1. Field
The example embodiment in general relates to a construction method for planting hollow cylindrical columns in a seabed of a marine environment for supporting a waterborne structure, such as an offshore marine platform, thereon, which in turn is adapted to support wind turbines, bridges, marine buildings and the like.
2. Related Art
Existing foundation types (excluding floating types) in a marine environment can be divided into gravity type and pile type. Large scale gravity types are further referred to as a caisson of bottom-closed type or opened type. A traditional caisson foundation requires that the load bearing stratum be close to the seafloor so that the top soft material of the seabed can be removed easily and replaced with sand fill as a regular layer for levelling and for spreading the caisson loads. The bottom-closed caisson is then sunk to sit on the levelled sand layer. Any voids inside the caisson are usually filled with sand/stone to increase the dead weight so that the caisson is more stable. An opened type caisson itself is a cofferdam before its bottom is sealed by concrete plug, after it is sunk to the seafloor. Thereafter, the construction steps are similar to the closed-bottom caisson type. Pile type foundations carry the loads in a different manner than gravity types. Pile types carry the horizontal load by bending, while the gravity type take the load by moving the gravity load center off the center of gravity (C.G.). Pile type foundations carry the vertical load by end bearing (in the case of bored piles) or by skin friction (in the case of driven piles).
Applicant's prior art China Pat. Appl. Ser. Nos. 201210038405.9 and 201200104898.8 both describe a process whereby a hard seabed or soft materials in the seabed may be dredged, and may be applied to conditions where the bedrock is close to the seabed surface. In near shore waters, especially at an estuary where thick layers of soil and sand have settled, the removal of soft soil materials is simply not feasible. Accordingly, what is needed is a method of fixing waterborne structures such as an offshore marine platform to a seabed having thick layers of soft materials that typically cannot be completely removed.
There are noted differences in a foundations as between one for an offshore platform and one for sea-crossing bridges. The aforementioned foundation types mostly result from bridge engineering. For a bridge foundation, it is typical to have a small portion of gravity (vertical) loads but a significant portion of horizontal loads generated from wind, waves and earthquakes. As a result, the overturning moment is the dominant load to resist.
Conversely, the offshore platform foundation has significant gravity loads as well as lateral (horizontal) loads, so both load cases have significant effects on the platform. The overturning moment is induced by lateral loads. To resist the bending moment in a marine environment due to a thick layer of soft material, piles are effective and relatively cheaper to use than the caisson foundation, which requires the removal of substantially all of the soft material of the seabed. The piles mobilize the skin friction resistance of the pile shaft, whereas the caisson is put in an excavated hole in the seabed where the soil is loosely in contact with the walls. As a result, the caisson wall cannot generate any meaningful friction. However, a caisson has a large end bearing resistance area, hence it is good in resisting gravity loads. The example embodiment as to be described hereafter contemplates the merits of both cases, i.e., providing a foundation which offers friction resistance of the pile type foundation, as well as end bearing resistance of the caisson.
The geological environment is also considered in contemplating the foundation type. For example, in a seabed where the bedrock level is not close to the seafloor and not too deep to be reached by piles, the foundation type to be considered should be friction piles. In those cases where the bedrock level is closer to the seafloor or not too deep to be reached by excavation, the caisson foundation is typically considered. As such, in a seabed where the load bearing stratum level (founding stratum) is not too deep to be reached by excavation, the foundation type provided by the example construction method to be described hereafter proves to be effective, as it employs both advantages of having friction resistance of the friction piles as well as end bearing resistance of the caisson.
An example embodiment of the present invention is directed to a construction method for planting a foundation of one or more bottom-closed hollow columns in a seabed beneath water of a marine environment for supporting waterborne structures thereon, where the seabed includes a thick layer of soft marine deposits or soil materials. In the method, a steel tube having an internal diameter with a margin tolerance greater than the external diameter of the hollow column is driven into the seabed at the designated location until it reaches the founding stratum. Any soft deposits or material of the seabed present inside the steel tube is then excavated down to the founding stratum. A bottom-closed first segment of the hollow column is then lifted into the steel tube where it floats in the water. While the first segment is held in position, a second segment is lifted onto the first segment in an end to end relation, the first and second segments aligned via match cast positioning blocks and shear keys, where opposed, joining faces of the segments are coated with an epoxy resin or equivalent and then joined by prestressing a plurality of stressing bars threaded through the two segments. The lifting and joining process is repeated until a final segment is exposed above the water surface. In an example, the design length of each individual segment is such that the assembled hollow column is capable of floating in the water. After all segments are assembled, the hollow column is water ballasted to sink it to the bottom of the steel tube. Any gaps or cavities between the steel tube and hollow column, and between the base (or bottom slab) of the hollow column and founding stratum are filled by applying a pressure grout with underwater concrete, starting from the low point at the bottom slab and gradually pushing the front upward until the concrete and cement emerges from a gap at the seafloor. After the concrete and cement hardens or sets, the steel tube is now bonded to the hollow column and thus forms a single integral unit. This integral unit is adapted to take loads due to a surface friction resistance present between the steel tube outer surface and soil materials of the seabed, and also due to an end bearing resistance present between the base of the hollow column and the founding stratum. Any surplus of steel tube at the mud line of the seafloor/seabed is then cut and removed. Alternatively, the cutting of the steel tube can be carried out before installation of the first segment.
Another example embodiment is directed to a construction method for planting a bottom-closed hollow column into a seabed beneath water of a marine environment for supporting a waterborne structure thereon. In the method, a steel tube having an internal diameter with a margin tolerance greater than the external diameter the hollow column is driven into the seabed until it reaches the design founding level, then any soft marine materials inside the steel tube are excavated to the founding stratum. The entire hollow column is then placed as one piece into the steel tube vertically so as to float on the water, then ballasted with water until the hollow column sinks to the bottom of the steel tube. Any gaps or cavities between the steel tube and hollow column, and between the hollow column base and founding stratum are filled with a pressure grout of underwater concrete and cement. Upon hardening, the steel tube and hollow column form a single integral unit. This integral unit is adapted to take loads due to a surface friction resistance present between the steel tube outer surface and soil materials of the seabed, and also due to an end bearing resistance present between the hollow column base and the founding stratum. Any surplus of the steel tube at the mud line of the seafloor/seabed is then cut. Alternatively, the cutting of the steel tube can be carried out before the installation of the hollow column
The example embodiment will become more fully understood from the detailed description given herein below and the accompanying drawings, wherein like elements are represented by like reference numerals, which are given by way of illustration only and thus are not limitative of the example embodiments herein.
1. Sea surface
2. Seabed/seafloor
3. Bed rock
4. Soil strata
5. Founding stratum/load bearing stratum
11. Offshore platform
21. Hollow column
22. Pre-installed pressure pipes
25. Starter bars
27. In-situ concrete
31. Auxiliary floater
32. Supporting frame
61. Opening for column insertion
62. Temporary structure to contain the hollow column segment
101. Steel tube
102. Sand/stone layer
104. Shear key
105. Vibro hammer
107. Injected concrete and cement grout
109. Surplus section of steel tube
111. Steel bracket
112. Temporary props
113. Hydraulic jack
As to be shown more fully below, the example embodiment is directed to a construction method for planting hollow columns in a seabed to support waterborne structures thereon. In an example to be described in detail, the method may include driving a steel tube into the seabed until reaching a designated depth, such as a founding stratum. The steel tube is employed as a temporary casing for installation of a bottom-closed hollow column, which is inserted into the steel tube after seabed materials inside the steel tube have been excavated down to the designated depth. After insertion of the hollow column, any gaps between the steel tube and hollow column are pressure filled with underwater concrete or cement grout. Upon hardening, the steel tube and hollow column form an integral unit that is able to resist or take loads generated from a friction resistance between the steel tube surface against the soil pressure of the materials in the seabed, and an end bearing resistance from the hollow column base. It can be classified as a frictional end bearing pile or a deep founding caisson, since most caissons are founded not far away from the seafloor. The operation is carried out in a dry environment, thereby lowering construction costs and improving safety.
As will be shown in more detail below, in the example method the steel tube is used as a retaining structure as any marine soil of the seabed inside the steel tube is removed, and provided support during installation of the hollow column in a dry environment. The steel tube itself becomes part of the foundation system as it is integrated with the hollow column, thereby forming an integral unit contributing its friction resistance to the load carrying capacity in addition to the end bearing capacity of the base of the hollow column, which is a caisson by definition. The load carrying mechanism will be as follows: at first the load is resisted by the end bearing of the caisson (base of hollow tube). As the load increases, this triggers the yielding of the bearing area, which immediately mobilizes the skin friction resistance from the steel tube wall. The ultimate load carrying capacity of such a system will be the end bearing capacity+skin friction resistance. Conventional pile capacity is friction resistance and that for caisson is the end bearing capacity.
Additionally, the large space inside the hollow column has significant buoyancy that compensates for a portion of the gravity loads, this in turn reduces the bearing pressure on the founding stratum. In other words, this means that the founding stratum can be located much shallower than what is needed for the conventional caisson foundation. Further, overall stability is improved, since the buried depth of the wall formed by the construction method of the present invention is supported by the lateral pressure of the overburden soil.
In an example the large space inside the hollow column can be used as storage. In one case the space may be used as a fresh water tank to store rain water which has fallen on the platform. Since the void is huge, the stored fresh water can satisfy the drinking water consumption of the staff working and living on the platform. The space in the hollow column may also be used to store oil.
The construction method described hereafter involves no complicated underwater works. The only underwater work needed, as will be seen, is in the cutting of surplus steel tube at the mud line on the seabed/seafloor.
In an example, the base or bottom slab of the hollow column is tapered with its apex pointing downward, serving as a low point of the base. This is so that the pressure grout of underwater concrete and cement at the low point of the hollow column can be facilitated to flow easily upward to fill the gap. In an example, the bottom of the excavation steel tube interior may be backfilled with a layer of sand/stone to fill any large cavity which may exist in in the founding stratum. This is in order to stop a large volume loss of injected underwater concrete and cement grout.
In an example, the hollow column is fabricated using a matched segment casting process, which as is well known consists of employing precast concrete match cast segments using the match casting process to ensure a very closely fitting joint. As known, the segments are jointed together with epoxy resin/paste or equivalent and structurally joined by post-tensioning. In the example construction method, the #i+1 match cast segment is cast against a completed #i match cast segment end to end, i.e., the so-called matched cast method commonly adapted in bridge construction. The positioning blocks and the shear keys in the completed #i segment will produce matching reversal positioning blocks and shear keys in the matched face of the #i+1 segment. The matched cast process described in the above is also applicable to stressing ducts and stressing blocks for prestressing operation.
In an example, the last segment or the end of one single-piece hollow column has starter reinforcement bars sticking out from the end for lapping the reinforcement cage of the platform for in-situ concreting. This forms a permanent joint between the hollow column and the platform.
In an example, the marine platform is precast and is transported on sea by an auxiliary floater, and the platform and floater have an opening for the insertion of a hollow column, and a mechanism to hold the hollow column in position.
In an example, brackets may be welded to the steel tube for supporting the propping to the marine platform during the forming of an in-situ concrete joint between the marine platform and the hollow column Additionally in an example, pressure pipes are pre-installed in the hollow column for injection of the underwater concrete and cement grout. Further in an example, the shear keys, which may be embodied in a triangular shape with the sharp tips pointing downward, are welded evenly to the inner face of the steel tube in order to enhance the bond between the steel tube and the hollow column.
As used herein, the phrase “present invention” should not be taken as an absolute indication that the subject matter described by the term “ is covered by either the claims as they are filed, or by the claims that may eventually issue after patent prosecution; while the term “present invention” is used to help the reader to get a general feel for which disclosures herein are believed as maybe being new, this understanding, as indicated by use of the term “present invention,” is tentative and provisional and subject to change over the course of patent prosecution as relevant information is developed and as the claims are potentially amended.
Reference throughout this specification to one example embodiment” or “an embodiment” means that a particular system, method, feature, structure or characteristic described in connection with the embodiment is included in at least one embodiment. Thus, the appearances of the phrases “in one example embodiment” or “in an embodiment” in various places throughout this specification are not necessarily all referring to the same embodiment. Further, the particular systems, methods, features, structures or characteristics may be combined in any suitable manner in one or more example embodiments.
The term “and/or” may be understood to mean non-exclusive or; for example, A and/or B means that: (i) A is true and B is false; or (ii) A is false and B is true; or (iii) A and B are both true.
As used in this specification and the appended claims, the singular forms “a,” “an,” and “the” include plural referents unless the content clearly dictates otherwise. The term “or” is generally employed in its sense including “and/or” unless the content clearly dictates otherwise.
In the drawings, identical reference numbers identify similar elements or acts. The size and relative positions of elements in the drawings are not necessarily drawn to scale.
Unless the context requires otherwise, throughout the specification and claims that follow, the word “comprise” and variations thereof, such as “comprises” and “comprising,” are to be construed in an open, inclusive sense, that is, as “including, but not limited to.”
As used in the specification and appended claims, the terms “correspond,” “corresponds,” and “corresponding” are intended to describe a ratio of or a similarity between referenced objects. The use of “correspond” or one of its forms should not be construed to mean the exact shape or size.
As used herein, the term “hollow column” refers to a hollow cylindrical column fixed in the seabed in a body of water on which a wind power turbine, marine building, and/or bridge may be mounted thereon.
Accordingly, the example construction method for planting a hollow column in the seabed includes driving a steel tube with an internal diameter larger than the external diameter of the hollow column into the seabed down to the founding stratum, removing the soil inside the steel tube, inserting the hollow column in the steel tube and lowering the hollow column by water ballast to the founding stratum. With the pre-installed pressure pipes, pressure grout of underwater concrete and cement are to fill the gap and cavity around the hollow column starting from the low part gradually moving upward until the underwater concrete and the cement grout emerge from the gap at the seabed. The hollow column is then fixed successfully into the seabed and is ready to be integrated with the platform. No underwater works are involved.
In an example, the platform which is floated in by an auxiliary floater may be rested on the propping supported from brackets welded to the steel tube, or rested on the brackets cast in the top end of the last segment of the hollow column Prior to the insertion of the hollow column, a monitoring camera may be used to investigate the founding stratum if there are any large voids or gaps. If found, these voids and gaps are filled with sand and gravel.
Having supported on the brackets as mentioned above and the level is set by jack action, reinforcement bars are connected to the mechanical splicers embedded at walls of the column opening in the platform, reinforcement bars are fixed and lapped to the starter bars from the top end of the last segment of the hollow column. In-situ concrete is cast for the connecting joint. After the concrete gained strength, temporary props are removed and the floater is disassemble. The platform construction is completed.
General concepts of the example embodiment having been described above, the following
Initially, a plurality of steel tubes 101, each for the installation of a hollow column 21, e.g., for example, four (4) steel tubes for a platform 11, are driven into the seabed 2 to the founding stratum 5.
In order to increase the bond between the inner surface of the steel tube 101 and the external surface of the hollow column 21, the steel tube 101's inner surface is welded with a plurality of triangular shear keys 104 as shown in the enlarged diagram of
Steel brackets 111 as illustrated in
Another example embodiment of the construction method is illustrated with reference to
The example embodiment is applicable to seabeds having different geological conditions, which may broadly be classified into three (3) categories: 1) a seabed composed of a soft material, mainly marine mud; 2) a seabed composed of sandy clay, and 3) a seabed formed of hard weathered rock. The present inventive embodiment is effective in all three categories although the hollow column 21 becomes purely a caisson that carries loads in end bearing.
According to the example embodiment above, the installation and construction of marine structures or offshore platforms using the example hollow column 21 eliminates the need for a temporary cofferdam, and the using of precast hollow column 21 in segments or better in one piece greatly reduce cost and construction time. Additionally, using the hollow column 21 to store fresh water could help to solve the fresh water supply problem for the persona working and living on the platform 11.
The example embodiment having been described, it is apparent that such may have many varied applications. For example, the method of fixing the hollow column 21 into the seabed 2 as disclosed herein is not limited to the specific example embodiment described above. Various changes and modifications thereof may be effected by one skilled in the art without departing from the spirit or scope of protection. For example, elements and/or features of different illustrative embodiments could be combined with each other and/or substituted for each other within the scope of this disclosure.
The present invention, in various embodiments, configurations, and aspects, includes components, methods, processes, systems and/or apparatus substantially as depicted and described herein, including various embodiments, sub-combinations, and subsets thereof. Those of skill in the art will understand how to make and use the present invention after understanding the present disclosure. The present invention, in various embodiments, configurations, and aspects, includes providing devices and processes in the absence of items not depicted and/or described herein or in various embodiments, configurations, or aspects hereof, including in the absence of such items as may have been used in previous devices or processes, e.g., for improving performance, achieving ease and\or reducing cost of implementation.
The foregoing discussion of the invention has been presented for purposes of illustration and description. The foregoing is not intended to limit the invention to the form or forms disclosed herein. In the foregoing Detailed Description for example, various features of the invention are grouped together in one or more embodiments, configurations, or aspects for the purpose of streamlining the disclosure. The features of the embodiments, configurations, or aspects of the invention may be combined in alternate embodiments, configurations, or aspects other than those discussed above. This method of disclosure is not to be interpreted as reflecting an intention that the claimed invention requires more features than are expressly recited in each claim. Rather, as the following claims reflect, inventive aspects lie in less than all features of a single foregoing disclosed embodiment, configuration, or aspect. Thus, the following claims are hereby incorporated into this Detailed Description, with each claim standing on its own as a separate preferred embodiment of the invention.
Moreover, though the description of the invention has included description of one or more embodiments, configurations, or aspects and certain variations and modifications, other variations, combinations, and modifications are within the scope of the invention, e.g., as may be within the skill and knowledge of those in the art, after understanding the present disclosure. It is intended to obtain rights which include alternative embodiments, configurations, or aspects to the extent permitted, including alternate, interchangeable and/or equivalent structures, functions, ranges or steps to those claimed, whether or not such alternate, interchangeable and/or equivalent structures, functions, ranges or steps are disclosed herein, and without intending to publicly dedicate any patentable subject matter.
Number | Date | Country | Kind |
---|---|---|---|
201410095652.8 | Mar 2014 | CN | national |
The present application claims the benefit under 35 U.S.C. §363, §365(c) and §120 of PCT International Application Serial No. PCT/CN2015/073980 to co-applicants CBJ (HONG KONG) Ocean Engineering Ltd. and Carlos WONG, filed Mar. 11, 2015, pending, which in turn claims priority to pending Chinese Pat. Appl. Ser. No. 201410095652.8 to co-applicants, filed Mar. 14, 2014. The entire contents of each application is hereby incorporated by reference herein.
Number | Date | Country | |
---|---|---|---|
Parent | PCT/CN2015/073980 | Mar 2015 | US |
Child | 15264049 | US |