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US3785158A - Hydraulic engineering installations - Google Patents

Hydraulic engineering installations Download PDF

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Publication number
US3785158A
US3785158A US00181414A US3785158DA US3785158A US 3785158 A US3785158 A US 3785158A US 00181414 A US00181414 A US 00181414A US 3785158D A US3785158D A US 3785158DA US 3785158 A US3785158 A US 3785158A
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United States
Prior art keywords
sealing member
pool
load
region
foundation
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Expired - Lifetime
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US00181414A
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English (en)
Inventor
A Schofield
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National Research Development Corp UK
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Nat Res Dev
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Publication date
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Publication of US3785158A publication Critical patent/US3785158A/en
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Classifications

    • 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
    • E02D29/06—Constructions, or methods of constructing, in water
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B21/00—Tying-up; Shifting, towing, or pushing equipment; Anchoring
    • B63B21/24—Anchors
    • B63B21/26—Anchors securing to bed
    • 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

Definitions

  • ABSTRACT [30] Foreign Apphcatlmf P nomy Data
  • a marine foundation in a pool is provided by placing Sept. 18, Great Bl'ltaln a per e She on he b of e p nd Sept. 18, 1970 Great Br ta n 44,590/70 locating a drain below the Sheet. Then by pp y g Sept. 18, 1970 Great Brltam 44,591/70 suction force to the drain a pressure differential is set up whereby the sheet is sealed to the bed and the adjag% g cent bed material consolidates to effectively form a i h 46 7 solid mass embedded below and sealed to, the sheet. 1 o This action affords a large capability for lateral shearing stresses.
  • Cited zhcgrfipe an s and 0 er structures can e red 0 the UNITED STATES PATENTS 1,987,626 1 1935 Klie 61/36 10 Claims, 9 Drawin Figures PAIENTEDJANI 5 IHM 3,785,158
  • SHEET 3 [IF 3 HYDRAULIC ENGINEERING INSTALLATIONS This invention concerns hydraulic foundations and the formation thereof on the bed of a pool, the term pool being intended to embrace any liquid zone, be it within the sea, a river, a lake, sewage treatment works, and so on.
  • An object of the present invention is to provide an improved form of hydraulic foundation which reduces the difficulties associated with existing practice
  • a hydraulic foundation in a pool comprising a liquid impermeable sheet sealing member disposed on the bed surface of the pool, and liquid drain means located beneath said sealing member.
  • the present invention provides a method of forming a hydraulic foundation in a pool, which comprises locating liquid drain means in or on the bed surface of the pool, disposing a liquid impermeable sheet sealing member on the bed surface and above the drain means, securing said sealing member against movement with any natural liquid movement in the pool, and actively applying, at least temporarily, a suction force to said drain means.
  • the sealing member should be substantially inextensible or linked with rigid anchorage elements located in the bed therebelow.
  • suction force creates a pressure difference between that applied to the sealing member from above by the pool liquid and that below the sealing element where liquid is drawn into the drain means, and this pressure difference causes the sealing member to seal on to the bed surface and provide a large capability for frictional shearing stresses between surface on the one hand and the member or the associated rigid anchorage elements therebelow on the other hand.
  • this pressure difference causes the sealing member to seal on to the bed surface and provide a large capability for frictional shearing stresses between surface on the one hand and the member or the associated rigid anchorage elements therebelow on the other hand.
  • there can be an inherent pressure difference which serves to apply a suction force to the drain means.
  • FIG. 1 illustrates one embodiment of a foundation according to the invention
  • FIGS. 2 and 3 respectively illustrate, in schematic side elevation and cross-sectional views, another such foundation in association with a submersible storage tank
  • FIGS. 4, 5 and 6 similarly illustrate, in side elevations, foundations in association with flexible barriers
  • FIG. 7 illustrates a further embodiment of a foundation according to the invention.
  • FIG. 1 shows a typical site for marine anchorage where the bed of the relevant pool 10 may be composed of soil 1] and/or rock 12. If there is soil it may be necessary to insert drains 13 by screwing, jacking or jetting pipes into the soil in order to accelerate drainage under the pressures that will become effective. This then allows soil penetration means, such as earth screws, to be used as effective securement for other members in the foundation. If there is a soft muddy bed surface which is likely to cause clogging of drainage it may be appropriate to place a filter layer 14, such as of paper, on the bed surface. Where rock prevents entry of earth screws or other penetration means, it may be desirable to place strong grillage -plates 15 on the bed surface, at least over any exposed rock. Where a large flow of water may occur through rock fissures, or where seepage forces in soil may cause new fissures, it maybe necessary to grout these fissures.
  • soil penetration means such as earth screws
  • the earth-screws and grillage-plates may have attachment points 16 for beams 17 which are assembled to form a linkage of rigid anchorage elements over the bed surface. Through this linkage the concentrated tension of the anchorage become distributed over what will be a drained foundation area. Once the linkage is constructed all spaces may be filled in with sand or gravel forming a mound 18 of smooth outline which may be drained.
  • a liquid impermeable sheet 19 which may conveniently be of butyl rubber.
  • the edge of this sheet is weighted or buried to prevent it from being lifted by currents in the pool.
  • joints ,20 which may be formed with screws, nuts and/or washers applying mechanical pressures and with sealing tape and/or mastic to ensure that when tension is applied above the joint it is transmitted rigid anchorage elements below the joint without any passage of water through the joint.
  • joints can be used to secure slabs 21, such as of concrete armour plate, above the sheet to secure the same against natural movements in the pool and also to protect the sheet against damage by trailing anchors and such like.
  • slabs 21, such as of concrete armour plate When suitable rocks 22 are available, these can be heaped above the mound for the same purpose.
  • both the sealing of the mound and protection of the seal can be effected by layers of bitumous or asphaltic material.
  • an anchor chain 23 rises through the pool to a buoy 24.
  • the purpose of pumping is to reduce the water pressure in the drained mound 18 to a value below that in the surrounding pool and so to exert an effective pressure on and bind the mound, the rigid anchorage elements and adjacent bed into an effectively solid mass within the overall bed structure with the sheet sealed and adhered to this mass.
  • the seepage drainage vessel there may be electrical contacts arranged so that when the water surface therein rises to a certain level a light above the buoy is seen to flash intermittently, or some other equivalent signal is given. In any event, at this signal, the seepage water may then be blown out of the vessel by operation of another valve 31 (shown in detail to the left of FIG. 1
  • valve 31 As a preliminary to operation of valve 31, the vent valve 29 is closed, the valve 30 is opened and the pump/compressor 27 is changed over to a compressor function to blow compressed air into the pipe 26.
  • the air pressure above the water in the seepage drainage vessel then rises.
  • a small reservoir 32 Below the seepage vessel is a small reservoir 32 with an entrapped bubble of air.
  • Rise in pressure in the seepage drainage vessel causes a small flow of water down to the reservoir 32 and this flow then closes a ball valve 33 forming part of the valve 31 below the seepage drainage vessel.
  • the end of the pipe 26 is secured to the seepage vessel in a sealed manner, but between the ball valve 33 and the seepage drainage vessel there are small perforations 34 in the pipe that stems from the seepage drainage vessel. Around these perforations is a length of soft rubber or similar valve tube 35. When the air and water pressures in the seepage drainage vessel rise above the water pressure in the surrounding pool the seepage water is blown out through the perforations 34 into the pool. When bubbles are seen rising through the sea the compressed air supply is cut off at valve 30 and the air vent 29 again opened to atmospheric pressure.
  • soil settlement within the depth of penetration of the earth screws can cause relative movement of material and members within the mound and it is important to provide an adequate depth of sand or gravel covering the rigid anchorage element structure to ensure that no part of this structure is effectively exposed to puncture the impermeable sheet.
  • foundations and associates such as just described can be used to hold down large floating flexible underseas storage bags grouped to form oil storage installations. Similar anchorages may also be used to hold oil pipelines and oil process plants undersea.
  • the available anchorage forces can be made large by increasing the drained area A and/or the effective pressure difference (head D).
  • a similar anchorage may be made for descent to the abyssal zone where an appropriate umbrella mechanism can spread out the impermeable sheet: such an anchorage can then be used to anchor a floating vessel of large excess buoyancy fixed in mid-ocean.
  • the anchorage can also carry large horizontal forces such as act on off-shore drilling outfits in storms, provided that at that time a vertical force about five times as large as the horizontal force is effective on an appropriately designed mound and foundation linkage.
  • FIGS. 2 and 3 show a submersible storage tank as may be used for the off-shore storage of crude oil.
  • the tank 40 of FIGS. 2 and 3 has a central hollow cavity 41 at its base defined by a circular wall 42.
  • the well 41 A well 43 of smaller cross-sectional area than the cavity communicates with and extends upwardly from the cavity to the top of the tank.
  • the upper end of the well will extend or be connected, such as by conduits to buoys, so that even when the tank is wholly submerged with its bottom adjacent the sea bed 44, the well is in communication with atmosphere.
  • the tank may be filled or emptied through upper valve means 45 located at the top of the tank, and lower valve means 47 located near the bottom of the tank allow flooding of the tank with sea water.
  • a flexible annular sheet 48 which may suitably be made of a butyl rubber is provided with a collar 49 at its inner circumference.
  • the collar 49 stands within the inner wall 42 of the tank and is sealed between the inner wall and a tubular sealing member 50.
  • a plurality of concentric toroidal bags 51 are bonded to the annular sheet 48 and connected to the bottom of the tank. These toroidal bags may be filled initially with air to augment the buoyancy of the installation to enable it to be floated to a desired location, whereafter air may then be pumped out of the toroidal bags and replaced by grouting, mud or sand or other suitable ballast material.
  • Pumping means are associated with the well 43 and cavity 41 to drain the water contained therein and to supply the cavity with air at atmospheric pressure.
  • the area 52 of the sea bed directly beneath the cavity will then be at atmospheric pressure and a pressure differential will be created between the underside of the flexible sheet 48 and the upper side of this sheet which will be supporting a column of water equivalent to the depth of the sea.
  • a pressure differential will be created between the underside of the flexible sheet 48 and the upper side of this sheet which will be supporting a column of water equivalent to the depth of the sea.
  • This drainage action is similar to that of the embodiment of FIG. 1 and can be enhanced by the provision of sand and gravel and/or drainage pipes below the sheet 48 as denoted in chain line at 53.
  • the sea level may rise above the upper surface of the tank either permanently or during passage of a long wave over the tank.
  • the tank full of buoyant oil with conntinue to press down against the sea bed, provided that the ratio between the tankless-cavity cross sectional area and the tanklesswell cross-sectional area exceeds the ratio between the specific gravities of sea water and oil.
  • the oil when pumped into thetank through the upper valve means, will float on top of the water in the tank and displace as much water as is appropriate through the lower valve means. Conversely, when the oil is subsequently drawn off through upper valve means, sea water will be drawn in through the lower valve means. Similar techniques are equally appropriate to storage of other water immiscible liquids.
  • FIG. 4 One such flexible barrier arrangement is schematically illustrated in FIG. 4 in which the foundation sheet is indicated at 60 with rigid anchorage elements and drains 61 below.
  • the sheet 60 is upwardly extended from one end to form a barrier 62 which is supported at its upper edge by a float 63 to separate a high level pool 64 and a low level pool 65.
  • a float 63 In order to maintain this disposition the upper edge of the barrier is connected to the rigid anchorage elements towards the further end of the foundation sheet by tie lines 66. Then all lateral force in the arrangement is transferred as tension through the barrier and its tie lines to be held by friction between the foundation sheet and the adjacent pool bed 67.
  • FIG. 5 shows a similar arrangements employing the same reference numerals where appropriate, but in which the upper edge of the barrier is supported by rigid props 68 which can be connected to an extension 69 of the foundation sheet. In this case the tie lines are held by frictions in the foundation sheet.
  • FIG. 6 shows yet another similar arrangement, but in which the barrier loops back to join the remote end of i I the foundation sheet and so form a tubular barrier 70 which can be inflated with water or other fluid.
  • the sheet is linked to the rigid anchorage elements in the region of this joint.
  • FIGS. 4 to 6 show the use of drain pipes extending along the bed surface in a relatively flat rather than a significantly mounded structure.
  • the former is preferred for use with foundations for extensive installations such as barriers, although a mounded arrangement is suitable for less extensive installations such as single point anchorages.
  • the flatter foundation structure conveniently can secure a strong scour-resisting structure above the sheet.
  • a strong scour-resisting structure is shown in FIG. 7 in which the bed surface is shown at 80, the foundation sheet at 81 and rigid drain pipes at 82 therebclow in sand and gravel.
  • the sheet is secured and protected by blocks 83 thereover and, to extend the protection where the sheet does not overlie the drains due to the incidence of rocks 84, say, a flexible mesh 85 such as of torpedo netting is interposed between the sheet and blocks.
  • This mesh is connected to the blocks by use of shackles or other fixings 86. Similar fixings can be used to connect the drains by way of sealed joints 87 through the sheet, and such fixings can also be used for anchoring tie lines.
  • the interstices of the structure above the sheet can also be filled with sand, grave] or other suitable material 88.
  • F ulbent 570 (Fullers Earth Union Limited) has been found to flow over the surface of said region to generate shearing stress therewith, and liquid drain means disposed in and operating to consolidate said region below said sealing member; and load-restraining means connected with said sealing member to apply load-restraining force thereto;
  • said blocks being linked with said sealing member by way of sealed jointed fixed with said member.
  • a load-restraining structure in a pool comprising: a hydraulic load-force-dispersing foundation in a region of the bed of said pool, said foundation including a liquid-tight flexible sheet sealing member disposed over the surface of said region to generate shearing stress therewith, and liquid drain means disposed in and operating to consolidate said region below said sealing member; and load-restraining means connected with said sealing member to apply load-restraining force thereto;
  • a load-restraining structure in a pool comprising: a hydraulic load-force-dispersing foundation in a region of the bed of said pool, said foundation including a liquid-tight flexible sheet sealing member disposed over the surface of said region to generate shearing stress therewith, and liquid drain means disposed in and operating to consolidate said region below said sealing member; and load-restraining means connected with said sealing member to apply load-restraining force thereto;
  • said load-restraining means comprising a flexible sheet barrier serving as an upward extension of said sealing member from one and thereof, means to support the upper edge of said barrier adjacent the upper surface of said pool,
  • tension means extending between the upper edge of said barrier and the remote end of said sealing member to transfer force therebetween.
  • tension means comprises a yet further sheet extension between said sealing member and barrier to define therewith an inflatable tubular structure.
  • a load-restraining structure in a pool of liquid comprising: a hydraulic load-force-dispersing foundation in a region of the bed of said pool, which region is below the liquid of said pool, said foundation including as an active force-dispersing constituent thereof a liquid-tight flexible sheet sealing member disposed over the surface of said region to generate shearing stress therewith, and liquid drain means disposed in and operating to consolidate said region below said sealing member; and
  • said loadrestraining means comprising with a submersible fluid storage tank having a central well depending therethrough to open at the bottom of the tank, and wherein said sealing member is of annular form having an upstanding collar at its inner periphery which is sealingly secured around the wall of said well.
  • drain means comprises a zone of particulate material extending laterally adjacent said sealing member, which zone has a plurality of rigid anchorage elements embedded therein in dispersed manner and linked with said sealing member.
  • a method of securing a load-restraining structure in a pool comprises: forming a hydraulic foundation by locating liquid drain means in a region of the bed of said pool which region is below the liquid of said pool, disposing a liquid-tight flexible sheet member over the bed surface of said region, and actively applying at least temporarily a suction force to said drain means to consolidate the bed material of said region; and locating a superstructure above said foundation which superstructure includes load-restraining means connected with said sealing sheet to apply load force to said sheet for dispersal therethrough by generation of shearing stress between said sheet and the bed material of said region.

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  • Engineering & Computer Science (AREA)
  • Paleontology (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Combustion & Propulsion (AREA)
  • Mechanical Engineering (AREA)
  • Ocean & Marine Engineering (AREA)
  • Chemical & Material Sciences (AREA)
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US00181414A 1970-09-18 1971-09-17 Hydraulic engineering installations Expired - Lifetime US3785158A (en)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
GB4458970A GB1367881A (en) 1970-09-18 1970-09-18 Hydraulic engineering installations
GB4459070 1970-09-18
GB4459170 1970-09-18

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US3785158A true US3785158A (en) 1974-01-15

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US (1) US3785158A (it)
JP (1) JPS5646013B1 (it)
FR (1) FR2108270A5 (it)
GB (1) GB1367881A (it)
IT (1) IT939819B (it)
NL (1) NL7112844A (it)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110004869A (zh) * 2019-02-11 2019-07-12 中国水电基础局有限公司 一种快速降低填筑土体孔隙水压的装置和方法
WO2024115444A1 (en) * 2022-11-28 2024-06-06 Totalenergies Onetech Process of anchoring a floating platform on a rocky seabed

Families Citing this family (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
NL7903490A (nl) * 1979-05-03 1980-11-05 Hollandsche Betongroep Nv Werkwijze voor het leggen van een vlies.
FR2545121B1 (fr) * 1983-04-29 1985-06-28 Precontrainte Ste Fse Procede de fondation sur un sol subaquatique accidente
GB2165879B (en) * 1984-10-23 1987-08-26 Howard John Ward Retaining walls
CN105042185B (zh) * 2015-07-24 2017-03-29 中海油能源发展股份有限公司 一种用于海底管道悬跨治理的液压推进式自动铺袋装置
EP4198203A1 (en) * 2021-12-20 2023-06-21 TotalEnergies OneTech Process of anchoring a floating platform on a rocky seabed
CN114737513B (zh) * 2022-04-12 2024-01-26 国网甘肃省电力公司电力科学研究院 一种水利工程施工装置及其施工方法

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1987626A (en) * 1930-01-21 1935-01-15 Deutsche Werke Kiel Ag Process of and apparatus for filling cracks and crevices
US2615307A (en) * 1947-05-06 1952-10-28 Kjellman Walter Method of consolidating soils
US3438204A (en) * 1967-10-09 1969-04-15 Atlantic Richfield Co Underwater storage reservoir
US3461673A (en) * 1967-10-23 1969-08-19 Phillips Petroleum Co Lined pit having wind resistant liner therein and method
US3537267A (en) * 1966-11-18 1970-11-03 Nat Res Dev Storage of liquids
US3599433A (en) * 1967-07-24 1971-08-17 Sumitomo Durez Co Method of soil stabilization and leakage prevention

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1987626A (en) * 1930-01-21 1935-01-15 Deutsche Werke Kiel Ag Process of and apparatus for filling cracks and crevices
US2615307A (en) * 1947-05-06 1952-10-28 Kjellman Walter Method of consolidating soils
US3537267A (en) * 1966-11-18 1970-11-03 Nat Res Dev Storage of liquids
US3599433A (en) * 1967-07-24 1971-08-17 Sumitomo Durez Co Method of soil stabilization and leakage prevention
US3438204A (en) * 1967-10-09 1969-04-15 Atlantic Richfield Co Underwater storage reservoir
US3461673A (en) * 1967-10-23 1969-08-19 Phillips Petroleum Co Lined pit having wind resistant liner therein and method

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110004869A (zh) * 2019-02-11 2019-07-12 中国水电基础局有限公司 一种快速降低填筑土体孔隙水压的装置和方法
CN110004869B (zh) * 2019-02-11 2023-11-14 中国水电基础局有限公司 一种快速降低填筑土体孔隙水压的装置和方法
WO2024115444A1 (en) * 2022-11-28 2024-06-06 Totalenergies Onetech Process of anchoring a floating platform on a rocky seabed

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Publication number Publication date
JPS5646013B1 (it) 1981-10-30
FR2108270A5 (it) 1972-05-19
GB1367881A (en) 1974-09-25
NL7112844A (it) 1972-03-21
IT939819B (it) 1973-02-10

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