CN112281898A - Buoyancy compensation type combined foundation and construction method - Google Patents
Buoyancy compensation type combined foundation and construction method Download PDFInfo
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- CN112281898A CN112281898A CN202011132353.9A CN202011132353A CN112281898A CN 112281898 A CN112281898 A CN 112281898A CN 202011132353 A CN202011132353 A CN 202011132353A CN 112281898 A CN112281898 A CN 112281898A
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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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/16—Foundations formed of separate piles
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Abstract
The application relates to a buoyancy compensation type combined foundation and a construction method, comprising a plurality of supporting piles, a bearing platform, a main buoyancy tank, a conversion layer and a bottom sealing layer; the bottom sealing layer is arranged at the bottom of the bearing platform, the supporting piles form grouped piles, and the top ends of the grouped piles penetrate into the bottom sealing layer and are connected with the bearing platform; the main buoyancy tank is arranged on the bearing platform; the conversion layer is arranged on the main buoyancy tank and used for bearing the column body so as to transfer the load of the upper structure to the main buoyancy tank. The main flotation tank that this application embodiment provided receives buoyancy is big, and the vertical load effect of spreading into the supporting pile into that has significantly reduced, and the design of supporting pile has reduced the influence of dark weak overburden to pile foundation design by pile body cross-sectional strength control, and it is little to have the pile foundation scale, economic index advantage such as reasonable. The pile group formed by the supporting piles mainly bears vertical force, the main buoyancy tank bears most of horizontal force and bending moment transmitted from the upper part, the long part of the free pile of the traditional pile foundation is replaced, the horizontal load bearing capacity of the foundation is improved, and the influence of water depth, local scouring and wind waves on the stress of the foundation can be reduced.
Description
Technical Field
The application relates to the technical field of bridge engineering, in particular to a buoyancy compensation type combined foundation and a construction method.
Background
With the rapid development of traffic construction, a lot of super bridge engineering leap across great rivers is leap out. The pile foundation is used as a foundation form with the widest application range in bridge engineering, and has the advantages of controllable construction risk, strong capability of adapting to geological conditions and the like.
The design of the pile foundation is jointly determined by the vertical bearing capacity of the foundation and the section strength of the pile body. In the deep and soft overburden, the vertical bearing capacity of ground is the control factor of deep water pile foundation design, adopts the mode that increase pile number, increase pile length in order to satisfy superstructure to the requirement of the vertical bearing capacity of ground usually, and this has not only increased the construction risk, leads to substructure cost in some places to account for the ratio and reaches more than 65% even.
The traditional method for improving the vertical bearing capacity of the foundation by grouting at the pile end and the pile side is greatly influenced by engineering geology and construction process, the improvement range of the vertical bearing capacity of the foundation is limited, about 15 to 30 percent, and the economic benefit is not obvious. When the foundation bears larger horizontal force, such as ship collision and earthquake, the section strength of the pile body can also become a control factor of pile foundation design due to the overlarge local scouring depth. The unfavorable natural conditions of soft foundation and large local scouring depth undoubtedly limit the application of the pile foundation and provide challenges for foundation design.
Disclosure of Invention
The embodiment of the application provides a buoyancy compensation type combined foundation and a construction method, and aims to solve the problems of large pile foundation scale and poor economical efficiency when a bridge pile foundation is built in a place with a deep and thick soft covering layer, large local scouring and large wind wave influence in the related art.
In a first aspect, a buoyancy compensated composite foundation is provided, comprising:
a bearing platform;
the bottom sealing layer is arranged at the bottom of the bearing platform;
a plurality of supporting piles, wherein all the supporting piles form grouped piles, and the top ends of the grouped piles penetrate into the bottom sealing layer and are connected with the bearing platform;
the main buoyancy tank is assembled on the bearing platform;
and the conversion layer is assembled on the main buoyancy tank and used for bearing the columns so as to transfer the upper structure load to the main buoyancy tank.
In some embodiments, a side buoyancy tank is further connected to the outer side wall of the main buoyancy tank.
In some embodiments, there are at least two side pontoons, and each of the side pontoons is uniformly distributed along the circumference of the main pontoon.
In some embodiments, a seal is provided at the connection of the side buoyancy tank and the main buoyancy tank.
In some embodiments, the primary pontoon includes side enclosures and a bottom panel disposed within the side enclosures and dividing the side enclosure interior space into an upper region and a lower region, the bottom panel being at least partially located in the lower region.
In some embodiments, the outer edge of the support pile near the outer edge of the bearing platform has a clear distance d1 of more than or equal to 0.3d from the side wall of the main buoyancy tank, wherein d is the diameter of the support pile.
In some embodiments, the column is a pier or a tower.
In a second aspect, there is provided a method for constructing a buoyancy compensated composite foundation as described above, comprising the steps of:
constructing supporting piles to form pile groups;
sinking the main buoyancy tank until the main buoyancy tank reaches the designed elevation;
pouring a bottom sealing layer to enable the bottom sealing layer to be connected with the inner side wall of the main buoyancy tank;
pumping accumulated water in the main buoyancy tank, and constructing a bearing platform so as to connect the bearing platform with the inner side wall of the main buoyancy tank;
and constructing a conversion layer to seal the top of the main buoyancy tank.
In some embodiments, the primary pontoon includes side coamings and a bottom plate;
sinking the main buoyancy tank until the main buoyancy tank reaches the designed elevation; pouring a bottom sealing layer to enable the bottom sealing layer to be connected with the inner side wall of the main buoyancy tank; take out ponding in the main flotation tank to the cushion cap of construction, so that the cushion cap with main flotation tank inside wall links to each other, includes following step:
sinking the side coaming until reaching the design elevation;
pouring a bottom sealing layer to enable the bottom sealing layer to be connected with the inner side wall of the side wall plate;
pumping accumulated water in the side coaming, and constructing a bearing platform so as to connect the bearing platform with the inner side wall of the side coaming;
and the bottom plate is arranged in the side coaming so as to be attached to the side coaming.
In some embodiments, the bottom plate is provided with a plurality of grouting holes;
the construction cushion cap, so that the cushion cap with the side wall board inside wall links to each other install in the side wall board the bottom plate, so that the bottom plate with the laminating of side wall board, include following step:
pouring a first layer structure of the bearing platform in the side enclosing plate, and enabling a reserved distance to exist between the first layer structure and the installation position of the bottom plate;
mounting the base plate at the mounting position so that a reserved space is formed between the base plate and the first layer structure;
and grouting into the reserved space through the grouting hole to pour a second layer structure of the bearing platform, so that the second layer structure and the first layer structure form the bearing platform.
The beneficial effect that technical scheme that this application provided brought includes:
the embodiment of the application provides a buoyancy compensation type combined foundation and a construction method, the main buoyancy tank provided by the embodiment of the application is of a closed hollow structure, the received buoyancy is large, the vertical load effect of the bearing pile is greatly reduced, the design of the bearing pile is controlled by the section strength of the pile body, the influence of a deep soft covering layer on the design of the pile foundation is reduced, and the combined foundation has the advantages of small pile foundation scale, reasonable economic index and the like.
The main buoyancy tank provided by the embodiment of the application bears most of horizontal force and bending moment transmitted by the upper part, the group piles formed by the supporting piles bear mainly vertical force, the rigidity of the main buoyancy tank is high, the main buoyancy tank replaces the long part of the free pile of the traditional pile foundation, the capacity of the foundation for bearing horizontal load (such as earthquake action and ship collision action) is improved, and the influence of water depth, local scouring and wind waves on the stress of the foundation can be reduced.
The construction method has the advantages of simple structure, reasonable stress, small construction risk and the like.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, 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 basic diagram of a buoyancy compensated assembly according to an embodiment of the present disclosure;
FIG. 2 is a schematic view taken along line A-A in FIG. 1;
FIG. 3 is a schematic view of a completed underpinning pile provided by an embodiment of the present application;
FIG. 4 is a schematic view of the completed side wall panel according to the embodiment of the present disclosure;
fig. 5 is a schematic diagram of a completed back cover layer according to an embodiment of the present disclosure;
fig. 6 is a schematic diagram of a completed bearing platform and a completed bottom plate according to an embodiment of the present disclosure.
In the figure: 1. a support pile; 2. a bearing platform; 3. a main buoyancy tank; 30. side coaming plates; 31. a base plate; 4. a translation layer; 5. a cylinder; 6. a side buoyancy tank; 7. and (6) sealing the bottom layer.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The embodiment of the application provides a buoyancy compensation type combined foundation, which can solve the problems of large scale and poor economical efficiency of a pile foundation when a bridge pile foundation is built in a place with a deep and thick soft covering layer, large local scouring and large wind wave influence in the related art.
Referring to fig. 1, the embodiment of the present application provides a buoyancy compensation type combined foundation, which includes a plurality of supporting piles 1, a bearing platform 2, a main buoyancy tank 3, a conversion layer 4 and a bottom sealing layer 7, wherein the bottom sealing layer 7 is disposed at the bottom of the bearing platform 2 so as to provide a dry environment for the construction of the bearing platform 2, the supporting piles 1 may be bored piles or steel pipe piles, all the supporting piles 1 form a pile group, the structure and the plane arrangement of the pile group should meet the requirements of relevant specifications on the bored piles or the steel pipe piles, the top end of the pile group penetrates through the bottom sealing layer 7 and is connected with the bearing platform 2, the main buoyancy tank 3 is disposed on the bearing platform 2, the side wall of the main buoyancy tank 3 is fixedly connected with the periphery of the bearing platform 2 and the side wall of the bottom sealing layer 7, the load borne by the main buoyancy tank 3 is transmitted to the supporting piles 1 through the bearing platform 2, the main buoyancy tank 3 is sealed and hollow, and can adopt a steel structure or a steel shell thin-wall concrete structure, the conversion layer 4 can be of a reinforced concrete structure and is arranged on the main buoyancy tank 3 in a group mode, the top of the conversion layer 4 is connected with the column 5, the column 5 is a pier column or a tower column, and the conversion layer 4 plays a role in transmitting upper structure load to the side wall of the main buoyancy tank 3.
The main flotation tank that this application embodiment provided is airtight hollow structure, and the buoyancy that receives is big, and the vertical load effect of spreading into the supporting pile into that has significantly reduced, and the design of supporting pile has reduced the influence of deep weak overburden to the pile foundation design by pile body cross-sectional strength control, and it is little to have the pile foundation scale, economic index advantage such as reasonable.
The main buoyancy tank provided by the embodiment of the application bears most of horizontal force and bending moment transmitted by the upper part, the group piles formed by the supporting piles bear mainly vertical force, the rigidity of the main buoyancy tank is high, the main buoyancy tank replaces the long part of the free pile of the traditional pile foundation, the capacity of the foundation for bearing horizontal load (such as earthquake action and ship collision action) is improved, and the influence of water depth, local scouring and wind waves on the stress of the foundation can be reduced.
The construction method has the advantages of simple structure, reasonable stress, small construction risk and the like.
Referring to fig. 1, when the buoyancy provided by the main buoyancy tank 3 still cannot meet the requirement of the bearing capacity of the vertical foundation, a side buoyancy tank 6 may be arranged on the outer side wall of the main buoyancy tank 3, the side buoyancy tank 6 is generally made of a steel structure, and the side buoyancy tank 6 should be integrally located below the lowest water level and designed according to the maximum water pressure that the side buoyancy tank may bear.
Referring to fig. 1, in some preferred embodiments, there are at least two side buoyancy tanks 6, and each side buoyancy tank 6 is uniformly distributed along the circumference of the main buoyancy tank 3.
In some preferred embodiments, the connection between the side buoyancy tanks 6 and the main buoyancy tank 3 is provided with a seal to ensure that the side buoyancy tanks 6 are sealed against water penetration.
Referring to fig. 1, in some preferred embodiments, the primary buoyancy tank 3 includes a side skirt 30 and a bottom panel 31, the bottom panel 31 being disposed within the side skirt 30 and dividing the interior space of the side skirt 30 into an upper region and a lower region, the bottom sealing layer 7 being at least partially located in the lower region, the upper region being encapsulated by the conversion layer 4.
Referring to FIG. 2, in some preferred embodiments, the outer edge of underpinning pile 1, near the outer edge of platform 2, is spaced a clear distance d1 ≧ 0.3d from the side wall of main pontoon 3, where d is the diameter of underpinning pile 1.
In some preferred embodiments, the main buoyancy tank 3 is located partially or wholly below the lowest water level to provide the greatest buoyancy possible.
Referring to fig. 2, the buoyancy provided by the main buoyancy tank and the side buoyancy tank is used to reduce the vertical load effect on the supporting pile, so that the design of the supporting pile is controlled by the section strength of the pile body, and the vertical force of a single pile can be calculated according to the following formula:
Ni＝(Pz-ffloating body)/m±Mxyi/∑yi 2±Myxi/∑xi 2
In the formula: n is a radical ofiFor vertical force of the ith supporting pile, PzCombination of vertical forces acting above the base of the platform, fFloating bodyThe buoyancy effect borne by the main buoyancy tank and the side buoyancy tank, M is the number of piles of the supporting pile, Mx、MyThe combination of bending moments acting on the bearing platform bottom and around the x-axis and the y-axis passing through the centroid of the pile groupi、xiThe clear distances from the center of the ith supporting pile to the x axis and the y axis respectively.
The embodiment of the application also provides a construction method of the buoyancy compensation type combined foundation, which comprises the following steps:
101: constructing the underpinning pile 1 to form a pile group, see fig. 3;
102: floating and transporting the main buoyancy tank 3 prefabricated in a factory to a pier position, and sinking the main buoyancy tank 3 until the main buoyancy tank 3 reaches a designed elevation, as shown in fig. 4;
103: pouring the bottom sealing layer 7 under water to connect the bottom sealing layer 7 with the inner side wall of the main buoyancy tank 3, as shown in fig. 5;
104: after the concrete of the underwater bottom sealing layer 7 reaches the strength, pumping out the accumulated water in the main buoyancy tank 3, and constructing the bearing platform 2 in a dry environment so as to connect the bearing platform 2 with the inner side wall of the main buoyancy tank 3, as shown in fig. 6;
105: a transfer floor 4 is constructed to seal the top of the main buoyancy tank 3, a column 5 is constructed, see fig. 1.
In some preferred embodiments, referring to fig. 1, the main pontoon 3 comprises side coamings 30 and a bottom plate 31;
sinking the main buoyancy tank 3 until the main buoyancy tank 3 reaches the designed elevation; pouring a bottom sealing layer 7 to enable the bottom sealing layer 7 to be connected with the inner side wall of the main buoyancy tank 3; take out the ponding in the main flotation tank 3 to construction cushion cap 2, so that cushion cap 2 links to each other with 3 inside walls of main flotation tank, specifically include following step:
201: sinking the side panels 30 until the design elevation is reached, as shown in FIG. 4;
202: pouring the back cover layer 7 to connect the back cover layer 7 with the inner side wall of the side wall plate 30, as shown in fig. 5;
203: pumping out accumulated water in the side coaming 30, and constructing the bearing platform 2 so as to connect the bearing platform 2 with the inner side wall of the side coaming 30, as shown in fig. 6;
204: the bottom panel 31 is installed in the side gusset 30 such that the bottom panel 31 is attached to the side gusset 30, as shown in fig. 6.
In some preferred embodiments, the bottom plate 31 is provided with a plurality of grouting holes;
301: pouring a first-layer structure of the bearing platform 2 in the side wall plate 30, and enabling a reserved distance to exist between the installation position of the bottom plate 31 on the side wall plate 30 and the top of the first-layer structure;
302: mounting the base plate 31 at the mounting position such that a reserved space is formed between the base plate 31 and the first layer structure;
303: and grouting the reserved space through the grouting hole to pour the second layer structure of the bearing platform 2, so that the second layer structure and the first layer structure form the bearing platform 2 and are bonded with the bottom plate 31.
Because the bearing platform 2 and the bottom sealing layer 7 are concrete structures, micro cracks are difficult to avoid in the later operation process, the main buoyancy tank 3 is difficult to seal and prevent water seepage only by the bearing platform 2 and the bottom sealing layer 7, so in the embodiment, the pouring of the bearing platform 2 is divided into two steps, namely pouring a first layer structure, then constructing the bottom plate 31, reserving a space between the top surface of the first layer structure and the bottom plate 31, grouting in the reserved space, completing the construction of a second layer structure, and connecting the bottom plate 31 and the bearing platform 2 into a whole, thereby achieving the purpose of sealing and preventing water seepage of the main buoyancy tank.
In this embodiment, the reserved distance between the top surface of the first layer structure and the bottom plate 31 is about 2-3 cm.
The bottom plate 31 of the main buoyancy tank 3 is of a steel structure, the periphery of the bottom plate is welded with the side wall of the main buoyancy tank 3 into a whole, grouting holes are reserved in the bottom plate 31, and after grouting is finished, the grouting holes are sealed through steel plates.
In some preferred embodiments, if the buoyancy provided by the main buoyancy tank 3 still cannot meet the requirement of vertical foundation bearing capacity, the side buoyancy tanks 6 can be arranged around the main buoyancy tank 3 when prefabricating in the factory.
In addition, during construction, the water tightness of the main buoyancy tank and the side buoyancy tank is ensured, and water stopping measures are taken at the connecting part of the bearing platform and the side wall of the main buoyancy tank. On the premise of ensuring the stress safety of the structure, after the bottom plate of the main floating box is constructed, the water filling pressure in the main floating box and the side floating box can be adopted, and along with the construction of the upper structure, the water storage in the main floating box and the side floating box is gradually pumped out so as to reduce the settlement of the foundation after construction.
In a word, the buoyancy that this application make full use of owner, side flotation tank provided reduces the vertical force that the pile foundation bore to reduce pile foundation quantity by a wide margin, main flotation tank undertakes most horizontal force and the moment of flexure of upper portion transmission, and the pile foundation mainly undertakes vertical power, but make full use of pile shaft section strength is showing and is reducing the pile foundation scale. The invention has simple structure, reasonable stress and low construction cost; the method is particularly suitable for construction conditions with deep water, soft foundation, large local scouring and large influence of wind and waves.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. A buoyancy compensated modular foundation, comprising:
a bearing platform (2);
the bottom sealing layer (7) is arranged at the bottom of the bearing platform (2);
a plurality of supporting piles (1), wherein all the supporting piles (1) form a pile group, and the top ends of the pile group penetrate into the sealing bottom layer (7) and are connected with the bearing platform (2);
a main buoyancy tank (3) assembled on the bearing platform (2);
a transfer layer (4) assembled on the main buoyancy tank (3) and intended to carry columns (5) for transferring superstructure loads to the main buoyancy tank (3).
2. The floating force compensated composite foundation of claim 1, wherein: the outer side wall of the main buoyancy tank (3) is also connected with a side buoyancy tank (6).
3. The floating force compensated composite foundation of claim 2, wherein: the number of the side buoyancy tanks (6) is at least two, and the side buoyancy tanks (6) are uniformly distributed along the circumferential direction of the main buoyancy tank (3).
4. The floating force compensated composite foundation of claim 2, wherein: and a sealing element is arranged at the joint of the side buoyancy tank (6) and the main buoyancy tank (3).
5. The floating force compensated composite foundation of claim 1, wherein: the main buoyancy tank (3) comprises side enclosing plates (30) and a bottom plate (31), the bottom plate (31) is arranged in the side enclosing plates (30), the inner space of the side enclosing plates (30) is divided into an upper area and a lower area, and at least part of the bottom sealing layer (7) is located in the lower area.
6. The floating force compensated composite foundation of claim 1, wherein: and the clear distance d1 between the outer edge of the supporting pile (1) close to the outer edge of the bearing platform (2) and the side wall of the main buoyancy tank (3) is more than or equal to 0.3d, wherein d is the diameter of the supporting pile (1).
7. The floating force compensated composite foundation of claim 1, wherein: the column body (5) is a pier column or a tower column.
8. A method of constructing a buoyancy compensated composite foundation as claimed in claim 1, including the steps of:
constructing the supporting piles (1) to form pile groups;
sinking the main buoyancy tank (3) until the main buoyancy tank (3) reaches a designed elevation;
pouring a bottom sealing layer (7) to enable the bottom sealing layer (7) to be connected with the inner side wall of the main buoyancy tank (3);
pumping accumulated water in the main buoyancy tank (3), and constructing a bearing platform (2) so as to connect the bearing platform (2) with the inner side wall of the main buoyancy tank (3);
and constructing a conversion layer (4) to seal the top of the main buoyancy tank (3).
9. The construction method according to claim 8,
the main buoyancy tank (3) comprises side coamings (30) and a bottom plate (31);
sinking the main buoyancy tank (3) until the main buoyancy tank (3) reaches a designed elevation; pouring a bottom sealing layer (7) to enable the bottom sealing layer (7) to be connected with the inner side wall of the main buoyancy tank (3); take out ponding in main flotation tank (3) to construction cushion cap (2), so that cushion cap (2) with main flotation tank (3) inside wall links to each other, includes following step:
sinking side coamings (30) until reaching the designed elevation;
pouring a bottom sealing layer (7) to enable the bottom sealing layer (7) to be connected with the inner side wall of the side enclosing plate (30);
pumping accumulated water in the side enclosing plate (30), and constructing a bearing platform (2) so as to connect the bearing platform (2) with the inner side wall of the side enclosing plate (30);
and installing the bottom plate (31) in the side enclosing plate (30) so that the bottom plate (31) is attached to the side enclosing plate (30).
10. The construction method according to claim 9,
the bottom plate (31) is provided with a plurality of grouting holes;
construction cushion cap (2), so that cushion cap (2) with side bounding wall (30) inside wall links to each other install in side bounding wall (30) bottom plate (31), so that bottom plate (31) with the laminating of side bounding wall (30), include following step:
pouring a first layer structure of the bearing platform (2) in the side enclosing plate (30), and enabling a reserved distance to exist between the first layer structure and the installation position of the bottom plate (31);
-mounting the base plate (31) at the mounting location such that a headspace is formed between the base plate (31) and the first layer structure;
and grouting into the reserved space through the grouting holes to pour a second layer structure of the bearing platform (2), so that the second layer structure and the first layer structure form the bearing platform (2).
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| CN202011132353.9A CN112281898A (en) | 2020-10-21 | 2020-10-21 | Buoyancy compensation type combined foundation and construction method |
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| CN101838994A (en) * | 2010-05-20 | 2010-09-22 | 中铁六局集团有限公司 | Construction method of steel sheet pile cofferdam for integral type steel purlin |
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| US20200165790A1 (en) * | 2017-02-23 | 2020-05-28 | Jiangsu Green River Environmental Technology Co., Ltd. | Variable-diameter reinforcing cage for anchor rod or pile foundation |
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Application publication date: 20210129 |