EP3118374A1 - Hohler zylindrischer pfeiler zur befestigung einer offshore-plattformkonstruktion am meeresgrund sowie verfahren zur installation und konstruktion davon - Google Patents

Hohler zylindrischer pfeiler zur befestigung einer offshore-plattformkonstruktion am meeresgrund sowie verfahren zur installation und konstruktion davon Download PDF

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Publication number
EP3118374A1
EP3118374A1 EP15762413.1A EP15762413A EP3118374A1 EP 3118374 A1 EP3118374 A1 EP 3118374A1 EP 15762413 A EP15762413 A EP 15762413A EP 3118374 A1 EP3118374 A1 EP 3118374A1
Authority
EP
European Patent Office
Prior art keywords
hollow column
steel tube
segment
seabed
platform
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Withdrawn
Application number
EP15762413.1A
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English (en)
French (fr)
Other versions
EP3118374A4 (de
Inventor
Carlos Wong
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Cbj (hong Kong) Ocean Engineering Ltd
Original Assignee
Cbj (hong Kong) Ocean Engineering Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Cbj (hong Kong) Ocean Engineering Ltd filed Critical Cbj (hong Kong) Ocean Engineering Ltd
Publication of EP3118374A1 publication Critical patent/EP3118374A1/de
Publication of EP3118374A4 publication Critical patent/EP3118374A4/de
Withdrawn legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B17/0008—Methods for grouting offshore structures; apparatus therefor
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B17/02—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor placed by lowering the supporting construction to the bottom, e.g. with subsequent fixing thereto
    • E02B17/027—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor placed by lowering the supporting construction to the bottom, e.g. with subsequent fixing thereto steel structures
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/52—Submerged foundations, i.e. submerged in open water
    • E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B2017/0039—Methods for placing the offshore structure
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B2017/0039—Methods for placing the offshore structure
    • E02B2017/0043—Placing the offshore structure on a pre-installed foundation structure

Definitions

  • the example embodiment in general relates to a construction method for fixing hollow cylindrical columns for supporting an offshore marine platform thereon, which in turn is adapted to support wind turbines, bridges and marine buildings thereon, to a seabed in a marine environment, and more particularly to a method in which a steel tube is driven into seabed until reaching the designated depth is employed as a temporary casing during installation of a bottom closed hollow column inserted into the steel tube after the marine deposit inside the steel tube is excavated down to the designated level.
  • the gap between the steel tube and the hollow column is pressure filled with underwater concrete or cement grout thereby when the concrete and cement hardened the steel tube and the hollow column become an integral unit having the benefits of both friction resistance from the steel tube surface against the soil pressure and 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.
  • caisson of bottom closed or opened type Existing foundation types (excluding floating types) in marine environment can be divided into gravity type and pile type. Large scale gravity types are further referred to as caisson of bottom closed or opened type.
  • Traditional caisson foundation requires that the load bearing stratum close to the seafloor so that the top soft material 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 and sit on the levelled sand layer.
  • the voids inside the caisson are usually filled with sand/stone to increase the dead weight so that the caisson is more stable.
  • Open end caisson itself is a cofferdam before the bottom is sealed by concrete plug after it is sunk to the seafloor. Thereafter, the construction steps are similar to the caisson of closed bottom type.
  • Piles carry the loads in a different manner, it carries the horizontal load by bending whilst the gravity type by moving the gravity load center off the C.G. Piles carry the vertical load by end bearing in the case of bored piles and 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 an offshore marine platform to a seabed which includes thick layers of soft materials that typically cannot be completely removed.
  • the aforementioned foundation types mostly come from bridge engineering.
  • the bridge foundation is typical to have small portion of gravity loads but significant portion of horizontal loads from wind, wave and earthquake.
  • overturning moment is the dominant load to resist.
  • the offshore platform foundation has significant gravity loads as well as lateral loads so that both cases have significant effects on the platform.
  • the overturning moment is induced by lateral loads.
  • piles are effective and relatively cheaper than the caisson foundation which requires the removal of the soft material.
  • the piles mobilize the skin friction resistance of the pile shaft whereas the caisson is put on an excavated hole in the seabed that the soil is loosely contact with the walls and as a result the caisson wall cannot generate meaningful friction.
  • a caisson has large bearing area hence, it is good in resisting gravity loads.
  • the present invention takes the merits of both cases, i.e. a foundation offers friction resistance as the piles does and end bearing resistance as the caisson does.
  • the foundation type should be friction piles.
  • caisson foundation In seabed where bedrock level is close to the seafloor or not too deep to be reached by excavation, caisson foundation may be considered.
  • the invented foundation type is effective since it takes the advantages of having friction resistance and end bearing resistance of friction piles and caisson respectively.
  • An example embodiment is directed to a construction method for fixing a foundation for supporting waterborne structures such as an offshore platform to a seabed, the foundation having one or more hollow columns that are to be fixed in the seabed, such as a seabed comprising a thick layer of soft marine deposits.
  • the construction method comprises:
  • the cutting of the steel tube can be carried out before the installation of the first segment.
  • Another example embodiment is directed to a construction method for fixing a foundation for supporting waterborne structures such as an offshore platform to a seabed, the foundation having one or more hollow columns that are to be fixed in the seabed, such as a seabed comprising a thick layer of soft marine deposits.
  • the construction method comprises:
  • the cutting of the steel tube can be carried out before the installation of the hollow column.
  • the steel tube is used as a retaining structure when the marine soil inside the steel tube is removed and during installation of the hollow column. Finally it becomes part of the foundation system integrated with the hollow column contributing its friction resistance to the load carrying capacity in addition to the end bearing capacity of the hollow column which is a caisson by definition.
  • the load carrying mechanism will be at first the load is resisted by the end bearing of the caisson, as the load increases that triggers the yielding of the bearing area 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.
  • the large space inside the hollow column has significant buoyancy that would compensate portion of the gravity loads that in turn reduces the bearing pressure on the founding stratum, i.e. the founding stratum can be located much shallower than the conventional caisson support.
  • the buried depth of the wall in the present invention is supported by the lateral pressure of the overburden soil, that improves stability.
  • the large space inside the hollow column can be used as storage, for example, the space can be used as fresh water tank to store the rain water fell 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 storage can be used to store oil as well.
  • the construction method in the present invention involves no complicated underwater works.
  • the only underwater work is the cutting of the surplus steel tube at the mud line on the seafloor.
  • the bottom slab of the hollow column is tapered with its apex pointing downward so that the pressure grout of underwater concrete and cement at the low points of the hollow column can be facilitated to flow easily upward to fill the gap.
  • the bottom of the excavation inside the steel tube is backfilled with a layer of sand/stone to fill any large cavity in the founding layer to stop the large volume loss of injected underwater concrete and cement grout.
  • the hollow column is fabricated by matched segment casting method, wherein the #i+1 segment is cast against completed #i segment end to end, a 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 method described in the above is also applied to stressing ducts and stressing blocks for prestressing operation.
  • 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 insitu concreting to form a permanent joint between the hollow column and the platform.
  • the marine platform is precaast and is transported on sea by an auxiliary floater.
  • the marine platform and the floater have opening for the insertion of the hollow column, and mechanism to hold the hollow column in position.
  • brackets are welded to the steel tube for supporting the propping to the marine platform during the forming of insitu concrete joint between the marine platform and the hollow column.
  • pressure pipes are pre-installed in the hollow column for injection of the underwater concrete and cement grout.
  • shear keys preferably of 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.
  • 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.
  • 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.
  • the example construction method for fixing a hollow column to the seabed includes driving a steel tube with an internal clear diameter larger than the external diameter of the hollow column by a tolerance margin into the seabed down to the founding stratum, removing the soil inside the the steel tube, inserting the hollow column and lowering the hollow column by water ballast to the founding level.
  • 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.
  • the platform which is floated in by a 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.
  • 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.
  • 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. Insitu 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.
  • FIGS. 1-12 should be referred to for describing an example method of fixing an offshore marine platform adapted to support wind turbines, bridges and marine buildings thereon to a seabed which may include a thick layer of soft materials within a marine environment.
  • the example method is based on fixing a precast, reinforced, concrete hollow cylindrical column having a diameter in a range of about 8-10m or larger to a seabed using a steel tube with an internal clear diameter larger than the external diameter of the hollow column by a tolerance margin say 300mm.
  • the example embodiment suits a seabed overlain with a layer of soft material, which is common in a near shore seabed.
  • FIGS. 1-7 and 8-12 illustrate two example embodiments of the method as directed to a near shore application. It is understood that a person of skill in the art is capable of extending this example application to any similar type of water zones. It should be clear that the construction vessels used in this example could be of any similar construction vessels; hence, details of their function are omitted herein for purposes of brevity.
  • FIG. 1(a) shows a steel tube 101 is driven into the seabed by a vibro hammer 105.
  • FIG. 1(b) shows the steel tube is driven down to the founding stratum 5 and the marine soil 4 inside the steel tube 101 is removed.
  • FIG. 1(c) shows the surplus steel tube 109 is cut at the mud line level on the seafloor 2. Alternatively, the surplus steel tube 109 may be cut after the installation of the hollow column 21.
  • FIG. 2 illustrates a platform 11 with 4 column openings 61 is supported by an auxiliary floater 31 and towed into position aligning the column center with the steel tube center.
  • FIG. 3 illustrates the first segment 1A is inserted into the column opening 61 and is able to float in the water.
  • FIG. 4 illustrates the fifth segment 5A of the hollow column 21 is stacking on the end of the fourth segment 4A after segments 1A to 4A have been assembled. They are joined by using prestresss to compress two epoxy resin coated matching faces together.
  • the assembled segment length (1A-4A) is designed to be able to float on the water with the added weight of the next segment and in this case is 5A.
  • FIG. 5 illustrates a completed hollow column 21 comprising 8 segments 1A to 8A and the gap and cavity and void around the hollow column are filled with pressure grout of umderwater concrete and cement 107. After the underwater concrete and cement grout 107 hardened, props 112 are installed on the brackets 111 around the column 21 supporting the platform 21.
  • FIG. 6 illustrates the insitu casting of the joint between the hollow column 21 and the platform 11.
  • the reinforcement bar mechanical splicers (not shown) embedded in the wall of the column openings 61 are re-attached with reinforcement bars (not shown) that lap the starter bars 25 to form the reinforcement cage which is then cast with insitu concrete 27 to complete the joint.
  • FIG. 7 illustrates the completed platform 11 supported by hollow column 21 integrated with the steel tube 101.
  • FIGS. 8-12 Another example embodiment is illustrated in FIGS. 8-12 in which,
  • FIG. 8 shows a piling vessel using a vibro hammer 105 to drive a steel tube 101 down into the seabed 2 through the soft marine deposit layer 4 and reaches the firm founding stratum 5.
  • FIG. 9 illustrates a dredger excavates and removes the soft materials inside the steel tube 101 down to the founding stratum 5.
  • FIG. 10 illustrates the surplus length of the steel tube 101 above the seafloor 2 level is cut and taken away.
  • FIG. 11 illustrates a bottom closed hollow column which floats in the water and is grabbed and stabilized in a vertical position by a construction vessel is navigated to the position that the center of the hollow column 21 is aligned with the center of the steel tube 101. Gradually loosen the grab and ballast the hollow column 21 with water, the hollow column sinks gradually into the steel tube 101 until it reaches the bottom founding level 5 above the backfilled sand/stone layer (if any). Thereafter, the hollow column's level and position and the verticality are all maintained by the construction vessel.
  • FIG. 12 illustrates whilst the hollow column floats inside the steel tube and be constrained by construction vessel (not shown but referred to FIG. 11 ), a floating batching plant vessel pumps underwater concrete and cement grout into the pre-installed pressure pipes 22 to pressure fill up the gap and cavity between the hollow column 21 and the steel tube 101 and the gap/void with the founding layer 5.
  • the hollow column is fixed in the seabed successfully that provides friction resistance and end bearing resistance to the hollow column 21.
  • Platform 11 is then constructed in a similar manner.
  • the steel tube of surface is welded with a plurality of triangular shear keys 104 as shown in the enlarged diagram of FIG. 1(b) .
  • Orientation of the triangle shear keys is that the sharp angles of the shear keys 104 are pointing downward; this orientation facilitates penetration in soil layers.
  • These shear keys 104 should be distributed evenly on the surface.
  • Steel brackets 111 as illustrated in FIG. 1(b) are welded to the Steel tube several layers around the expected mud line level since the final setting level of the steel tube 101 after hammered into the seabed varies so that several layers should cover the variation to ensure that when the surplus length of the steel tube 109 be cut from the mud line at the seafloor 2, there at least one layer of bracket 111 can be used.
  • 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.
  • 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 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.

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Civil Engineering (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Mechanical Engineering (AREA)
  • Foundations (AREA)
  • Bridges Or Land Bridges (AREA)
  • Earth Drilling (AREA)
  • Revetment (AREA)
  • Piles And Underground Anchors (AREA)
EP15762413.1A 2014-03-14 2015-03-11 Hohler zylindrischer pfeiler zur befestigung einer offshore-plattformkonstruktion am meeresgrund sowie verfahren zur installation und konstruktion davon Withdrawn EP3118374A4 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201410095652.8A CN104912045B (zh) 2014-03-14 2014-03-14 水上平台结构水底固定用空心筒墩及其安装施工方法
PCT/CN2015/073980 WO2015135471A1 (zh) 2014-03-14 2015-03-11 水上平台结构水底固定用空心筒墩及其安装施工方法

Publications (2)

Publication Number Publication Date
EP3118374A1 true EP3118374A1 (de) 2017-01-18
EP3118374A4 EP3118374A4 (de) 2018-02-28

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EP15762413.1A Withdrawn EP3118374A4 (de) 2014-03-14 2015-03-11 Hohler zylindrischer pfeiler zur befestigung einer offshore-plattformkonstruktion am meeresgrund sowie verfahren zur installation und konstruktion davon

Country Status (8)

Country Link
US (1) US20160376762A1 (de)
EP (1) EP3118374A4 (de)
JP (1) JP2017508087A (de)
CN (1) CN104912045B (de)
AU (1) AU2015230478A1 (de)
HK (1) HK1213304A1 (de)
SG (2) SG11201607666PA (de)
WO (1) WO2015135471A1 (de)

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CN110029644A (zh) * 2019-04-23 2019-07-19 华北水利水电大学 一种水下混凝土立柱施工用辅助平台

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CN108343102B (zh) * 2018-04-26 2024-02-27 北京恒祥宏业基础加固技术有限公司 一种桩基础沉降加固顶升调平结构及其施工方法
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CN110004902B (zh) * 2019-03-26 2024-02-02 中国石油大学(北京) 一种裙式可自弃抗刺穿自升式钻井平台桩靴和钻井平台
CN111563341B (zh) * 2020-04-30 2022-03-25 中铁二院工程集团有限责任公司 一种上承式拱桥拱座嵌固式基础锚固深度的评判方法
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CN110029644B (zh) * 2019-04-23 2020-11-10 华北水利水电大学 一种水下混凝土立柱施工用辅助平台

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Publication number Publication date
EP3118374A4 (de) 2018-02-28
CN104912045B (zh) 2019-09-10
AU2015230478A1 (en) 2016-10-27
CN104912045A (zh) 2015-09-16
HK1213304A1 (zh) 2016-06-30
SG10201805031TA (en) 2018-07-30
SG11201607666PA (en) 2017-02-27
JP2017508087A (ja) 2017-03-23
US20160376762A1 (en) 2016-12-29
WO2015135471A1 (zh) 2015-09-17

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