EP1123447B1 - Structure de fondation situee sur un sol faiblement resistant - Google Patents

Structure de fondation situee sur un sol faiblement resistant Download PDF

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Publication number
EP1123447B1
EP1123447B1 EP99953763A EP99953763A EP1123447B1 EP 1123447 B1 EP1123447 B1 EP 1123447B1 EP 99953763 A EP99953763 A EP 99953763A EP 99953763 A EP99953763 A EP 99953763A EP 1123447 B1 EP1123447 B1 EP 1123447B1
Authority
EP
European Patent Office
Prior art keywords
caps
columns
foundation structure
set forth
reinforcement
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.)
Expired - Lifetime
Application number
EP99953763A
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German (de)
English (en)
Other versions
EP1123447A1 (fr
Inventor
Dimiter Alexiew
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.)
Huesker Synthetic GmbH and Co
Original Assignee
Huesker Synthetic GmbH and Co
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 Huesker Synthetic GmbH and Co filed Critical Huesker Synthetic GmbH and Co
Publication of EP1123447A1 publication Critical patent/EP1123447A1/fr
Application granted granted Critical
Publication of EP1123447B1 publication Critical patent/EP1123447B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime 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
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/36—Foundations formed in moors or bogs
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B2/00—General structure of permanent way
    • E01B2/006—Deep foundation of tracks
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/10—Deep foundations
    • E02D27/12—Pile foundations
    • E02D27/14—Pile framings, i.e. piles assembled to form the substructure
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B1/00—Ballastway; Other means for supporting the sleepers or the track; Drainage of the ballastway
    • E01B1/001—Track with ballast
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B2204/00—Characteristics of the track and its foundations
    • E01B2204/08—Deep or vertical foundation

Definitions

  • the invention relates to a foundation structure on low load-bearing Soil in which to transfer loads in the deep, load-bearing building ground are arranged at regular intervals, with their heads towering over and over the low load-bearing building ground The heads of the columns are laid with geosynthetic reinforcement, which is connected to a Landfill is charged.
  • the columns or foundation piles can be concrete columns or mortar columns, darning columns, ballast columns or the like. It is also known to arrange so-called head plates on the columns to reduce the clear span of the geosynthetic reinforcement.
  • the full area and flat or flat geosynthetic reinforcement is used for Expansion of the foundation structure and the compaction of the fill so charged that they give way between the pillars or the head plates of the low load-bearing building ground sags.
  • the on the geosynthetic reinforcement acting forces are large in the reinforcement Tensile forces that cause the geoplastic reinforcement to expand. An equilibrium state arises as a result of the interaction of stress, elongation, sag, tensile force or membrane load-bearing capacity and a possible counter pressure of the ground.
  • the publication DE 44 07 747 A1 describes a foundation structure of the initially mentioned type for track construction, in which the heads of the Columns have a cross-sectional area which is the cross-sectional area of the Pillars towered over on all sides.
  • the invention has for its object to a foundation structure create where the resilience of the geosynthetic reinforcement is the same Framework is increased or the reinforcement appears more efficient.
  • the object underlying the invention can also be achieved in this way be that on at least two at regular intervals and parallel Rows arranged columns a domed bar is placed, the Thickness steadily from the center line to the two edges of the bar decreases and that about this at a distance from each other parallel to each other arranged bars a flexible geoplastic reinforcement is laid so that they have the bulges in the area of the bars and the troughs between the bars follows.
  • the domed caps or bars have a maximum height of 15 to 50 cm over their bottom.
  • the prefabricated caps or bars can preferably made of concrete, reinforced concrete, plastic or cast iron.
  • the caps or bolts can also be used as a steel plate-concrete composite body be formed, wherein a curved steel sheet cap or a curved Sheet steel shell serves as a molded wall for the concrete to be filled.
  • the steel sheet caps and the steel sheet shells are included in the concrete punching holes, welds, embossments to be filled in or the like provided to a reliable bond with the ensure concrete to be filled.
  • the caps can also be made of high strength closed textile shells are formed, preferably with Sand or concrete are backfilled and thereby get their arched shape.
  • the flexible, flexible geosynthetic reinforcement can be in the form of mats or tapes can be applied.
  • the geomats can cover the whole area or woven as a grid or as a layer of thread rustled on a fleece.
  • the Geosynthetic reinforcement can consist of only one geomat, if their load-bearing threads are biaxially aligned. Is the reinforcement mat but only provided with unidirectional load-bearing threads, then the geosynthetic reinforcement consists of at least two mats together, which are laid so that their load-bearing threads are rectangular to each other.
  • the reinforcement mesh can be with or without Intermediate floor layer.
  • Fig. 1 shows a sectional view of a foundation structure for a railway route over an unsound or only slightly stable building site 1 is performed.
  • load-bearing building ground 2 For transferring loads in the deep, load-bearing building ground 2 are foundation piles at regular intervals or columns 3 arranged, the low load-bearing building ground 1 with their Towering over heads.
  • geoplastic reinforcement 5 Over the heads of the columns 3 is geoplastic reinforcement 5 relocated, which is loaded with a fill 6.
  • the heads of the Columns 3 are formed by domed caps 4, the cross-sectional area the cross-sectional area of the columns 3 projects on all sides and their thickness of their center decreases steadily towards the edge.
  • Fig. 2 shows a cap 4 placed on a column 3, on its underside has a downwardly widening conical recess 9, in which protrudes an upwardly tapering projection of the support 3.
  • the Height of the caps 4 from the bottom to the top is essentially depending on the distance between the columns 3 and can be 15 to 50 cm.
  • the curved cap 4 in plan view be circular or square.
  • the domed cap 4 trained so that when laying the geosynthetic reinforcement 5 none Wrinkles and no major changes in direction arise.
  • domed caps 4, 4 ', 4 "instead of domed caps To provide bars 14 which are placed on at least two columns 3.
  • the columns 3 are arranged in parallel rows, so that the arched bars 14 run across or along the traffic route and the Geoplastic reinforcement 5 is wavy in the other direction.
  • geoplastic reinforcement is in the direction of Bolts not required, and the heavy-duty threads of the reinforcement only run across the bars.
  • the arched caps 4,4 ', 4 "and the arched latch 14 can consist in particular of concrete or reinforced concrete.
  • the domed caps 4,4 ', 4 " can also be made of plastic or cast iron.
  • Another embodiment of the caps 4, 4 ', 4 "or latch 14 can consist in the fact that they are composed of a curved sheet metal dome or sheet metal bowl made with a hardening material like concrete is poured out.
  • the curved sheet metal dome or sheet metal shell serves as Mold wall. On this molded wall, inwardly projecting cutouts, Impressions or welded tabs or the like are attached, a reliable connection of the sheet metal cap or sheet metal shell with the cause hardening material.
  • FIG. 7 and 8 show a geoplastic reinforcement laid over domed caps 4 5, which is composed of two reinforcement mats 8 and 8 ', whose load-bearing threads 10 run in only one direction.
  • the two reinforcement mats 8,8 ' are made with or without an intermediate layer Lay sand or soil so that their load-bearing threads 10 are at right angles to each other.
  • Fig. 9 shows that part of the geosynthetic reinforcement also from high resilient reinforcement bands 11, 12 can exist.
  • These reinforcement bands 11.12 have the advantage that the reinforcement better meets the requirements can be adjusted and, for example, the strength of the reinforcement can be made larger in one direction than in the right angle direction.
  • a full-surface geosynthetic mat can be laid, the resilience is reduced and only for load distribution on the reinforcement bands serves.
  • the foundation piles or columns 3 are usually in a square Grid arranged. In some cases, however, it is a triangular arrangement the columns 3 more advantageous. In such cases there is also geoplastic reinforcement 5 Triaxial training. With the help of the reinforcement bands 11, 12, the laid over the domed caps 4 of the triaxially arranged columns 3 rational, tensile geosynthetic reinforcement is possible.
  • the domed cap 4 "' is one with sand or concrete filled pillow-like shell 13 is formed.
  • This textile cover 13 is a Double fabric made of plastic threads, in which the two fabric layers on four edge strips 15 are woven together.

Landscapes

  • Engineering & Computer Science (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • General Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Foundations (AREA)
  • Building Environments (AREA)

Claims (16)

  1. Structure de fondation située sur un sol faiblement résistant (1), comportant, en vue de transmettre les charges au sol sous-jacent (2) présentant une bonne portance, des pieux (3) régulièrement espacés, dont la tête dépasse du sol faiblement résistant (1) et reçoit une armature géosynthétique (5) chargée de remblai (6), la section transversale des têtes des pieux (3) dépassant de tous côtés de la section transversale desdits pieux (3), caractérisée en ce que les têtes des pieux (3) sont formées par des chapeaux bombés (4), dont l'épaisseur décroít de manière continue du centre vers les bords et en ce qu'une armature géosynthétique flexible (5) est étendue sur lesdits chapeaux (4) de telle sorte qu'elle épouse les bombements au niveau des chapeaux (4) et les creux entre les chapeaux (4).
  2. Structure de fondation située sur un sol faiblement résistant (1), comportant, en vue de transmettre les charges au sol sous-jacent (2) présentant une bonne portance, des pieux (3) régulièrement espacés et agencés en rangées parallèles, dont la tête dépasse du sol faiblement résistant (1) et reçoit une armature géosynthétique (5) chargée de remblai (6), caractérisée en ce que sur chaque ensemble de deux pieux (3) au moins est déposée une poutre bombée (14), dont l'épaisseur décroít de manière continue de l'axe médian en direction des deux bords de ladite poutre (14), et en ce qu'une armature géosynthétique flexible est étendue sur ces poutres (14) agencées à distance les unes des autres et parallèlement les unes aux autres, de manière à épouser les bombements au niveau des poutres (14) et les creux entre les poutres (14).
  3. Structure de fondation selon la revendication 1 ou 2, caractérisée en ce que les chapeaux (4) ou les poutres (14) ont une hauteur maximale depuis leur face inférieure comprise entre 15 et 50 cm.
  4. Structure de fondation selon l'une des revendications 1 à 3, caractérisée par des chapeaux (4) ou des poutres (14) préfabriqués en béton, béton armé, matière plastique ou fonte.
  5. Structure de fondation selon la revendication 4, caractérisée en ce que les chapeaux (4) ou poutres (14) se présentent sous la forme de corps composites en tôle d'acier et béton, une calotte bombée en tôle d'acier ou une coque bombée en tôle d'acier servant de paroi de moule pour le béton à couler.
  6. Structure de fondation selon l'une des revendications 1 à 5, caractérisée en ce que les chapeaux (4) ou poutres (14) comportent, sur leur face inférieure, des évidements (9) dont la section transversale est sensiblement plus grande que celle des pieux (3), de sorte que les chapeaux (4) ou poutres (14) peuvent être emmanchés sur les pieux (3).
  7. Structure de fondation selon la revendication 6, caractérisée en ce que l'extrémité supérieure des pieux (3) et l'évidement (9) sur la face inférieure des chapeaux (4) ou des poutres (14) affectent une forme conique ou effilée vers le haut.
  8. Structure de fondation selon la revendication 1, caractérisée en ce que le chapeau (4"') est formé d'une enveloppe textile (13) en forme de coussin, remplie de sable ou de béton.
  9. Structure de fondation selon l'une des revendications 1 à 8, caractérisée en ce que les pieux (3) sont espacés les uns des autres de 1,5 à 2,5 m et en ce que le diamètre des chapeaux ronds (4) ou la longueur du côté des chapeaux carrés (4) ou encore la largeur des poutres (14) est compris(e) entre 0,5 et 1,40 m.
  10. Structure de fondation selon l'une des revendications 1 à 9, caractérisée en ce que la face inférieure des chapeaux (4) ou des poutres (14) se situe sensiblement à hauteur du sol faiblement résistant.
  11. Structure de fondation selon l'une des revendications 1 à 10, caractérisée en ce que des éléments de fixation de l'armature géosynthétique (5) sont agencés au sommet du chapeau (4) ou de la poutre (14).
  12. Structure de fondation selon l'une des revendications 1 à 11, caractérisée en ce que l'armature géosynthétique (5) est formée d'au moins une nappe de renforcement géotextile (7).
  13. Structure de fondation selon la revendication 12, caractérisée en ce que les chapeaux (4) sont recouverts d'une nappe de renforcement (8) n'absorbant des charges relativement importantes que dans une direction (nappe unidirectionnelle) et en ce que ladite nappe de renforcement est elle-même recouverte, avec ou sans interposition d'une couche de terre intermédiaire, d'une seconde nappe de renforcement unidirectionnelle (8'), dont la direction d'absorption des charges est perpendiculaire à celle de la première nappe de renforcement.
  14. Structure de fondation selon la revendication 12, caractérisée en ce que, pour former l'armature géosynthétique, on pose, sur le réseau de pieux (3) et de chapeaux (4), des bandes très résistantes (11, 12) de largeur sensiblement égale à la largeur des chapeaux (4), puis on étend sur ces bandes (11, 12) une nappe de renforcement recouvrant toute la surface.
  15. Structure de fondation selon l'une des revendications 1 à 12, caractérisée en ce que les pieux (3) dotés de chapeaux (4) sont agencés selon un réseau triangulaire et en ce que les fils supportant les charges de l'armature géotextile formée d'une ou plusieurs couches sont agencés de manière correspondante selon une structure triaxiale.
  16. Structure de fondation selon la revendication 15, caractérisée en ce que l'absorption triaxiale de charges est assurée par au moins trois couches d'armatures géosynthétiques unidirectionnelles, agencées selon le réseau triangulaire.
EP99953763A 1998-10-22 1999-10-09 Structure de fondation situee sur un sol faiblement resistant Expired - Lifetime EP1123447B1 (fr)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
DE19848846 1998-10-22
DE19848846A DE19848846A1 (de) 1998-10-22 1998-10-22 Gründungsbauwerk auf gering tragfähigem Grund
PCT/EP1999/007584 WO2000024973A1 (fr) 1998-10-22 1999-10-09 Structure de fondation situee sur un sol faiblement resistant

Publications (2)

Publication Number Publication Date
EP1123447A1 EP1123447A1 (fr) 2001-08-16
EP1123447B1 true EP1123447B1 (fr) 2002-06-12

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ID=7885364

Family Applications (1)

Application Number Title Priority Date Filing Date
EP99953763A Expired - Lifetime EP1123447B1 (fr) 1998-10-22 1999-10-09 Structure de fondation situee sur un sol faiblement resistant

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EP (1) EP1123447B1 (fr)
AU (1) AU1034400A (fr)
DE (2) DE19848846A1 (fr)
ES (1) ES2178486T3 (fr)
WO (1) WO2000024973A1 (fr)

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE10333613B4 (de) * 2003-07-24 2011-06-30 Keller Grundbau GmbH, 63067 Verbesserung einer Weichschicht
CN102102362A (zh) * 2011-03-09 2011-06-22 夏力农 一种直接加固软弱下卧土层地基的方法
GB2493731A (en) * 2011-08-16 2013-02-20 Aspins Foundations Ltd Railway Track Support System
PL3049571T3 (pl) * 2013-09-05 2021-05-31 Geopier Foundation Company, Inc. System i sposób do stabilizowania konstrukcji torów szynowych z zastosowaniem przenoszącego obciążenie urządzenia
CN106638168A (zh) * 2017-01-17 2017-05-10 马鞍山钢铁股份有限公司 加固注浆整治冶金铁路路基病害装置及施工方法
IT201800004163A1 (it) * 2018-04-03 2019-10-03 Metodo di stabilizzazione, per alleggerimento, di un rilevato ferroviario o stradale
WO2022094728A1 (fr) * 2020-11-09 2022-05-12 Tbt Engineering Limited Système de drain résistant au cisaillement pour améliorer les sols de fondation faibles
CN114908618B (zh) * 2022-05-11 2023-06-20 中南大学 一种铁路基翻浆冒泥病害治理的施工装置及方法

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5938429A (ja) * 1982-07-26 1984-03-02 Hasegawa Komuten Co Ltd 埋設コンクリ−ト杭の杭頭処理工法
JP2679235B2 (ja) * 1989-04-07 1997-11-19 東洋紡績株式会社 軟弱地盤埋立工法
JPH0565716A (ja) * 1991-09-06 1993-03-19 Asahi Chem Ind Co Ltd 鋼杭基礎
DE4407747C2 (de) * 1994-03-08 1996-04-04 Porr Technobau Ag Gleis für den schienengeleiteten Verkehr sowie Verfahren zum Ertüchtigen von Gleisen
JPH08218391A (ja) * 1995-02-15 1996-08-27 Kajima Corp レベル調整可能な土間スラブ工法

Also Published As

Publication number Publication date
DE19848846A1 (de) 2000-04-27
AU1034400A (en) 2000-05-15
WO2000024973A1 (fr) 2000-05-04
DE59901767D1 (de) 2002-07-18
ES2178486T3 (es) 2002-12-16
EP1123447A1 (fr) 2001-08-16

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