silt geology, the steel pipe pile group is firstly constructed, the high-pressure jet grouting pile group is constructed by utilizing the operation platform system supported by the steel pipe pile group, the DCM pile is replaced by the high-pressure jet grouting pile in the area containing a large amount of impurity-filled stones on the shoal, the problem of reinforcing the soft foundation under the geological condition containing the impurity-filled stones is solved, and meanwhile, the slope collapse risk caused by excavation of foundation trenches in the shoal area is avoided.
Example 2
As shown in fig. 1-21, the construction method for reinforcing a DCM pile mixed foundation for shoal silt geology in this embodiment specifically describes, on the basis of embodiment 1, a steel pipe pile group, an operation platform system 2 and a high-pressure jet grouting pile 4 construction process flow:
in this embodiment, the operation platform system 2 is provided for the construction of the high-pressure jet grouting pile 4 by constructing the steel pipe pile 1 at sea and erecting the operation platform system 2 at sea, and the construction flow of the operation platform system 2 is shown in fig. 1 in detail:
as shown in fig. 2-14, the construction of the working platform system 2 firstly constructs a steel pipe pile group, then installs the working platform system 2, and finally installs the high-pressure jet grouting pile machine 3, and the specific construction steps are as follows:
1, constructing a steel pipe pile group: measuring and positioning, applying a steel pipe pile 1, installing a pile top cover plate 12 and installing a scissor stay 15;
2 mounting platform 2 system: mounting a longitudinal girder 14, mounting a track 5 and mounting an upper platform 17;
3, pile driver system: installing a walking pipe 33, installing a high-pressure jet grouting pile machine 3 and installing a slurry supply system.
The upper part is provided with a movable operation platform system 2, the lower part of the movable operation platform system is supported by a plurality of steel pipe piles 1 and a scissor support 15, the upper operation platform system 2 can drive the high-pressure jet grouting pile machine 3 to move, and the high-pressure jet grouting pile machine 3 can move left and right and back and forth and is supported and arranged on the operation platform system 2.
Background slurry supply system: the background slurry supply system is used for supplying slurry to the high-pressure jet grouting pile machine 3, the shoreside is considered to be arranged, the slurry supply range is large, and each set of background slurry supply system comprises 2 slurry generators, 2 slurry storage tanks, 4 80t horizontal cement tanks and 4 slurry pumps.
And (3) constructing a steel pipe pile group:
1. pile position arrangement of steel pipe piles 1: the pile position of the steel pipe pile 1 is arranged at the gap position of the high-pressure jet grouting pile 4 according to the design drawing so as not to influence the construction of the high-pressure jet grouting pile 4 and ensure that all the high-pressure jet grouting piles 4 can be constructed within the range of the operation platform system 2. A plurality of steel pipe piles 1 are arranged in an array.
The diameter of the steel pipe pile 1 is phi 500 mm-phi 750mm, the pile length is determined according to geological survey data, the pile length is generally 16-22 m, the lower end of the steel pipe pile 1 is abutted or extended into a bearing layer, and the bearing layer takes full weathered rock.
2. Measuring and positioning: the steel pipe pile 1 is driven by the pile driving ship 11, the pile driving ship 11 is used for measuring and positioning through a GPS, the draft of the pile driving ship 11 is shallow, and the requirement of the water operation in the shoal area can be met.
3. And (3) applying a steel pipe pile 1: pile sinking construction of the steel pipe pile 1 is carried out by adopting a pile driving ship 11, after the construction of the steel pipe pile 1 is completed, pile top elevation of the steel pipe pile 1 is measured by adopting an infrared level meter, and oxygen welding, cutting and leveling are carried out on the part with the height exceeding the height.
4. Mounting cover plate 12: and a cover plate 12 is arranged at the top of the steel pipe pile 1, and triangular steel rib plates 13 are adopted at four corners of the cover plate 12 to connect and fix the cover plate 12 and the steel pipe pile 1.
5. Installing a scissor brace 15: and a scissor brace 15 is connected between the adjacent steel pipe piles 1 in the same longitudinal row to finish the installation construction of the steel pipe pile group.
6. The longitudinal girder 14 is installed: the longitudinal main beams 14 are made of rectangular steel. Before the longitudinal girder 14 is installed, the infrared leveling instrument is used for measuring and positioning, marks are made on the cover plate 12, and the positioning deviation of the longitudinal girder 14 is ensured to meet the requirements. The longitudinal girder 14 and the cover plate 12 are firmly welded by adopting angle irons 16, the middle part of the scissor brace 15 is vertically connected with a vertical rod, and the top of the vertical rod is connected with the corresponding longitudinal girder 14 so as to increase the supporting rigidity of the longitudinal girder 14.
7. Mounting rail 5: the rail 5 is mounted on the longitudinal girder 14, and the rail 5 is arranged along the length direction of the longitudinal girder 14.
The rail 5 can be a common rail, and the rail 5 and the longitudinal girder 14 are locked by a rail pressing device 51. Meanwhile, a round hole with the diameter of 100 mm-150 mm is formed on one side of the longitudinal girder 14, so that the installation and the fastening of bolts for connecting the rail pressing device 51 and the longitudinal girder 14 are facilitated.
Before the rail 5 is installed and the rail pressing device 51 is locked, an infrared level meter is used for measuring and positioning the rail 5, so that the track gauge on one span and two sides is consistent with the track gauge of the rail wheel set 18 of the upper platform 17, if the deviation is large, the rail pressing device 51 is timely adjusted, and finally the rail pressing device 51 is locked.
8. Mounting an upper platform 17: the upper platform 17 is mainly used for bearing and shifting walking of the high-pressure jet grouting pile machine 3. The upper platform 17 is shown in fig. 12. Workshop machining and field assembly can be adopted, wherein at least 4 track wheel sets 18 are arranged at the bottom of the upper platform 17, each track wheel set 18 is at least provided with one track wheel, at least 4 track wheel sets 18 form two rows and are in rolling fit with corresponding tracks 5, the purpose that the upper platform 17 moves on the tracks 5 is achieved, a motor is arranged on the upper platform 17, and the motor drives at least one track wheel set 18 to rotate so as to provide power for the upper platform 17 to move on the tracks 5.
Installing a high-pressure jet grouting pile machine 3: the high-pressure jet grouting pile machine 3 adopts a conventional high-pressure jet grouting pile machine 3, the high-pressure jet grouting pile machine 3 comprises a frame 31, a tower 34 and a drilling machine, the drilling machine comprises a drill rod 32 and a drill bit 36 connected to the bottom of the drill rod 32, each high-pressure jet grouting pile machine 3 is provided with 2 drill rods 32, namely, each pile machine synchronously constructs 2 high-pressure jet grouting piles 4. The height of the frame 31 is comprehensively considered according to the design pile length of the high-pressure jet grouting pile 4. The high-pressure jet grouting pile 4 pile length comprehensively considers the self height, the water depth and the like of the platform 2, and the height of the tower 34 is generally not more than 18 meters. The longitudinal displacement is controlled by the work platform system 2, and the transverse displacement adopts the displacement of the walking pipe 33. The runner 33 is fixed to the upper platform 17. Angle irons are welded at the two ends of the walking pipe 33 to serve as limiting blocks, so that the high-pressure jet grouting pile 4 cannot be separated from the walking pipe 33 when moving transversely. The stirring pile machine needs to adjust the backward inclination of the tower 34 by about 3-4 degrees when shifting, so as to ensure that the gravity center of the tower 34 is positioned inside the beam of the upper platform 17.
As shown in fig. 15-16, the construction process flow of the high-pressure jet grouting pile 4 is specifically as follows:
1. and (3) bottom crossing technology: and carrying out the bottom-crossing technical work of the design drawing according to the design requirements and related specification, and preparing the construction.
2. 4 pile positions of high-pressure jet grouting piles are positioned: and before construction, measuring a control point of the construction of the high-pressure jet grouting pile 4 by using a total station, and marking on the operation platform system 2. The center shift deviation of the pile holes of the high-pressure jet grouting pile 4 is ensured to be within a specified range.
3. And (3) hole guiding: and (3) crushing and hole guiding the riprap by adopting a down-the-hole hammer, wherein the depth of the hole guiding is 2.3-2.7m.
4. And (3) positioning a drilling machine: the drilling machine is arranged on the high-pressure jet grouting pile machine 3, after the drilling machine is in place, the high-pressure jet grouting pile machine 3 is leveled and centered, the verticality of the high-pressure jet grouting pile machine 3 is adjusted, and the drill rod 32 is ensured to be consistent with the pile position; before drilling, an air compressor and a slurry pump are adjusted to ensure that the equipment runs normally; the length of the drill pipe 32 is checked, and a depth line is marked beside the drilling tower by using red paint, so that the elevation of the bottom of the hole is ensured to meet the design depth.
5. Drilling: after the drilling machine is in place, the drill bit 36 is aligned with the pile position center of the high-pressure jet grouting pile 4, the drilling machine is corrected by a horizontal ruler to enable the drilling rod 32 to be vertical, and then the drilling machine is placed stably, so that the drilling machine is prevented from shifting and deviates from the pile position center of the high-pressure jet grouting pile 4. The diameter and depth of the hole formed by the drilling machine are according to the design requirement. And after the hole forming of the drilling machine is finished, the high-pressure jet grouting pile machine 3 is shifted to be in position, so that three points of the rotation center of the drilling machine, the center of a drill rod and the pile position center of the high-pressure jet grouting pile 4 are in alignment, and the drilling machine is leveled.
6. Lifting by jet grouting: after the injection grouting pipe on the high-pressure jet grouting pile machine 3 is inserted into the designed depth, the high-pressure grouting pump and the air compressor are started, the slurry pump is connected, then the slurry is jet grouting from bottom to top, and meanwhile the slurry is cleaned and discharged. When spraying, the spraying pressure reaches a preset value, and the rotary spraying pipe is gradually lifted after spraying slurry so as to prevent the rotary spraying pipe from being twisted off. In order to ensure the quality of the bottom end of the pile, when the nozzle is sunk to the designed depth, the nozzle rotates for about 10 seconds at the original position, and the nozzle is lifted by rotary spraying after the slurry is ejected from the orifice normally. The rotation and lifting of the drill rod 32 should be continuously performed without interruption, the drill should be failed, the lifting and rotation of the drill rod 32 should be stopped to prevent the pile from breaking, and the pile bottom quality should be improved by immediately repairing and removing the failure, and the spraying and rotary spraying time of the drill rod 32 should be properly increased within the range of 1.0m at the pile bottom. In the process of rotary spraying and lifting, the rotary spraying parameters can be adjusted according to different soil layers.
7. Cleaning and shifting: after the grouting pile forming is finished, the drill rod 32 is pulled out, the slurry feeding pump, the drill rod 32, the slurry conveying pipeline and the like are cleaned by clean water, and then the drill rod is shifted to perform the construction of the next high-pressure jet grouting pile 4.
After the structure of the operation platform system 2 is installed, debugging is performed first, and normal operation is ensured. And the high-pressure jet grouting pile machine 3 moves to the pile position to start the construction of the high-pressure jet grouting pile 4. In the construction process of the high-pressure jet grouting piles 4, one high-pressure jet grouting pile machine 3 can be arranged on each span, and at the moment, the adjacent high-pressure jet grouting pile machines 3 can share the track 5, as shown in fig. 3, and a plurality of high-pressure jet grouting pile machines 3 can also be arranged.
Example 3
As shown in fig. 1 to 21, the construction method for reinforcing a DCM pile mixed foundation for shoal silt geology according to the present embodiment is different from that of embodiment 2 in that: specifically introducing a construction method and a technical scheme of the DCM pile 6:
the construction concrete flow chart of the DCM pile 6 is shown in figures 15 and 16.
DCM ship stake machine, DCM ship stake machine includes the hull, sets up the DCM rig on the hull, be provided with DCM drilling rod 61 that can vertical movement on the DCM drilling rod, DCM drilling rod 61 bottom is provided with stirring vane 62, water liquid shower nozzle and spouting mouth, and the water liquid shower nozzle is used for to stirring vane 62 department water spray, spouting mouth includes lower part spouting mouth and central spouting mouth, and lower part spouting mouth is located stirring vane 62 lower part, and central spouting mouth is located stirring vane 62 upper portion.
1. Cutting through the earth the DCM pipe 61 runs through and the stirring blade 62 is brought into the seabed.
After the stirring blades 62 enter the seabed, the DCM drill pipe 61 is started to rotate, the stirring blades 62 at the bottom of the DCM drill pipe 61 rotate to cut the soil layer, the strength of the soil layer is reduced, and the DCM drill pipe 61 is used for self-weight drilling. When the DCM processor stirring vane 62 penetrates into the bearing layer, the penetration speed and the water spray amount are adjusted: the running speed is reduced from 0.8 to 1.2m/s to 0.3 to 0.5m/s, and the water spraying amount is increased to 300 to 350m 3 /min。
2. Grouting and piling: because the lower guniting port is positioned at the lower part of the stirring blade 62, the central guniting port is positioned at the upper part of the stirring blade 62, in order to ensure the continuity of guniting and the stirring times, for long piles, the lower part of the mixing body uses the lower through guniting of the lower guniting port, and the upper part of the mixing body adopts the upper pulling guniting of the central guniting port; for short piles, the whole pile body adopts lower through grouting at the lower grouting opening.
a. Before the DCM drill pipe 61 for the lower through grouting is pulled up to the designed position, the water in the grouting pipeline is extruded by grouting in advance, so that the stability of cement slurry in the lower through process is ensured.
b. After the reinforcement of the bottom of the DCM pile 6 and the lower through grouting are finished, a large amount of slurry exists in a grouting pipeline and a lower grouting port, and the central grouting port is used for pulling up the grouting in the subsequent stage, so that the lower grouting port is easy to block. When the lower through grouting is fast to the 6 pile bottoms of the DCM piles, starting the bottom water spraying to squeeze the grouting in the grouting pipeline to the pile bottoms and cleaning the lower grouting openings. In order to ensure the quality of the pile bottom, the stirring times of the bottom can be increased by pulling up and out the pile through 1m at this stage.
c. Pull-up guniting: the central spraying port is used for spraying the slurry, and more water exists in the spraying pipeline at the moment, so that slurry squeezing needs to be started in advance, and stable slurry spraying quantity reaching the designed position away from the pile bottom is ensured. When the grouting is pulled up to 5m below the pile top, the rotating speed and the pulling-up speed of the DCM drill pipe 61 are required to be reduced, the cement paste loss caused by overlarge disturbance of the stirring blades 62 on the pile top is avoided, and the quality of the pile top is ensured.
d. And (3) ship moving: after the construction of the DCM pile 6 is completed, the ship is moved to the set next pile position, and the construction of the next DCM pile 6 is carried out.
In fig. 16, in the construction, a is a device placement construction, b is a soil body penetration construction, c is a continuous penetration construction, d is a penetration to pile bottom elevation construction, e is a pulling-up construction from pile bottom elevation, f is a reverse stirring construction, g is a pile bottom reinforcement construction, and h is a pulling-up and continuous guniting construction.
The foregoing description of the preferred embodiments of the application is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the application.
Claims (10)
1. The construction method for the DCM pile mixed foundation reinforcement of the shoal silt geology is characterized by comprising the following steps of:
s1, a plurality of steel pipe piles (1) are applied to water near the coast, and steel pipe pile groups are formed;
s2, installing an operation platform system (2) on the steel pipe pile group;
s3, arranging a high-pressure jet grouting pile machine (3) on the operation platform system (2), constructing high-pressure jet grouting piles (4) by using the high-pressure jet grouting pile machine (3), and forming high-pressure jet grouting pile groups, wherein the high-pressure jet grouting pile machine (3) can move on the operation platform system (2);
s4, constructing DCM piles (6) in water on the sea side of the high-pressure jet grouting pile group, and forming the DCM pile group.
2. Construction method for DCM pile mixed foundation reinforcement for shoal silt geology according to claim 1, characterized in that a plurality of said steel pipe piles (1) are arranged in an array, the spacing between adjacent steel pipe piles (1) being larger than the spacing between adjacent high pressure jet grouting piles (4).
3. The construction method for reinforcing a DCM pile mixed foundation for shoal silt geology according to claim 2, wherein the step S1 is specifically:
s11, arranging pile positions of steel pipe piles (1): the construction of the steel pipe piles (1) is arranged at the gap positions in the high-pressure jet grouting pile group;
s12, installing a cover plate (12) on the top of the steel pipe pile (1);
s13, connecting a scissor brace (15) between the adjacent steel pipe piles (1) in the same longitudinal column, and connecting a connecting beam (19) between the corresponding steel pipe piles (1) in the adjacent column.
4. A construction method for reinforcing a DCM pile mixed foundation for shoal silt geology according to claim 3, wherein step S2 is specifically:
s21, connecting a longitudinal girder (14) at the upper parts of the steel pipe piles (1) in the same longitudinal column;
s22, installing a track (5) on a longitudinal girder (14), wherein the track (5) is arranged along the length direction of the longitudinal girder (14);
s23, installing an upper platform (17), wherein at least two rails (5) support the upper platform (17), and the upper platform (17) can move along the length direction of the rails (5) and are arranged in parallel with all the rails (5) which are in sliding fit with the same upper platform (17).
5. A construction method for DCM pile mixed foundation reinforcement for shoal silt geology according to claim 4, wherein,
in S23, a walking pipe (33) is arranged on the upper platform (17), and the walking pipe (33) is transversely arranged;
in S3, the high-pressure jet grouting pile machine (3) is mounted on the travelling pipe (33) so that the high-pressure jet grouting pile machine (3) can move transversely relative to the travelling pipe (33).
6. The construction method for reinforcing a DCM pile mixed foundation for shoal silt geology according to claim 1, further comprising a DCM ship pile engine, wherein the DCM ship pile engine comprises a ship body, a DCM drill is arranged on the ship body, a DCM drill pipe (61) capable of moving vertically is arranged on the DCM drill, and stirring blades (62) and a guniting port are arranged at the bottom of the DCM drill pipe (61);
the shoal silt geological underwater is a soft soil layer, and a bearing layer is arranged at the lower part of the soft soil layer;
in the step S4, a DCM ship pile machine is utilized to construct a DCM pile (6) in water, and the construction method specifically comprises the following steps:
s41, a DCM drill pipe (61) runs through and enables a stirring blade (62) to enter the seabed;
s42, starting a DCM drill rod (61) to rotate, and rotating a stirring blade (62) at the bottom of the DCM drill rod (61) to cut a soil layer at the lower part of the seabed until the pile bottom elevation of the DCM pile (6) is reached, wherein the pile bottom elevation of the DCM pile (6) is positioned in a bearing layer;
s43, stirring a soil layer with a first elevation to the elevation range of the pile bottom of the DCM pile (6) by using a stirring blade (62), wherein the first elevation is positioned above the elevation of the pile bottom of the DCM pile (6), and after stirring, lifting the stirring blade (62) to the vicinity of the first elevation;
s44, the DCM drill pipe (61) penetrates downwards, and the grouting opening is used for grouting until the pile bottom of the DCM pile (6) is up;
and S45. The DCM drill pipe (61) is pulled up, and the guniting port is guniting until the pile top of the DCM pile (6) is up.
7. The construction method for reinforcing a DCM pile mixed foundation for shoal silt geology according to claim 6, wherein the first elevation is T1, the pile bottom elevation of the DCM pile (6) is T0, t1=t0+A, and 5m is less than or equal to A is less than or equal to 7m.
8. Construction method for the mixed foundation reinforcement of DCM piles for shoal silt geology according to claim 1, characterized in that the DCM pile group comprises a plurality of DCM pile rows (64) arranged at intervals, the DCM pile rows (64) are arranged transversely, in each row of DCM pile rows (64), two adjacent DCM piles (6) are arranged at intervals, a first gap (66) is arranged between the two adjacent DCM piles (6), the rest of the adjacent DCM piles (6) are engaged, and the first gaps (66) of the adjacent DCM pile rows (64) are arranged in a staggered manner.
9. Construction method for the mixed foundation reinforcement of DCM piles for shoal silt geology according to claim 8, characterized in that both ends of the DCM pile row (64) are provided with DCM pile groups (65) in longitudinal direction, the DCM pile groups (65) comprise a plurality of DCM piles (6) arranged in longitudinal direction, adjacent DCM piles (6) in the same DCM pile group (65) are engaged, and the DCM pile groups (65) are engaged with the corresponding ends of all DCM pile rows (64).
10. A construction method for reinforcing a DCM pile mixed foundation for shoal silt geology according to any one of claims 1 to 9, characterized in that:
the high-pressure jet grouting pile group comprises a plurality of high-pressure jet grouting pile rows (41) which are arranged at intervals, the high-pressure jet grouting pile rows (41) are transversely arranged, and in each row of the high-pressure jet grouting pile rows (41), adjacent high-pressure jet grouting piles (4) are meshed;
a high-pressure jet grouting pile group (42) is arranged between adjacent high-pressure jet grouting pile rows (41), the high-pressure jet grouting pile group (42) is positioned at the end part of each high-pressure jet grouting pile row (41), and each high-pressure jet grouting pile group (42) comprises at least two high-pressure jet grouting piles (4) which are longitudinally arranged;
a second gap (43) is formed between every two adjacent high-pressure jet grouting pile rows (41), and at least part of the steel pipe piles (1) are located in the second gap (43).
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