WO2008091173A1 - Procédé d'installation d'un pieu dans un pergélisol et variantes - Google Patents

Procédé d'installation d'un pieu dans un pergélisol et variantes Download PDF

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Publication number
WO2008091173A1
WO2008091173A1 PCT/RU2007/000023 RU2007000023W WO2008091173A1 WO 2008091173 A1 WO2008091173 A1 WO 2008091173A1 RU 2007000023 W RU2007000023 W RU 2007000023W WO 2008091173 A1 WO2008091173 A1 WO 2008091173A1
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WO
WIPO (PCT)
Prior art keywords
pile
well
insert
inventory
diameter
Prior art date
Application number
PCT/RU2007/000023
Other languages
English (en)
Russian (ru)
Inventor
Robert Miassarovitch Khafizov
Original Assignee
Robert Miassarovitch Khafizov
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 Robert Miassarovitch Khafizov filed Critical Robert Miassarovitch Khafizov
Priority to PCT/RU2007/000023 priority Critical patent/WO2008091173A1/fr
Publication of WO2008091173A1 publication Critical patent/WO2008091173A1/fr

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Classifications

    • 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
    • E02D27/35—Foundations formed in frozen ground, e.g. in permafrost soil

Definitions

  • the invention relates to construction, the field of construction of foundations and foundations in permafrost soils.
  • a known method of installing piles in permafrost soil including driving piles into a smaller diameter well pre-flooded with hot water (prototype Ne 1).
  • An increase in the temperature of the soil adjacent to the well allows driving piles from the pipe with an open lower end, I-beams and sheet piles (see Notingham D., Christophersop A.V. on ⁇ erm Chapterfr GmbHst, 4 Prosedi ⁇ gs réellef th réelle "Airbaps, USA. 1983. p. 928-933).
  • the closest to the invention in essence and the achieved result is a method of installing piles in frozen ground, including drilling a well, filling it with loosened soil, thawing the loosened soil, immersing metal piles (pipes with an open lower end) and keeping it freezing with the surrounding massif (see RU 2133316 C1, 04/22/97) (prototype Ne 2).
  • the aim of the invention is to increase the productivity of construction and installation work by reducing the time for freezing of shchay in frozen soil and increasing the bearing capacity of piles.
  • the goal is achieved by the fact that an inventory insert with a diameter smaller than the diameter of the well is lowered into the well along its central axis, and a pile with an open lower end is immersed in loosened soil, poured into the space between the inventory insert and the walls of the well, after which the inventory insert is removed from the well.
  • An inventory insert in the form of a two-layer pipe of two pipes, external and internal, the space between which, closed by an annular top and bottom, is filled with coolant; the cavity of the inner tube of the insert is thermally insulated, and the gap between the inventory insert and the walls of the well is filled with water, while the piles are immersed after preliminary heating of the permafrost layer adjacent to the inventory insert.
  • the function of the inventory insert is performed by the guide segment of the pipe, coaxially attached to the inner surface of the lower part of the tubular pile, and protruding below its lower end.
  • An annular element is coaxially attached to the lower end of the guide section of the pipe, the outer diameter of which is as close as possible to the diameter of the well.
  • the lower end of the tubular pile with the open lower end is partially covered by a coaxial annular element, the inner diameter of which is as close as possible to the outer diameter of the inventory pipe, and the outer diameter does not exceed the outer diameter of the pile.
  • a tubular pile with an open lower end is lowered into the well under its own weight, the outer diameter of which is as close as possible to the diameter of the well, with the piling equipment, its lower end is buried in permafrost soil below the bottom of the well to the design mark, and the space between the outer surface of the pile and the walls of the well are filled with water,
  • D is the inner diameter of the lower part of the tubular pile
  • R is the design pressure on permafrost soil under the lower end of the pile;
  • R af is the calculated resistance of permafrost to shear along the freezing surface at a temperature at the level of the lower end of the pile.
  • SUBSTITUTE SHEET (RULE 26) -
  • the lower part of the pile at a length h has a thickness less than its main part with the same external diameter.
  • the pile at a distance s from the lower edge has a plug, where s is the thickness of the layer of drill cuttings at the bottom of the well.
  • a leader well is drilled with a diameter greater than the diameter of the pile, while the depth of the leader well does not exceed the depth of the main well.
  • FIG. 1 shows the sequence of operations for installing piles in permafrost soil according to method 1; figure 2 - the same for methods 2 and 3 on fir.Z - the same for methods 4, 5 and 6; figure 4 is the same for methods 7, 8 and 10.
  • the inner diameter of the lower part of the tubular pile 4 should be as close as possible to the outer diameter of the inventory insert 5. This facilitates removal of the inventory insert 5 after the pile has been immersed and increases the amount of compression of the outer side surface of the piles 4 soil 3, displaced by its end when immersed.
  • the lower end of the pile 4 is partially covered by an annular element of round 6, trapezoidal 7, or another cross section (Fig.
  • SUBSTITUTE SHEET (RULE 26) (36), the inner diameter of which is equal to the outer diameter of the inventory insert 5, and the outer diameter does not exceed the outer diameter of the pile 4. To facilitate removal of the inventory insert, it is recommended to immerse the pile until the ring element overcomes the lower end of the inventory insert.
  • the inner cavity of the insert is filled with heat-insulating material 14 (Fig. 2 c).
  • water preferably hot
  • a layer of permafrost soil adjacent to the inventory pipe 1 is preheated (Fig. 2 c) to a temperature not higher than O 0 C at the level of the external lateral surface piles.
  • a tubular pile 4 with an open lower end is immersed in the heated zone 7 of the soil (Fig. 2 g).
  • the heat carrier hot water or water vapor circulating inside the inventory insert is used due to the supply from a mobile steam boiler installed on a tractor trailer or car.
  • constant circulation allows maintaining the coolant temperature at a high level. This accelerates the process of warming up frozen soil as much as possible.
  • SUBSTITUTE SHEET (RULE 26) - According to methods 4 and 5: A pipe section 5 is welded to the lower end of the pile 4 with an outer diameter equal to the diameter of the well 2 (Fig. 3 c). This segment acts as a short inventory insert and a guiding element when the pile is immersed in the well. It is inserted into the well 2 and the pile 4 is immersed to the design mark.
  • the length L of the guide piece of pipe 5 should provide:
  • annular element 6 is attached to the lower end of the pipe section, the outer diameter of which is equal to the diameter of the well 2 (Fig. 3 g). This allows you to fix the vertical position of the pile 4 when it is immersed,
  • This method is recommended to be used, in particular, in the construction of linear structures (gas and oil pipelines, power lines, etc.) whose supports are affected mainly by a horizontal load, and the vertical load is small.
  • the freezing forces of piles with ice are less than with frozen ground, but sufficient to absorb the vertical load in such structures.
  • Method 7 is also advisable to apply when immersing piles, the outer surface of which is covered with an insulating composition, for example, in saline frozen soils. This method protects the insulating coating from destruction during friction against strong frozen soil during the process of immersion.
  • SUBSTITUTE SHEET (RULE 26) in work the soil under the lower end of the pile. This value is calculated according to the dependence given in paragraph 8 of the claims. With less deepening of the lower end of the pile, only soil resistance along the external and internal surfaces of the buried part of the lower pipe section is additionally included, and with greater depth, soil resistance along the external surface of the specified segment and under the lower end of the pile.
  • a plug is welded to pile 4 at a distance s from the lower end (s is the thickness of the layer of drill cuttings at the bottom of the well) and lowered into the well (Fig. 4 c). Then the pile is immersed with pile driving equipment to the maximum possible value and a small gap between the outer surface and the walls of the well is filled with water (Fig. 4 g).
  • This method is convenient if it is impossible to submerge the lower end of the pile to the required depth by method 8 due to insufficient power of the pile loading equipment or other reasons. In this case, a small deepening of the lower end of the pile 12 into permafrost soil is sufficient, in which the plug 10 compacts a layer of loose drill cuttings 11 of small thickness (Fig.
  • a leader well Before conducting work on drilling the main well, a leader well is drilled with a diameter greater than the diameter of the pile, while the depth of the leader well does not exceed the depth of the main well. A leader well is necessary for passing the topsoil into which it is impossible to load a pile or for other reasons.
  • SUBSTITUTE SHEET (RULE 26) Example 1.
  • an inventory insert made of a steel pipe with an external diameter of 273 mm was lowered by a crane using a crane to drill a borehole with a diameter of 350 mm drilled in permafrost soil.
  • the space between this insert and the walls of the well was filled with loose dusty sand with dkf; yjcnm. 10%.
  • a pile from a steel pipe with a diameter of 320 mm and a wall thickness of 11 mm was immersed in sand using a drilling rig in a rotary manner. After the lower end of the pile reaches the design mark (bottom of the well), the inventory insert with a crane was removed from the well.
  • Example 2 All initial data are similar to those given in the previous example, ⁇ .
  • a ring of a steel rod of circular cross section with a diameter of 12 mm is welded to the lower end of the tubular pile.
  • the pile driving unit was driven into the pile to the design mark below the lower end of the insert. Since the inner diameter of the annular element is equal to the external diameter of the inventory insert, the entire soil has moved into the space between the pile and the walls of the well.
  • An inventory insert with a crane was removed from the inside of the clogged pile. After freezing a layer of sand between the pile and the walls of the well 12.5 mm thick, the design load is given to the pile.
  • the advantage of this method compared to the method given in ⁇ example 1 is a greater compaction of displaced loose soil. The consequence of this is an increase in soil resistance to shear along the surface of the pile and, accordingly, an increase in the bearing capacity of the pile.
  • Example 3 According to method 2, an inventory reinforced concrete cylindrical insert with a diameter of 299 mm was lowered into a borehole with a diameter of 300 mm drilled in permafrost soil with a pipe-laying crane. A pile with an open lower end made of a steel pipe with an external diameter of 320 mm and an internal diameter of 300 mm was planted on it. The pile was driven into permafrost using an inventory pile as a guide structure. After reaching
  • Example 4 An inventory reinforced concrete cylindrical insert with a diameter of 273 mm was lowered by a truck crane into a well with a diameter of 300 mm drilled in permafrost soil. A pile with an open lower end made of a steel pipe with an external diameter of 320 mm and an internal diameter of 294 mm (wall thickness 13 mm) was fitted, equipped according to method 6 (a circular cross-sectional element of circular cross section 10 mm in diameter was welded to the inner surface of the pile) ) The pile was hammered with a piling unit into the permafrost soil.
  • Example 5 In the well with a diameter of 300 mm, drilled in permafrost soil with a temperature of minus 8.2 0 C, the inventory cylindrical insert made according to method 3 was lowered with a truck crane. The internal cavity of the insert was filled with a heat-insulating material - polyurethane foam. The insert was made in the form of a two-layer pipe, closed with an annular top and bottom and filled with coolant - hot water. The outer diameter of the inner tube of the insert is 219 mm, the outer diameter is 273 mm, the wall thickness of the pipes is 8 mm. To enter and exit the coolant in the insert provided fittings. To supply hot water so
  • SUBSTITUTE SHEET (RULE 26) A temperature of 95 ° C, constantly circulating inside the insert, used a mobile steam converter based on a car. The space between the insert and the walls of the well was filled with hot water with a temperature of 95 0 C. After preliminary heating of a layer of permafrost soil adjacent to the inventory insert with a thickness of 15 mm to a temperature of minus 0.5 0 C. A pile of steel pipe was lowered into the heated zone using a rotary method an external diameter of 320 mm, a wall thickness of 13 mm, to the lower end of which, according to method 6, an axially circular element of circular cross section with a diameter of 10 mm is welded. After installing the piles, the inventory insert with a crane was removed from the well.
  • Example 6 According to method 4, a pile of steel pipe with an external diameter of 320 mm and a wall thickness of 10 mm was installed with a truck crane in a well with a diameter of 300 mm drilled in permafrost soil. A guide segment of a steel pipe with an external diameter of 300 mm, a wall thickness of 4 mm, protruding below the lower end of the main pipe by 500 mm was welded to the inner surface of the pipe. The pile was driven into permafrost with a pile driving unit until the bottom reaches the guide section of the pipe of the design mark. Mounting loads on the pile were given 1 day after the dive.
  • Example 7 According to method 7 and 8, an open-ended pile of steel pipe with an external diameter of 320 mm was installed by a truck crane into a well 8 m deep with a diameter of 322 mm and finished off with a piling unit to a depth h below the bottom of the well, determined by the dependence given in paragraph 8 of the formula inventions.
  • R af 1.4 kgf / sq.cm
  • R 14.5 kgf / sq.cm
  • received h 83 cm.
  • the space between the pile and the walls of the well was filled with water. Water took 8 liters. After 2 days, after freezing a layer of water with a thickness of 1 mm, the calculated load was given to the pile.
  • Example 8 After the completion of drilling operations, a loosened drill cuttings 40 cm thick remained at the bottom of the well.
  • a steel plug was welded on a steel pipe with an external diameter of 320 mm at a distance of 40 cm from the lower end of the pile.
  • the pile was lowered into the well with a diameter of 322 mm, the pile driving unit was driven into the bottom of the well to a “zero” failure.
  • the driving depth was 8 cm.
  • the well was filled with water. After freezing water on the pile, the calculated load is given.
  • SUBSTITUTE SHEET (RULE 26)
  • the proposed methods can improve the performance of construction and installation works by reducing the time of freezing of piles in permafrost and increase their bearing capacity due to compaction of the soil near the side surface.

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

L'invention concerne le domaine du bâtiment et notamment de l'érection de bases et des fondations dans un pergélisol. Le procédé d'installation d'un pieu tubulaire dans un pergélisol consiste à forer un puits, à abaisser un pieu dans ce puits et à attendre jusqu'à ce que le régime de température du pergélisol se rétablisse. On abaisse d'abord dans le puits, en suivant son axe central, un insert auxiliaire possédant un diamètre inférieur au diamètre du puits. L'espace entre ledit insert auxiliaire et les parois de puits est rempli de terre retournée, et le pieu possédant un diamètre interne qui se rapproche au maximum du diamètre externe de l'insert auxiliaire est abaissé par son extrémité inférieure ouverte dans la terre retournée, après quoi l'insert auxiliaire est retiré du puits. L'invention concerne aussi des variantes de mise en oeuvre du procédé. L'invention permet d'améliorer la productivité des travaux de bâtiment et de montage grâce à la réduction du temps d'incrustation par le gel des pieux dans le pergélisol e t grâce à l'augmentation de la portance des pieux.
PCT/RU2007/000023 2007-01-23 2007-01-23 Procédé d'installation d'un pieu dans un pergélisol et variantes WO2008091173A1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
PCT/RU2007/000023 WO2008091173A1 (fr) 2007-01-23 2007-01-23 Procédé d'installation d'un pieu dans un pergélisol et variantes

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PCT/RU2007/000023 WO2008091173A1 (fr) 2007-01-23 2007-01-23 Procédé d'installation d'un pieu dans un pergélisol et variantes

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103758145A (zh) * 2014-02-24 2014-04-30 东南大学 青藏公路多年冻土地基小直径现浇管桩复合地基处治方法
RU2554616C1 (ru) * 2014-03-20 2015-06-27 Открытое акционерное общество "Акционерная компания по транспорту нефти "Транснефть" (ОАО "АК "Транснефть") Способ монтажа металлических свай на вечномерзлых грунтах
US10443207B2 (en) 2014-03-28 2019-10-15 Public Joint Stock Company “Transneft” Pile foundations for supporting power transmission towers
CN111486055A (zh) * 2020-04-16 2020-08-04 广西大学 温控离合风力驱动装置及单向导冷桩

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1009499A (en) * 1963-01-03 1965-11-10 Holmpress Piles Ltd Improvements in or relating to the production of reinforced concrete piles
RU1793752C (ru) * 1987-12-05 1995-04-10 Юрий Михайлович Орлов Способ возведения свай-оболочек
RU2045625C1 (ru) * 1991-12-02 1995-10-10 Алексей Алексеевич Ковалевский Способ установки сваи в вечномерзлый грунт
RU2089706C1 (ru) * 1993-06-17 1997-09-10 Александр Александрович Колесов Свая, вмораживаемая в вечномерзлый грунт, и способ возведения вмораживаемой в вечномерзлый грунт сваи
RU2133316C1 (ru) * 1997-04-22 1999-07-20 Научно-технологический центр "Надымгазпром" Способ установки сваи в многолетнемерзлом грунте

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1009499A (en) * 1963-01-03 1965-11-10 Holmpress Piles Ltd Improvements in or relating to the production of reinforced concrete piles
RU1793752C (ru) * 1987-12-05 1995-04-10 Юрий Михайлович Орлов Способ возведения свай-оболочек
RU2045625C1 (ru) * 1991-12-02 1995-10-10 Алексей Алексеевич Ковалевский Способ установки сваи в вечномерзлый грунт
RU2089706C1 (ru) * 1993-06-17 1997-09-10 Александр Александрович Колесов Свая, вмораживаемая в вечномерзлый грунт, и способ возведения вмораживаемой в вечномерзлый грунт сваи
RU2133316C1 (ru) * 1997-04-22 1999-07-20 Научно-технологический центр "Надымгазпром" Способ установки сваи в многолетнемерзлом грунте

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103758145A (zh) * 2014-02-24 2014-04-30 东南大学 青藏公路多年冻土地基小直径现浇管桩复合地基处治方法
RU2554616C1 (ru) * 2014-03-20 2015-06-27 Открытое акционерное общество "Акционерная компания по транспорту нефти "Транснефть" (ОАО "АК "Транснефть") Способ монтажа металлических свай на вечномерзлых грунтах
US10443207B2 (en) 2014-03-28 2019-10-15 Public Joint Stock Company “Transneft” Pile foundations for supporting power transmission towers
CN111486055A (zh) * 2020-04-16 2020-08-04 广西大学 温控离合风力驱动装置及单向导冷桩

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