CN114892711A - Construction method of retaining wall in deep and soft soil layer and slope supporting structure - Google Patents
Construction method of retaining wall in deep and soft soil layer and slope supporting structure Download PDFInfo
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- CN114892711A CN114892711A CN202210560799.4A CN202210560799A CN114892711A CN 114892711 A CN114892711 A CN 114892711A CN 202210560799 A CN202210560799 A CN 202210560799A CN 114892711 A CN114892711 A CN 114892711A
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- 239000002689 soil Substances 0.000 title claims abstract description 107
- 238000010276 construction Methods 0.000 title claims abstract description 75
- 230000002787 reinforcement Effects 0.000 claims abstract description 27
- 239000004567 concrete Substances 0.000 claims abstract description 22
- 238000000034 method Methods 0.000 claims description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 239000003638 chemical reducing agent Substances 0.000 claims description 4
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 238000010008 shearing Methods 0.000 abstract description 9
- 238000005452 bending Methods 0.000 abstract description 5
- 238000010586 diagram Methods 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 238000004062 sedimentation Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 244000025254 Cannabis sativa Species 0.000 description 1
- 229910001335 Galvanized steel Inorganic materials 0.000 description 1
- 208000034189 Sclerosis Diseases 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000008397 galvanized steel Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 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
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
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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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
Abstract
The invention relates to a construction method of a retaining wall in a deep and soft soil layer and a side slope supporting structure. After the construction of the retaining wall is finished, the slope supporting structure is allowed to settle, the backfill soil layer is guaranteed to be the same as the designed elevation through filling after settlement, a certain ultrahigh height of the retaining wall is reserved in advance through calculating the settlement difference between the retaining wall and the project site, the slope supporting structure and the project site are enabled to deform in a coordinated mode, and the purposes of being low in construction cost and achieving deformation coordination, safety and stability of the slope supporting structure can be achieved. In addition, a reinforcement cage is placed in the pile core of the tubular pile, and first concrete is poured into the pile core, so that the obtained structure ensures that the tubular pile can meet the bending and shearing resistance requirements, and can rapidly provide reliable vertical bearing capacity; after the first concrete pouring is finished, the cushion layer can be laid, and after the cushion layer is hardened, the bearing platform can be constructed immediately. Compared with the traditional cast-in-place pile, the construction period and the construction cost can be greatly saved, and the working efficiency is improved.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a construction method of a retaining wall in a deep and soft soil layer and a side slope supporting structure.
Background
With the rapid development of urban construction, a large number of new projects are positioned in deep soft soil layers (especially soft soil layers with the depth of more than 25 meters), because of the requirements of urban flood control, drainage and project overall planning, a newly-built project site has a higher height difference with the surrounding ground (namely the ground in front of the wall), meanwhile, in order to ensure the use quality of the new project site, the height difference which can be processed in the new project site is limited, so that a great amount of vertical height differences which need to be processed exist around the new project site, the height difference is mostly within 10m, a reinforced concrete retaining wall can be usually adopted for supporting the side slope, but the requirement of the retaining wall on the bearing capacity characteristic value of the foundation is far greater than the bearing capacity characteristic value provided by deep and soft soil layers, meanwhile, in order to meet the requirement of slope stability, the method that the cast-in-place pile penetrates through the soft soil layer and then enters the bearing layer for a certain depth is generally adopted for treatment. However, the method has the disadvantages of high supporting cost, high construction difficulty and long construction time.
Disclosure of Invention
Based on the above, it is necessary to overcome the defects of the prior art, and provide a construction method of a retaining wall in a deep and soft soil layer and a side slope supporting structure, which can reduce the construction cost, save the construction period, reduce the construction difficulty and improve the construction efficiency.
The technical scheme is as follows: a construction method of a retaining wall in a deep soft ground layer comprises the following steps:
providing a plurality of tubular piles, determining pile positions of the tubular piles, and driving the tubular piles into a soft soil layer respectively; digging a bearing platform construction working surface from the tubular pile construction surface, so that the planes of the top ends of the plurality of tubular piles protrude out of the bottom surface of the bearing platform construction working surface;
placing a reinforcement cage in a pile core of the tubular pile, wherein the top end of a main reinforcement of the reinforcement cage is exposed out of the pile core, and pouring first concrete in the pile core;
constructing at the top end of the tubular pile and the bottom surface of the bearing platform construction working surface to form a cushion layer, binding bearing platform reinforcing steel bars in the bearing platform construction working surface and pouring second concrete to form a bearing platform;
constructing a retaining wall on the bearing platform, wherein the retaining wall comprises a bottom plate positioned on the bearing platform and a panel connected with the bottom plate, the height of the panel is higher than the design elevation of the project site, and the height position of the retaining wall is the same as or higher than the design elevation when the retaining wall is stably settled;
and filling soil at least twice at the position corresponding to the project site to form a backfill soil layer, so that the height position of the backfill soil layer when the settlement is stable is the same as the design elevation.
In one embodiment, the step of filling soil at least twice at the position corresponding to the project site to form a backfill soil layer so that the height position of the backfill soil layer when the backfill soil layer is settled stably is the same as the design elevation comprises the following steps:
step S11, filling soil at the position corresponding to the project site to ensure that the height position of the backfill soil layer is the same as the designed elevation;
step S12, observing the height position of the backfill soil layer, and backfilling the position corresponding to the project site when the height of the backfill soil layer is lowered to a preset position, so that the height of the backfill soil layer is the same as the design elevation;
and step S13, stopping filling soil at the position corresponding to the project site when the height position of the backfill soil layer is kept unchanged within the preset time and is at the designed elevation.
In one embodiment, the tubular pile comprises a first pile body and a second pile body, the first pile body is connected with the second pile body, and the diameter of the first pile body is larger than that of the second pile body;
the method for driving the pipe piles into the soft soil layer respectively comprises the following steps: firstly, the second pile body is driven into the soft soil layer, then the bottom end of the first pile body is connected with the top end of the second pile body, and the first pile body and the second pile body are driven into the soft soil layer continuously.
In one embodiment, the construction method further comprises the following steps: establishing a retaining wall model, and determining the specific position of a potential sliding surface of the bottom of the retaining wall through stability calculation; the distance of the first pile body passing through the potential sliding surface is not less than 2 m.
In one embodiment, the construction method further comprises the following steps: and calculating to obtain the length of the second pile body on the premise of meeting the bearing capacity characteristic value of the retaining wall foundation and the bearing capacity of the soft lying layer.
In one embodiment, when plain filling soil and a wall front ground are arranged above the soft soil layer, the tubular piles penetrate through the wall front ground and the plain filling soil respectively and then are driven into the soft soil layer, and then the wall front ground, the plain filling soil and the soft soil layer are excavated in sequence to form a bearing platform construction working surface.
In one embodiment, the construction method further comprises the following steps: after the position of the retaining wall is determined, controlling the maximum stress of the toe to be within 1.3 times of the average stress of the bottom of the retaining wall and controlling the minimum stress of the butts to be more than 0.8 times of the average stress of the bottom of the retaining wall by adjusting the width of the toe and the width of the butts of the bottom plate;
after the position of retaining wall is confirmed, and before the step of driving a plurality of tubular piles into weak soil respectively include: and determining the pile position of each tubular pile in a paying-off mode.
In one embodiment, the retaining wall is a reinforced concrete wall, and when the retaining wall is completely constructed and the strength of the retaining wall reaches 80% of the designed strength, filling soil at a position corresponding to the project site is started.
A side slope supporting structure comprises a plurality of tubular piles, a cushion layer, a bearing platform and a retaining wall, wherein the tubular piles are respectively driven into a soft soil layer, a bearing platform construction working surface is formed above the soft soil layer, and the planes of the top ends of the tubular piles protrude out of the bottom surface of the bearing platform construction working surface;
placing a reinforcement cage in a pile core of the tubular pile, wherein the top end of a main reinforcement of the reinforcement cage is exposed out of the pile core, and pouring first concrete into the pile core;
the cushion layer is arranged at the top end of the tubular pile and the bottom surface of the construction working surface of the bearing platform, the bearing platform is arranged on the cushion layer, and the top end of a main rib of the reinforcement cage extends into the bearing platform;
and constructing the retaining wall on the bearing platform, wherein the retaining wall comprises a bottom plate positioned on the bearing platform and a panel connected with the bottom plate.
In one embodiment, the tubular pile comprises a first pile body and a second pile body, the first pile body is connected with the second pile body, the diameter of the first pile body is larger than that of the second pile body, and the pile core is arranged on the first pile body; the first pile body and the second pile body are connected with each other through a segmented joint or a reducer union.
Compared with the traditional mode that the cast-in-place pile penetrates through the soft soil layer and then enters the bearing layer to a certain depth, the construction method of the retaining wall in the deep soft soil layer only needs to drive the pipe pile into the soft soil layer, so that after the construction of the retaining wall is finished, the side slope supporting structure is allowed to settle downwards, after the settlement, the backfill soil layer is guaranteed to be the same as the designed elevation through filling, and the settlement difference between the retaining wall and the project site is calculated, a certain ultrahigh height of the retaining wall is reserved in advance, the side slope supporting structure and the project site are enabled to deform in a coordinated mode, the purposes of deformation coordination and safety stability of the side slope supporting structure can be achieved with low construction cost. In addition, a reinforcement cage is placed in a pile core of the tubular pile, and first concrete is poured into the pile core, so that the obtained structure ensures that the tubular pile can meet the requirements of bending resistance and shearing resistance, and can rapidly provide reliable vertical bearing capacity; after the first concrete pouring is finished, a cushion layer can be laid, and after the cushion layer is hardened, a bearing platform can be constructed immediately. Compared with the traditional cast-in-place pile, the construction period and the construction cost can be greatly saved, and the working efficiency is improved.
Compared with the traditional mode that the cast-in-place pile penetrates through the soft soil layer and then enters the bearing layer to a certain depth, the slope supporting structure only needs to be driven into the soft soil layer, so that after the construction of the retaining wall is finished, the slope supporting structure is allowed to settle downwards, the backfill soil layer is guaranteed to be the same as the designed elevation through filling after settlement, a certain ultrahigh height of the retaining wall is reserved in advance through calculating the settlement difference between the retaining wall and a project site, the slope supporting structure and the project site are enabled to deform in a coordinated mode, the purposes of deformation coordination and safety stability of the slope supporting structure can be achieved, and the purposes of deformation coordination and safety stability of the slope supporting structure are achieved. In addition, a reinforcement cage is placed in the pile core, and first concrete is poured into the pile core, so that the obtained structure ensures that the tubular pile can meet the requirements of bending resistance and shearing resistance, and can rapidly provide reliable vertical bearing capacity; after the first concrete pouring is finished, a cushion layer can be laid, and after the cushion layer is hardened, a bearing platform can be constructed immediately. Compared with the traditional cast-in-place pile, the construction period and the construction cost can be greatly saved, and the working efficiency is improved.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic structural view of a side slope supporting structure according to an embodiment of the present invention;
fig. 2 is a schematic view of a positional relationship between a pipe pile and a bottom plate in a slope supporting structure according to an embodiment of the present invention;
fig. 3 is a schematic structural view of the combination of the first pile, the cushion layer and the bearing platform according to an embodiment of the present invention;
fig. 4 is a schematic structural view of a tube pile according to an embodiment of the present invention;
FIG. 5 is a schematic structural diagram of a first pad according to an embodiment of the present invention;
FIG. 6 is a schematic structural diagram of a second pad according to an embodiment of the present invention;
fig. 7 is a schematic structural diagram of a first support plate according to an embodiment of the present invention;
fig. 8 is a schematic structural diagram of a second supporting plate according to an embodiment of the invention.
10. A tubular pile; 101. pile core; 102. a reinforcement cage; 103. a first concrete; 104. hooping; 11. a first pile body; 12. a second pile body; 131. a first connecting plate; 132. a second connecting plate; 133. a first support plate; 134. a second support plate; 135. a first backing plate; 1351. a first mounting hole; 136. a second backing plate; 1361. a second mounting hole; 20. a soft soil layer; 21. a bearing platform construction working surface; 30. a cushion layer; 40. a bearing platform; 50. a retaining wall; 51. a base plate; 511. a wall root; 512. a wall toe; 52. a panel; 60. a project site; 61. backfilling the soil layer; 62. designing elevation; 71. a support layer; 72. plain filling; 73. the ground in front of the wall; 74. a latent sliding surface; 75. and (6) positioning the wire.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. This invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein.
Referring to fig. 1 and 3, fig. 1 shows a schematic structural view of a slope supporting structure according to an embodiment of the present invention, and fig. 3 shows a schematic structural view of a combination of a first pile 11, a cushion layer 30, and a cushion cap 40 according to an embodiment of the present invention. In an embodiment of the present invention, a method for constructing a retaining wall 50 in a deep and soft ground layer includes the following steps:
providing a plurality of tubular piles 10, wherein each tubular pile 10 is provided with a pile core 101, determining pile positions of the tubular piles 10, driving the tubular piles 10 into preset elevations in a soft soil layer 20 respectively, and specifically, for example, downwards digging out a bearing platform construction working surface 21 from a front wall ground 73 to enable the top end planes of the tubular piles 10 to protrude out of the bottom surface of the bearing platform construction working surface 21;
placing a reinforcement cage 102 in the pile core 101, exposing main reinforcements of the reinforcement cage 102 to the outside of the pile core 101, and pouring first concrete 103 into the pile core 101;
specifically, the diameter of the steel bar cage is defined as D, and the length of the top end of the main steel bar of the steel bar cage 102, which is reserved to be anchored into the bearing platform, is not less than 35D. Therefore, the bonding strength of the tubular pile and the bearing platform can be ensured.
Constructing a cushion layer 30 at the top end of the tubular pile 10 and the bottom surface of the bearing platform construction working surface 21, binding bearing platform reinforcing steel bars in the bearing platform construction working surface 21, pouring second concrete, and combining the solidified second concrete with main reinforcing steel bars of the reinforcement cage 102 to form a bearing platform 40;
constructing a retaining wall 50 on the bearing platform 40, wherein the retaining wall 50 comprises a bottom plate 51 positioned on the bearing platform 40 and a panel 52 connected with the bottom plate 51, the height of the panel 52 is higher than the designed elevation 62 of the project site 60, and the height position of the retaining wall 50 is the same as the designed elevation 62 or higher than the designed elevation 62 when the retaining wall is stably settled;
and filling soil at a position corresponding to the project site 60 at least twice to form a backfill soil layer 61, so that the height position of the backfill soil layer 61 when the backfill soil layer 61 is stably settled is the same as the design elevation 62.
Compared with the traditional mode that the cast-in-place pile penetrates through the soft soil layer 20 and then enters the bearing layer 71 to a certain depth, the construction method of the retaining wall 50 in the deep soft soil layer only needs to drive the tubular pile 10 into the soft soil layer 20, so that after the construction of the retaining wall 50 is finished, the side slope supporting structure is allowed to settle downwards, the backfill soil layer 61 is ensured to be the same as the designed elevation 62 through filling soil after settlement, and a certain ultrahigh height of the retaining wall 50 is reserved in advance by calculating the settlement difference between the retaining wall 50 and the project site 60, so that the side slope supporting structure and the project site 60 are coordinately deformed, the lower engineering cost can be achieved, and the purposes of deformation coordination, safety and stability of the side slope supporting structure are achieved. In addition, a reinforcement cage 102 is placed in a pile core 101 of the tubular pile 10, and first concrete 103 is poured into the pile core 101, so that the obtained structure ensures that the tubular pile can meet the requirements of bending resistance and shearing resistance, and can rapidly provide reliable vertical bearing capacity; after first concrete 103 pours the completion, can lay bed course 30, the bed course 30 sclerosis back, construction cushion cap 40, for traditional bored concrete pile, can reduce the construction degree of difficulty like this, can improve work efficiency greatly.
It should be noted that the piling position of the pipe pile 10 is determined according to the preset construction position of the retaining wall 50, so that the pipe pile 10 provides sufficient resistance to the bearing platform 40, and the bearing platform 40 provides sufficient resistance to the retaining wall 50, thereby ensuring that the retaining wall 50 can be stably supported.
It should be noted that the project site 60 refers to a position of the backfill soil layer 61, that is, corresponding to the backfill ground.
Referring to fig. 1, in one embodiment, the step of filling soil at least twice at a position corresponding to a project site 60 to form a backfill layer 61 so that a height position of the backfill layer 61 when the backfill layer 61 is settled and stabilized is the same as a design elevation 62 includes:
step S11, filling soil at the position corresponding to the project site 60 to make the height position of the backfill soil layer 61 the same as the design elevation 62;
step S12, observing the height position of the backfill soil layer 61, and backfilling the position corresponding to the project site 60 when the height of the backfill soil layer 61 is lowered to a preset position, so that the height of the backfill soil layer 61 is the same as the design elevation 62;
and step S13, stopping filling soil at the position corresponding to the project site 60 when the height position of the backfill soil layer 61 is kept unchanged within the preset time and is at the design elevation 62.
Specifically, the project site 60 corresponds to a backfill ground between the retaining wall 50 and the ground reservoir, and when the backfill ground sinks for example by 5cm, the backfill ground is backfilled to a design elevation 62; and if the sedimentation is carried out again, backfilling until the field sedimentation is stable.
In one embodiment, when plain soil 72 and wall front ground 73 are disposed above the weak soil layer 20, a plurality of pipe piles 10 are driven into the weak soil layer 20 on the wall front ground 73, and then the wall front ground 73 and the plain soil 72 are excavated in sequence to form the cap construction work surface 21. The ground 73 includes but is not limited to floor tiles, cement ground, grass bedding, and the like.
It should be noted that the wall front floor 73 is specifically used for the floor outside the cell, and the floor inside the cell is correspondingly the surface of the project site 60 and is higher than the wall front floor 73, so that the floor inside the cell is separated from the wall front floor 73 in height; it may also be, for example, the interior floor of a basement, which corresponds to the surface of the project site 60.
Referring to fig. 1 and 3, in one embodiment, the tube pile 10 includes a first pile body 11 and a second pile body 12. The first pile body 11 is connected with the second pile body 12, the diameter of the first pile body 11 is larger than that of the second pile body 12, and the pile core 101 is arranged on the first pile body 11.
The method for driving the plurality of tubular piles 10 into the soft soil layer 20 respectively comprises the following steps: the second pile body 12 is firstly driven into the soft soil layer 20, then the bottom end of the first pile body 11 is connected with the top end of the second pile body 12, and the first pile body 11 and the second pile body 12 are continuously driven into the soft soil layer 20.
Thus, the tubular pile 10 is a split structure, and the diameter of the first pile body 11 is relatively large in order to overcome the shearing force of the potential sliding surface 74 to the tubular pile 10 when the first pile body 11 is designed; the first pile body 11 can also provide bearing capacity, and the second pile body 12 mainly bears the bearing capacity and has a relatively small diameter, so that the cost can be reduced.
Specifically, the first pile 11 is, for example, a PHC pile having a diameter of 800mm, and the second pile 12 is, for example, a PHC pile having a diameter of 600 mm. In addition, the first pile 11 and the second pile 12 are connected to each other by a segmented joint or a reducer union.
Referring back to fig. 1, in one embodiment, the construction method further includes the steps of: establishing a retaining wall 50 model, and determining the specific position of the potential sliding surface 74 at the bottom of the retaining wall 50 through stability calculation; the distance that first pile 11 passes through potential sliding surface 74 is not less than 2 m. In this way, the distance of the first pile 11 passing through the potential sliding surface 74 is not less than 2m due to the large shearing force existing at the potential sliding surface 74, so that the shearing force at the potential sliding surface 74 is borne by the first pile 11 with the excellent shearing resistance, and the stability of the retaining wall 50 is better.
In general, the lengths of the first pile body 11 and the second pile body 12 are integers.
In one embodiment, the construction method further comprises the steps of: on the premise of meeting the characteristic value of the bearing capacity of the foundation of the retaining wall 50 and the bearing capacity of the soft lying layer, the length of the second pile body 12 is obtained through calculation. So, the length reasonable in design of second pile 12 mainly can be used for providing suitable bearing capacity, need not to design the diameter size of second pile 12 according to first pile 11 simultaneously, can be less than first pile 11 to can save material relatively, reduce the cost.
In one embodiment, the construction method further comprises the steps of: the settlement difference is calculated through checking the retaining wall 50 and the project site 60, and the ultrahigh height of the retaining wall 50 and the arrangement form and the length of the sectional type tubular pile 10 are determined by combining the stability calculation of the retaining wall 50 and the bearing capacity calculation of the weak underlying layer.
In one embodiment, the construction method further comprises the steps of: after the position of the retaining wall 50 is determined, the width of the toe 512 (W2 shown in fig. 1) and the width of the butts 511 (W1 shown in fig. 1) of the bottom plate 51 are adjusted, so that the maximum stress of the toe 512 is controlled to be within 1.3 times of the average stress of the bottom of the retaining wall 50, and the minimum stress of the butts 511 is controlled to be more than 0.8 times of the average stress of the bottom of the retaining wall 50. Therefore, the stress distribution at the bottom of the wall can be uniform, and the rigid bearing platform 40 is adopted, so that the stress at the bottom of the wall is uniformly transmitted to the foundation.
In one embodiment, after the position of the retaining wall 50 is determined, and before the step of driving the plurality of pipe piles 10 into the weak soil layers 20, respectively, comprises: the pile position of each tubular pile 10 is determined by a paying-off mode. Specifically, referring to fig. 1 and 2, three positioning lines 75 are illustrated in fig. 2, the three positioning lines 75 are respectively and correspondingly disposed according to the specific installation position of the retaining wall 50, and each positioning line 75 can position a plurality of pile positions at intervals. After the pile position is determined, piling operation is carried out at the pile position.
Referring to fig. 1, in one embodiment, the retaining wall 50 is a reinforced concrete wall, and after the retaining wall 50 is completely constructed and the strength of the retaining wall 50 reaches 80% of the design strength, filling is performed at a position corresponding to the project site 60.
Referring to fig. 1, in one embodiment, the reserved elevation of the retaining wall 50 is determined by checking the differential settlement between the retaining wall 50 and the site (as indicated by Δ h in fig. 1). Thus, when the retaining wall 50 is settled stably, the height position of the retaining wall 50 is the same as the design elevation 62.
Referring to fig. 1 and 3, in one embodiment, a slope supporting structure includes a plurality of pipe piles 10, a cushion layer 30, a cap 40, and a retaining wall 50. The tubular piles 10 are provided with pile cores 101, the tubular piles 10 are respectively driven into a soft soil layer 20, a bearing platform construction working surface 21 is formed above the soft soil layer 20, and the planes of the top ends of the tubular piles 10 protrude out of the bottom surface of the bearing platform construction working surface 21;
placing a reinforcement cage 102 in the pile core 101, exposing the top end of the reinforcement cage 102 to the outside of the pile core 101 for a certain reserved length, and pouring first concrete 103 into the pile core 101;
the cushion layer 30 is arranged at the top end of the tubular pile 10 and the bottom surface of the bearing platform construction working surface 21, the bearing platform 40 is arranged on the cushion layer 30, and the reserved length outside the reinforcement cage 102 is embedded in the bearing platform 40;
a retaining wall 50 is constructed on the bearing platform 40, and the retaining wall 50 includes a bottom plate 51 on the bearing platform 40 and a face plate 52 connected to the bottom plate 51.
Compared with the traditional mode that the cast-in-place pile penetrates through the soft soil layer 20 and then enters the bearing layer 71 to a certain depth, the slope supporting structure only needs to be driven into the soft soil layer 20 to a certain depth, so that after the construction of the retaining wall 50 is finished, the slope supporting structure is allowed to settle, the backfill soil layer 61 is guaranteed to be the same as the designed elevation 62 through filling after the settlement, the settlement difference between the retaining wall 50 and the project site 60 is calculated, a certain ultrahigh height of the retaining wall 50 is reserved in advance, the slope supporting structure and the project site 60 are enabled to deform in a coordinated mode, the purposes of deformation coordination and safety stability of the slope supporting structure can be achieved with low construction cost. In addition, a reinforcement cage 102 is placed in a pile core 101 of the tubular pile 10, and first concrete 103 is poured into the pile core 101, so that the obtained structure ensures that the tubular pile 10 can meet the requirements of bending resistance and shearing resistance, and can rapidly provide reliable vertical bearing capacity; after the first concrete 103 is poured, the cushion layer 30 can be laid, and the bearing platform 40 can be constructed immediately after the cushion layer 30 is hardened. Compared with the traditional cast-in-place pile, the construction period and the construction cost can be greatly saved, and the working efficiency is improved.
Referring to fig. 1 and 4, in one embodiment, the tube pile 10 includes a first pile body 11 and a second pile body 12. The first pile body 11 is connected with the second pile body 12, and the diameter of the first pile body 11 is larger than that of the second pile body 12. The first pile body 11 and the second pile body 12 are connected with each other through a section joint or a reducer joint.
In this embodiment, a segmented joint will be specifically described:
referring to fig. 4 to 8, in one embodiment, the segmented joint includes a first connecting plate 131, a second connecting plate 132, a first supporting plate 133, a second supporting plate 134, a first backing plate 135 and a second backing plate 136. The first connecting plate 131 is connected to the bottom end of the first pile 11, the first connecting plate 131 is further connected to a first supporting plate 133, and the first supporting plate 133 is connected to a first backing plate 135. The second connecting plate 132 is connected to the top end of the second pile 12, the second connecting plate 132 is further connected to a second supporting plate 134, and the second supporting plate 134 is connected to a second backing plate 136. The first shim plate 135 is fixedly attached to the second shim plate 136.
Specifically, the connection between the first connecting plate 131 and the first pile 11 and the connection between the second connecting plate 132 and the second pile 12 include, but are not limited to, welding and fixing. The connection between the first connecting plate 131 and the first supporting plate 133, the connection between the first supporting plate 133 and the first backing plate 135, the connection between the second connecting plate 132 and the second supporting plate 134, and the connection between the second supporting plate 134 and the second backing plate 136 all include, but are not limited to, welding. The connection of the first shim plate 135 to the second shim plate 136 includes, but is not limited to, being by fasteners such as bolts, screws, pins, rivets, and the like.
Referring to fig. 4 to 6, in the embodiment, a plurality of first mounting holes 1351 are formed on the first base plate 135, a second mounting hole 1361 corresponding to the first mounting hole 1351 is formed on the second base plate 136, and a fastener passes through the first mounting hole 1351 and the second mounting hole 1361 to tightly assemble and combine the first base plate 135 and the second base plate 136 together.
In one embodiment, the first connecting plate 131, the second connecting plate 132, the first supporting plate 133, the second supporting plate 134, the first backing plate 135 and the second backing plate 136 all include, but are not limited to, galvanized steel plates.
The technical features of the above embodiments can be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the above embodiments are not described, but should be considered as the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are not to be considered limiting of the invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
It will be understood that when an element is referred to as being "secured to" or "disposed on" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and the like as used herein are for illustrative purposes only and do not denote a unique embodiment.
Claims (10)
1. A construction method of a retaining wall in a deep soft ground layer is characterized by comprising the following steps:
providing a plurality of tubular piles, determining pile positions of the tubular piles, and driving the tubular piles into a soft soil layer respectively; digging a bearing platform construction working surface, so that the planes of the top ends of the tubular piles protrude out of the bottom surface of the bearing platform construction working surface;
placing a reinforcement cage in a pile core of the tubular pile, wherein the top end of a main reinforcement of the reinforcement cage is exposed out of the pile core, and pouring first concrete in the pile core;
constructing at the top end of the tubular pile and the bottom surface of the bearing platform construction working surface to form a cushion layer, binding bearing platform reinforcing steel bars in the bearing platform construction working surface and pouring second concrete to form a bearing platform;
constructing a retaining wall on the bearing platform, wherein the retaining wall comprises a bottom plate positioned on the bearing platform and a panel connected with the bottom plate, the height of the panel is higher than the design elevation of the project site, and the height position of the retaining wall is the same as or higher than the design elevation when the retaining wall is stably settled;
and filling soil at least twice at the position corresponding to the project site to form a backfill soil layer, so that the height position of the backfill soil layer when the settlement is stable is the same as the design elevation.
2. The construction method according to claim 1, wherein the step of filling soil at least twice at a position corresponding to the project site to form a backfill soil layer so that a height position of the backfill soil layer when the backfill soil layer is settled stably is the same as the design elevation comprises the steps of:
step S11, filling soil at the position corresponding to the project site to ensure that the height position of the backfill soil layer is the same as the designed elevation;
step S12, observing the height position of the backfill soil layer, and backfilling the position corresponding to the project site when the height of the backfill soil layer is lowered to a preset position, so that the height of the backfill soil layer is the same as the design elevation;
and step S13, stopping filling soil at the position corresponding to the project site when the height position of the backfill soil layer is kept unchanged within the preset time and is at the designed elevation.
3. The construction method according to claim 1, wherein the pipe pile comprises a first pile body and a second pile body, the first pile body is connected with the second pile body, and the diameter of the first pile body is larger than that of the second pile body;
the method for driving the pipe piles into the soft soil layer respectively comprises the following steps: firstly, the second pile body is driven into the soft soil layer, then the bottom end of the first pile body is connected with the top end of the second pile body, and the first pile body and the second pile body are driven into the soft soil layer continuously.
4. The construction method according to claim 3, further comprising the steps of: establishing a retaining wall model, and determining the specific position of a potential sliding surface of the bottom of the retaining wall through stability calculation; the distance of the first pile body passing through the potential sliding surface is not less than 2 m.
5. The construction method according to claim 3, further comprising the steps of: and calculating to obtain the length of the second pile body on the premise of meeting the bearing capacity characteristic value of the retaining wall foundation and the bearing capacity of the soft lying layer.
6. The construction method according to claim 1, wherein when plain soil and a wall front ground are arranged above the weak soil layer, the plurality of pipe piles penetrate through the wall front ground and the plain soil and are driven into the weak soil layer, and then the wall front ground, the plain soil and the weak soil layer are excavated in sequence to form a bearing platform construction working surface.
7. The construction method according to claim 1, further comprising the steps of: after the position of the retaining wall is determined, controlling the maximum stress of the toe to be within 1.3 times of the average stress of the bottom of the retaining wall and controlling the minimum stress of the butts to be more than 0.8 times of the average stress of the bottom of the retaining wall by adjusting the width of the toe and the width of the butts of the bottom plate;
after the position of retaining wall is confirmed, and before the step of driving a plurality of tubular piles into weak soil respectively include: and determining the pile position of each tubular pile in a paying-off mode.
8. The construction method according to claim 1, wherein the retaining wall is a reinforced concrete wall, and when the retaining wall is completely constructed and the strength of the retaining wall reaches 80% of the designed strength, filling of soil is started at a position corresponding to the project site.
9. A side slope supporting structure is characterized by comprising a plurality of tubular piles, a cushion layer, a bearing platform and a retaining wall, wherein the tubular piles are respectively driven into a soft soil layer, a bearing platform construction working surface is formed above the soft soil layer, and the planes of the top ends of the tubular piles protrude out of the bottom surface of the bearing platform construction working surface;
placing a reinforcement cage in a pile core of the tubular pile, wherein the top end of a main reinforcement of the reinforcement cage is exposed out of the pile core, and pouring first concrete into the pile core;
the cushion layer is arranged at the top end of the tubular pile and the bottom surface of the construction working surface of the bearing platform, the bearing platform is arranged on the cushion layer, and the top end of a main rib of the reinforcement cage extends into the bearing platform;
and constructing the retaining wall on the bearing platform, wherein the retaining wall comprises a bottom plate positioned on the bearing platform and a panel connected with the bottom plate.
10. The side slope supporting structure according to claim 9, wherein the tubular pile includes a first pile body and a second pile body, the first pile body is connected with the second pile body, the first pile body has a larger diameter than the second pile body, and the pile core is disposed on the first pile body; the first pile body and the second pile body are connected with each other through a segmented joint or a reducer union.
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| CN202210560799.4A CN114892711A (en) | 2022-05-23 | 2022-05-23 | Construction method of retaining wall in deep and soft soil layer and slope supporting structure |
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| CN202210560799.4A CN114892711A (en) | 2022-05-23 | 2022-05-23 | Construction method of retaining wall in deep and soft soil layer and slope supporting structure |
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