EP3827133B1 - Procédé pour stabiliser des excavations profondes ou une instabilité de pente du terrain près d'objets existants de génie civil - Google Patents
Procédé pour stabiliser des excavations profondes ou une instabilité de pente du terrain près d'objets existants de génie civil Download PDFInfo
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- EP3827133B1 EP3827133B1 EP18759997.2A EP18759997A EP3827133B1 EP 3827133 B1 EP3827133 B1 EP 3827133B1 EP 18759997 A EP18759997 A EP 18759997A EP 3827133 B1 EP3827133 B1 EP 3827133B1
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- Prior art keywords
- tensile
- pile
- batter
- soldier
- soil
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- 238000009412 basement excavation Methods 0.000 title claims description 50
- 238000000034 method Methods 0.000 title claims description 37
- 230000000087 stabilizing effect Effects 0.000 title claims description 10
- 239000002689 soil Substances 0.000 claims description 68
- 230000008878 coupling Effects 0.000 claims description 38
- 238000010168 coupling process Methods 0.000 claims description 38
- 238000005859 coupling reaction Methods 0.000 claims description 38
- 238000005516 engineering process Methods 0.000 claims description 11
- 238000006243 chemical reaction Methods 0.000 claims description 9
- 238000010276 construction Methods 0.000 claims description 9
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- 230000014509 gene expression Effects 0.000 claims description 5
- 108010062580 Concanavalin A Proteins 0.000 claims 1
- 235000014121 butter Nutrition 0.000 claims 1
- 239000011150 reinforced concrete Substances 0.000 description 79
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 22
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- 239000004568 cement Substances 0.000 description 1
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Images
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- 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
- E02D29/02—Retaining or protecting walls
- E02D29/0225—Retaining or protecting walls comprising retention means in the backfill
- E02D29/0233—Retaining or protecting walls comprising retention means in the backfill the retention means being anchors
Definitions
- the present invention relates to a method for stabilizing deep civil excavations or earth slope instability in vicinity of existing civil objects.
- the soldier pile and lagging systems may need to be reinforced with tie-backs, struts, or internal bracing.
- Such reinforcement techniques increase costs, are laborious, and are prone to interfere with proximate structures, such as where tieback anchors may cross property lines, roadways, and/or buried utilities, for example.
- Old traffic routes are for the most part in such a condition that they no longer have any significant stability reserves in their original geometry and in their current stress.
- the widening of lanes on slopes requires the protection of terrain jumps, as in incisions and embankments, unless a safe stand demolition is not possible.
- These terrain jumps are secured by retaining walls that are subject to earth pressure and must withstand this.
- the initial static equilibrium changes, causing instability.
- the consequence of instability is the breakdown of all coupled natural and artificial space with material damage, which generally exceeds the value of the influenced space.
- Engineering response to these events is a stable retaining engineering structure.
- the retaining engineering structure is made based on the newly-predicted static equilibrium that is associated with the predetermined Fs stability factor.
- Document KR20160002620A discloses a soil retaining wall which is supported by multiple piles (10) and a method for stabilizing deep excavations.
- the soil retaining wall comprises: a support pile (100) which forms the entire or part of the multiple piles (10), and penetrates to a depth (D) which is three times (3/b) the virtual fixing point (1/b) based on the maximum excavation depth (H) of the ground so that the lower end thereof makes up the fixing end; a hinge portion (200) which is formed at the upper end of the support pile (100); and a tendon (300) of which the upper end is combined with the hinge portion (200), and of which the lower end penetrates and is inclined downward to earth and sand in the rear side.
- Document US3638435A discloses a retaining wall for supporting the embankment of a cut excavation.
- the wall structure consists of a skin of concrete, an array of rows and columns of dowels or tendons extending from the skin into the cut embankment and rows of wale beams at the juncture of dowels and the face of the skin tying the components together.
- the retaining wall is built as the cut proceeds.
- a cut to a selected depth is covered by a skin of pneumatically applied concrete.
- the dowels are formed as reinforcing, grout-filled boreholes and the wale beams are formed as reinforced concrete members pneumatically sprayed against the skin.
- the present invention provides one more purposeful a retaining engineering structure for all horizontal loadings in the field of low building constructions.
- the starting point is the desire that the significant problems present in the engineering approach of the present retaining engineering structure are brought in at least the same level as other building constructions.
- the object of the present invention is to provide a retaining engineering structure method that achieves 20-25% savings in realizing final construction work.
- the present invention provides the method for three basic cases, which differ in technological execution possibilities more than in design method, namely for:
- the retaining engineering structure comprising a plurality of coupled tensile and pressure piles
- stability of deeper excavations larger than 8 m is achieved by the retaining engineering structure comprising a coupled tensile piles and a vertical building structure such as a reinforced concrete (RC) pile wall or a reinforced concrete (RC) diaphragm wall.
- RC reinforced concrete
- RC reinforced concrete
- the present invention relates to a method for stabilizing deep civil excavations or earth slope instability in vicinity of existing civil objects, and more particularly to the retaining engineering structure comprising a plurality of tensile batter piles and a vertical building structure for shoring excavation or earth slope instabilities in vicinity of existing civil objects.
- the retaining engineering structure comprises three mutually coupled structural elements, namely a plurality of tensile batter piles, a vertical building structure, the vertical building structure may be a plurality of vertical pressure soldier piles, RC diaphragm wall or a RC soldier pile wall, and a coupling means for coupling said batter piles and the vertical building structure, wherein the plurality of tensile batter piles are disposed inclining downwardly towards backfill at an angle ⁇ in a range between 15° to 20° to the vertical, where the coupling means may be a tube anchorage or a RC head connection beam.
- the angle ⁇ is the angle to the vertical between the plurality of tensile batter piles and the vertical building structure at the site of their mutual coupling by the coupling means.
- tensile batter piles are piles arranged at an angle ⁇ with the vertical to resist a lateral force spaced at regular intervals, the angle ⁇ is to the vertical between a plurality of tensile batter piles and a vertical building structure at the site of their mutual coupling by a coupling means.
- cementitious refers to such substances as concrete and other stiffening flowable materials.
- different non-flowable materials can be used for forming the retaining wall,
- a retaining engineering structure comprises three mutually coupled structural elements, namely a plurality of tensile batter piles, a vertical building structure, the vertical building structure may be a plurality of vertical pressure soldier piles, RC diaphragm wall or a RC soldier pile wall, and a coupling means for coupling said batter piles and the vertical building structure, wherein the plurality of tensile batter piles are disposed inclining downwardly towards backfill at an angle ⁇ in a range between 15° to 20° to the vertical, where the coupling means may be a tube anchorage or a RC head connection beam.
- the angle ⁇ is the angle to the vertical between the plurality of tensile batter piles and the vertical building structure at the site of their mutual coupling by the coupling means.
- the site of their mutual coupling is arranged at upper portion of the vertical building structure or at the top of the vertical building structure.
- Fig. 1 illustrate an example embodiment of the retaining engineering structure for shoring of deeper excavations
- fig. 4 illustrate an example embodiment of the retaining engineering structure for shoring of excavations up to 8 m
- fig. 7 illustrate an example embodiment of the retaining engineering structure for shoring of natural slope instability near existing civil objects.
- the retaining engineering structure comprises the plurality of tensile batter piles 1, disposed inclining downwardly towards backfill at the angle li to the vertical, connected to the vertical building structure, namely to the RC diaphragm wall 2.
- the vertical building structure may be the RC soldier pile wall 5.
- the RC diaphragm wall 2 is a reinforced concrete structure constructed in-situ by known techniques.
- the RC diaphragm wall 2 comprises reinforcement in the form of a steel cage 10.
- Each tensile batter pile 1 is carried out by jet grouting installation or CFA (continues fly auger) piling technology.
- Each tensile batter pile 1 is provided with a reinforcing steel bar 8 extending centrally along the tensile batter pile 1.
- the reinforcing steel bar 8 extends along a length L g of the batter pile 1 and further to reach a vertical front face 15 of the RC diaphragm wall 2 and beyond said vertical front face 15 for a length enabling coupling of the each of the tensile batter piles 1 with the RC diaphragm wall 2 by means of a tensioning means.
- the tensile batter pile 1 has total length L g
- the reinforcing steel bar 8 is further extending from concrete part of the tensile batter pile 1 for a length L 0 .
- Each of the tensile batter piles 1 are placed at the angle ⁇ in the range between 15° to 20° to the vertical, where the angle ⁇ is the angle to the vertical between the plurality of tensile batter piles 1 and the RC diaphragm wall 2 at the site of their mutual coupling by a coupling means.
- each of the tensile batter piles 1 is coupled to the RC diaphragm wall 2 by means of the tensioning means such as a nut 11, a transient supporting element 12 and an anchor plate 13 (or a flange brace).
- the anchor plate 13 may be made from steel, or other high strength material, and is firmly fixed to the vertical front face 15 in vicinity of an upper part of the RC diaphragm wall 2,
- the anchor plate 13 is provided with a trough-hole sized and shaped enabling passing therethrough of the reinforcing steel bar 8, and fixing and pre-stressing the batter piles (1) and the reinforcing steel bar 8 by the means of the nut 11 and the transient supporting element 12.
- the RC diaphragm wall 2 comprises a plurality of parallelly aligned tubular members 14 through which undergoes each reinforcing steel bar 8 of the tensile batter piles 1.
- Each tubular member 14 undergoes the RC diaphragm wall 2 at a distance e, the distance e is distance measured from a top of the RC diaphragm wall 2, and each tubular member 14 is disposed inclining downwardly towards backfill at the angle ⁇ to the vertical.
- the tubular members 14 may be made from steel, or other high strength material.
- the tubular members 14 are inserted into the RC diapraghm wall 2 before pouring cement.
- the tensile batter piles 1 are pre-stressed in a range between 25-35% of a batter pile tensile bearing capacity.
- the retaining engineering structure comprises the plurality of tensile batter piles 1, disposed inclining downwardly towards backfill at the angle ⁇ to the vertical, connected to the vertical building structure, the vertical building structure is the RC soldier pile wall 5.
- the RC soldier pile wall 5 is a reinforced concrete structure constructed in-situ by known techniques.
- the RC soldier pile wall 5 comprises reinforcement in the form of the steel cage 10.
- Each tensile batter pile 1 is carried out by jet grouting installation or CFA (continues fly auger) piling technology.
- Each tensile batter pile 1 is provided with a reinforcing steel profile 9 extending centrally along the tensile batter pile 1.
- the tensile batter pile 1 has total length L 1
- the RC soldier pile wall 5 has total length L 2 .
- Each of the tensile batter piles 1 are placed at the angle ⁇ in the range between 15° to 20° to the vertical, where the angle ⁇ is the angle to the vertical between the plurality of tensile batter piles 1 and the RC soldier pile wall 5 at the site of their mutual coupling by a coupling means.
- each of the tensile batter piles 1 is coupled at a top of the RC soldier pile wall 5 by means of a RC head connection beam 4.
- the RC head connection beam 4 is a reinforced concrete structure comprising a reinforced gasket 7, constructed in-situ by known techniques.
- the retaining engineering structure comprises the plurality of tensile batter piles 1, disposed inclining downwardly towards backfill at the angle ⁇ to the vertical, connected to the vertical building structure, the vertical building structure is a plurality of soldier piles 6.
- the soldier piles 6 are a reinforced concrete structure constructed in-situ by known techniques.
- the coupling means such as the RC head beam 4 for coupling the tensile batter piles 1 and the soldier piles 6 is mounted on the top of the vertical building structure.
- the tensile batter piles 1 are arranged at an angle ⁇ in the range of 15° - 20°.
- Each tensile batter pile 1 is carried out by jet grouting installation or CFA (continues fly auger) piling technology.
- CFA continuous fly auger
- the tensile batter pile 1 has total length L 1
- the soldier piles 6 have total length L 2 .
- Each of the tensile batter piles 1 is disposed inclining downwardly towards backfill at the angle ⁇ in the range between 15° to 20° to the vertical, where the angle ⁇ is the angle to the vertical between the plurality of tensile batter piles 1 and the soldier piles 6 at the site of their mutual coupling by a coupling means.
- the angle ⁇ is the angle to the vertical between the plurality of tensile batter piles 1 and the soldier piles 6 at the site of their mutual coupling by a coupling means.
- each of the tensile batter piles 1 and each of the soldier pile 6 are coupled at a top by means of the RC head connection beam 4.
- the RC head connection beam 4 is a reinforced concrete structure comprising a reinforced gasket 7, constructed in-situ by known techniques.
- P a is a horizontal load generated by the ground mass G 1
- K ⁇ is coefficient of active earth pressure
- a n is tensile force in each of the tensile batter pile (1), wherein the angle ⁇ is in a range between 15-20°.
- a basic principle of the method for stabilizing deep excavation or earth slope instabilities near civil objects in steep and sloping terrain is considered as three masses of natural soil, namely
- the plurality of tensile batter piles arranged at the angle ⁇ in the range between 15° to 20° with its tensile force A n reduces the loading of the ground mass G 1 by transferring it to the vertical force of a vertical building structure
- the vertical building structure may be a RC soldier pile wall 5, a RC diaphragm wall 2 or a soldier pile 6.
- the retaining engineering structure comprises the plurality of tensile batter piles 1 and the RC diaphragm wall 2 are mutually connected by the plurality of parallelly aligned tubular members 14 as illustrated in fig. 2 , the following equilibrium equations expressing forces per unit linear meter length in the elements of the retaining engineering structure are established: wherein A n ′ is tensile force in each of the tensile batter pile 1, b is span of reaction forces of the vertical building structure and span of a catenary part of the batter piles 1, B n ′ is pressure force in the vertical building structure, and B t ′ is transversal force in the vertical building structure.
- the retaining engineering structure comprises the plurality of tensile batter piles 1 and the plurality of soldier piles 6 mutually connected by a RC head connection beam 4, the following equilibrium equations expressing forces per unit linear meter length in the elements of the retaining engineering structure are established: wherein A n ′ is tensile force in each of the tensile batter pile 1, b is span of reaction forces of vertical building structure, B n ′ is pressure force in the vertical building structure, and B t ′ is transversal force in the vertical building structure. A t ′ is transversal force in each of the batter pile 1, M A ′ is moment force in a point
- h 1 is a retained height (depth of soil excavation) and h 2 is an embedment depth of the tensile batter piles 1 and pressure piles 5 in the soil, K ⁇ is koeficient of active earth pressure.
- the point A is the intersection point between the retained height h 1 and embedment depth h 2 .
- the excavation is carried out for depths greater than 8 m, which means that in most cases it is necessary to ensure, in addition to static and hydraulic stability.
- the RC soldier pile wall 5 or RC diaphragm wall 2 are made as watertight.
- the coupling means such as the tubular member 14 for interconnecting each of the tensile batter pile 1 and the RC diaphragm wall 2 is mounted.
- the tubular anchorages 14 may be made from steel, or other high strength material.
- Each of the tensile batter pile 1 is arranged at an angle ⁇ in the range of 15° - 20° using jet grouting installation or CFA pile technology.
- the reinforcing steel bar 8 having surface area A s , with 3 m of free base for the prestressing needs, is installed throughout the length of each of the batter pile 1.
- Each batter pile 1 is prestressed in the range between 25-35% of the tensile strength of the tensile batter pile 1.
- L 1 is length of the tensile batter piles 1
- b span of reaction forces of the vertical building structure and span of a catenary part of the batter piles 1 (see figure 3 )
- d is diameter of the tensile batter piles 1
- Axial tensile bearing capacity A n,q,Rd of the tensile balter pile 1 regarding soil is calculated according following equation: wherein ⁇ q is earth pressure, ⁇ d is angle of internal friction, and ⁇ R is partial safety coefficient, and ( L 1 - b ) is an anchoring part of each tensile batter pile 1.
- Axial bearing capacity N s, Rd of the tensile batter pile 1 regarding the reinforcing steel bar is calculated according following equation: where ⁇ s is partial safety coefficient.
- L 2 is length of the RC pile wall 5 or the RC diaphragm wall 2
- d 40 - 80 cm is thickness of the RC pile wall 5 or the RC diaphragm wall 2.
- h 1 is the retained height and h 2 is an embedment depth of the vertical building structure
- ⁇ ' is weight of soil
- N q is coefficient of soil bearing capacity
- a b is base area of vertical bearing structure.
- Horizontal bearing capacity B t , q , Rd of the vertical building structure at the point B is calculated according following equation: where P p is passive soil resistance, B n ′ is pressure force in the vertical building structure, ⁇ d angle of internal soil friction.
- a n,q,Rd is axial bearing capacity of batter pile regarding soil
- B n,q,Rd is axial bearing capacity of vertical building structure regarding soil
- B t , q , Rd is transversal bearing capacity of vertical building structure regarding soil
- F S is factor of stability.
- the excavation is carried out for depths up to 8 m, which means that in most cases it is necessary to ensure, in addition to static and hydraulic stability.
- the RC soldier pile wall 5 is made as watertight.
- the RC soldier pile wall 5 is carried out with the usual technology with diameter of each pile 40 to 60 cm and depths of 8 to 12 m.
- the coupling means such as the RC head beam 4 tor connecting the tensile batter piles 1 and the RC soldier pile wall 5 is mounted on the top of the vertical building structure.
- the tensile batter piles 1 are arrenged at an angle ⁇ in the range of 15° - 20 ° using jet grouting installation or CFA pile technology.
- the reinforcing steel profile 9 is an IPE profile, having surface area A s .
- L1 is length of the tensile batter piles 1
- d is diameter of the tensile batter piles 1
- Horizontal bearing capacity A t,q,Rd of the tensile batter pile 1 at the point A regarding soil is calculated according following equation:
- a t , q , Rd ⁇ ′ ⁇ h 0 + h 2 ⁇ K p ⁇ d ⁇ h 2 2 ⁇ R
- y' is weight of soil
- h 0 is height of retained soil
- h 2 is an embedment depth of the batter pile 1
- K p is coefficient of passive earth pressure
- d is diameter of batter pile
- ⁇ R is partial safety coefficient.
- L 2 is length of RC soldier pile wall 5
- d 40 - 60 cm is diameter of the RC soldier pile wall 5.
- h 1 is the retained height and h 2 is the embedment depth of the vertical building structure, namely RC soldier pile wall 5
- y' is weight of soil
- N q is koeficient of soil bearing capacity
- a b is base area of the vertical bearing structure.
- a n , q , Rd is axial bearing capacity of the tensile batter pile 1 regarding soil
- B n,q,Rd is axial bearing capacity of the RC soldier pile wall 5 regarding soil
- B t , q , Rd is transversal bearing capacity of the RC soldier pile wall 5 regarding soil
- a t,q,Rd is transversal bearing capacity of the tensile batter pile 1 regarding soil.
- h 0 depth of sliding layer
- L slope length of sliding plane
- reaction force R con in the plain of sliding surface must be such that following condition is satisfied: A t ′ + B t ′ > R con
- the soldier piles 6 are carried out with the usual technology.
- the coupling means such as RC head beam 4 for coupling the tensile batter piles 1 and the soldier piles 6 is mounted at the top of the vertical building structure.
- the tensile batter piles 1 are arranged at an angle ⁇ in the range of 15° - 20° using jet grouting installation or CFA pile technology.
- the reinforcing steel profile 9 having surface area A s .
- L 1 is length of the tensile batter piles 1
- y' weight of soil
- h 0 the depth of the loading soil layer
- h 2 the embedment depth of the vertical building structure, namely of the tensile batter piles 1
- K p coefficient of passive earth pressure
- d diameter of the tensile batter pile 1
- ⁇ R is partial safety coefficient
- the point A is the intersection point between the retained height h 1 and embedment depth h 2 .
- h 1 is retained height and h 2 is embedment depth of the vertical building structure
- y' is weight of soil
- N q is koeficient of soil bearing capaciti
- a b is base area of the vertical bearing structure.
- a n,q , Rd is axial bearing capacity of each tensile batter pile 1 regarding soil
- B n,q,Rd is axial bearing capacity of the vertical building structure, namely each soldier pile 6 regarding soil
- B t , q , Rd is transversal bearing capacity of the vertical building structure, namely each soldier pile 6 regarding soil
- a t,q,Rd is transversal bearing capacity of each tensile batter pile 1 regarding soil.
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Claims (10)
- Procédé de stabilisation d'excavations profondes ou de terrain en pente instable à proximité d'objets civils existants, au moyen d'un ouvrage d'art de retenue comprenant une structure bâtie verticale et une pluralité de pieux inclinés en traction (1) disposés de manière inclinée vers le bas en direction d'un remblai, la structure bâtie verticale et chaque pieu parmi la pluralité de pieux inclinés en traction (1) étant accouplés les uns aux autres par un moyen d'accouplement et disposés les uns par rapport aux autres suivant un angle β, l'angle β étant l'angle entre chaque pieu parmi la pluralité de pieux inclinés en traction (1) et la structure bâtie verticale, au point d'accouplement de ceux-ci par ledit moyen par rapport à la verticale, le procédé comprenant les étapes suivantes consistant à :a) déterminer un type de l'ouvrage d'art de retenue en fonction d'une profondeur d'excavation ;b) déterminer un état de condition de sol ;c) déterminer des paramètres de l'ouvrage d'art de retenue en fonction du type ; etd) réaliser les travaux de construction d'ouvrage d'art de retenue,caractérisé en ce que
indépendamment du type de l'ouvrage d'art de retenue, une charge horizontale H sur la structure bâtie verticale est calculée selon l'expression - Procédé selon la revendication 1, dans lequel, pour les excavations de plus de 8 m, la structure bâtie verticale est réalisée sous forme de paroi berlinoise (5) en RC ou de paroi moulée (2) en RC.
- Procédé selon la revendication 1, dans lequel, pour les excavations allant jusqu'à 8 m et un terrain en pente instable à proximité d'objets civils existants, la structure bâtie verticale est réalisée sous forme d'une pluralité de pieux verticaux (6) ou d'une paroi berlinoise (5) en RC.
- Procédé selon les revendications 1 et 2, dans lequel les équations d'équilibre suivantes sont établies, exprimant les forces par longueur de mètre linéaire unitaire dans les éléments de l'ouvrage d'art de retenue :
- Procédé selon la revendication 4, dans lequel les pieux inclinés en traction (1) sont précontraints dans une plage entre 25 et 35 % d'une capacité portante de traction de pieu incliné.
- Procédé selon les revendications 1 et 3, dans lequel les équations d'équilibre suivantes sont établies, exprimant les forces par longueur de mètre linéaire unitaire dans les éléments de l'ouvrage d'art de retenue :
- Procédé selon les revendications 1, 2, 4 et 5, dans lequel les conditions suivantes doivent être satisfaites :
- Procédé selon les revendications 1, 3 et 5, dans lequel pour les excavations allant jusqu'à 8 m les conditions suivantes doivent être satisfaites :
- Procédé selon les revendications 1, 3 et 6, dans lequel pour un terrain en pente instable à proximité d'objets civils existants les conditions suivantes doivent être satisfaites :
- Procédé selon l'une quelconque des revendications précédentes, dans lequel l'étape de réalisation des travaux de construction d'ouvrage d'art de retenue comprend les étapes de :i. installation des pieux inclinés en traction (1) selon l'angle β dans la plage entre 15 et 20°,ii. installation de la structure bâtie verticale, etiii. accouplement de chaque pieu incliné en traction (1) à la structure bâtie verticale à l'aide du moyen d'accouplement, dans lequel la structure bâtie verticale est réalisée sous forme de paroi berlinoise (5) en RC, de paroi moulée (2) en RC ou de pieux verticaux (6), dans lequel chacun des pieux inclinés en traction (1) est réalisé par une installation d'injection de coulis de cimentation ou par une technologie de construction de pieux CFA, et les pieux verticaux (6) sont réalisés par une technologie de construction de pieux CFA.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
HRP20230092TT HRP20230092T1 (hr) | 2018-07-26 | 2018-07-26 | Metoda za stabilizaciju dubokih iskopa ili nestabilnosti zemljine kosine u blizini postojećih civilnih objekata |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
PCT/HR2018/000012 WO2020021294A1 (fr) | 2018-07-26 | 2018-07-26 | Structure d'ingénierie de retenue et procédé de conception pour stabiliser des excavations profondes ou une instabilité de pente du terrain près d'objets existants de génie civil |
Publications (2)
Publication Number | Publication Date |
---|---|
EP3827133A1 EP3827133A1 (fr) | 2021-06-02 |
EP3827133B1 true EP3827133B1 (fr) | 2022-11-02 |
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Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
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EP18759997.2A Active EP3827133B1 (fr) | 2018-07-26 | 2018-07-26 | Procédé pour stabiliser des excavations profondes ou une instabilité de pente du terrain près d'objets existants de génie civil |
Country Status (3)
Country | Link |
---|---|
EP (1) | EP3827133B1 (fr) |
HR (1) | HRP20230092T1 (fr) |
WO (1) | WO2020021294A1 (fr) |
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US3638435A (en) * | 1970-04-01 | 1972-02-01 | Edward E Mason | Method for the construction of a retaining wall |
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