EP1964978B1 - Verfahren zur Errichtung einer Kaianlage und Kaianlage - Google Patents

Verfahren zur Errichtung einer Kaianlage und Kaianlage Download PDF

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Publication number
EP1964978B1
EP1964978B1 EP07001953A EP07001953A EP1964978B1 EP 1964978 B1 EP1964978 B1 EP 1964978B1 EP 07001953 A EP07001953 A EP 07001953A EP 07001953 A EP07001953 A EP 07001953A EP 1964978 B1 EP1964978 B1 EP 1964978B1
Authority
EP
European Patent Office
Prior art keywords
wall
sheet pile
sliding
earth
anchoring
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.)
Active
Application number
EP07001953A
Other languages
German (de)
English (en)
French (fr)
Other versions
EP1964978A1 (de
Inventor
Werner Dipl.-Ing. Möbius
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.)
Josef Mobius Bau-Aktiengesellschaft
Original Assignee
Josef Mobius Bau-Aktiengesellschaft
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
Priority to ES07001953T priority Critical patent/ES2317594T3/es
Priority to PT07001953T priority patent/PT1964978E/pt
Priority to EP07001953A priority patent/EP1964978B1/de
Priority to DE502007000191T priority patent/DE502007000191D1/de
Priority to DK07001953T priority patent/DK1964978T3/da
Application filed by Josef Mobius Bau-Aktiengesellschaft filed Critical Josef Mobius Bau-Aktiengesellschaft
Priority to PL07001953T priority patent/PL1964978T3/pl
Priority to AT07001953T priority patent/ATE412086T1/de
Publication of EP1964978A1 publication Critical patent/EP1964978A1/de
Application granted granted Critical
Publication of EP1964978B1 publication Critical patent/EP1964978B1/de
Active legal-status Critical Current
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Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
    • E02B3/066—Quays
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/02—Sheet piles or sheet pile bulkheads
    • E02D5/03—Prefabricated parts, e.g. composite sheet piles
    • E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
    • E02D5/06—Fitted piles or other elements specially adapted for closing gaps between two sheet piles or between two walls of sheet piles

Definitions

  • the invention relates to a method for the construction of a quay system according to claim 1.
  • a so-called wall is first erected in the construction of a quay.
  • a sheet pile wall it consists of individual sheet piles, which interlock at the side edges by means of locks positively and sealingly.
  • the sheet piles are designed so that there is a wave-shaped profile in cross-section through the sheet pile wall.
  • sheet piles with heavy, rigid profiles, T or double T-beams, box sections, pipes, concrete piles or other, high bending moment having structural parts when higher forces are to be absorbed.
  • support beams supporting elements and the intervening filling planks are rammed into the load-bearing ground in turn.
  • the land-side surface should be filled with a suitable, mostly sand-rich material to create a quay.
  • a so-called. Slit wall can be built. It is built vertically in sections, the vertical sections are sealed by suitable seals against each other. The sections are provided with a suitable reinforcement, eg so-called. Reinforcing baskets, which are set from above into the slot previously prepared in the ground. Production and construction of such a slot wall are known.
  • anchor rods to the back of the wall. They consist of a longer rod or a longer rod, which is connected at one end to the upper end of the wall and guided obliquely backwards and downwards. At the other end is an anchor panel or plate attached, e.g. arranged perpendicular to the longitudinal extent of the anchor rod and sunk into the ground. Depending on the length of the quay, a larger number of such anchors are mounted at horizontal intervals on the back of the sheet pile wall.
  • the sheet piles or the diaphragm wall must be dimensioned. With only anchoring in the top and bottom of the sheet pile wall or the slot wall comparatively high moments are generated; This means a correspondingly high material and manufacturing costs. In addition, the cost of driving thick-walled profiles is comparatively high.
  • the invention has for its object to provide a method for building a quay, with which optimizes the dimensioning of the wall and the use of materials can be significantly reduced. Furthermore, the attachment of the anchor should not require emptying the excavation.
  • the soil material for the backfilling of the sheet pile wall is applied in layers horizontally or at a predetermined inclination. After making a layer spaced anchor rods are placed on this and connected at one end to the back of the wall. The other end of the anchor rod is connected to an anchor panel or plate. Subsequently, the next layer of soil material is applied to the laid anchor rods and boards. Depending on the height of the sheet pile wall, several layers of anchor rods can be provided one above the other.
  • the inventive method allows, for example, the installation of comparatively lighter support and Greyside, since the design-relevant bending moments and shear forces are reduced by the multi-layered back anchoring. This results in a saving of material and production. The same applies to a diaphragm wall.
  • a slot wall is prepared, which is provided on the inside and back at intervals with vertical sliding profiles, the anchor rods are lowered from above almost horizontally and guided over a sliding connection with the sliding profiles of these down to Overlay on the underlying soil layer.
  • the anchor rods are placed over the sliding connection from above on the sliding profiles and can then slide down to the level of the bottom layer on which rest the anchor rods.
  • the elimination of idle pumping has several advantages. The effort for the installed pump capacity is eliminated.
  • the water pressure in the excavation pit which acts on the back of the wall, counteracts the water pressure on the outside of the wall. It is therefore not necessary to dimension the wall with respect to the forces occurring in the construction phase. Much more It is sufficient to switch off the dimensioning to the conditions after completion of the construction and to orientate it to the traffic loads.
  • the sliding connection of the anchor rods is set during lowering by means of a vibrator under vibration.
  • the vibrator can act on the connecting part on the anchor rod and ensure by vibration that the anchor rod slides easily along the sliding profile up to the level of the underlying layer.
  • the anchor panel can also be shaken with the aid of a vibrator, whereby the anchor rods can be tensioned by tilting the anchor panel.
  • An alternative for tensioning the anchor rods provides to arrange clamping means in the course of the anchor rod.
  • cylinder structures can be used, which are actuated, for example hydraulically or by means of flowable concrete, to put the anchor rods after laying under tension.
  • Conventional turnbuckles come at least when laying the anchor under water out of the question.
  • a wall is formed as a sheet pile wall by driving in sheet piles
  • fastening points can be previously attached to the back of the sheet piles.
  • the wall of the quay consists of filling and support planks, which are driven in alternation and attack on the land side, the anchor rods on linear vertical anchoring rails.
  • a slot wall also horizontally spaced vertical sliding profiles can be embedded, wherein the anchor rods have at the associated end sliding elements which cooperate slidingly with the sliding profile.
  • the sliding profiles may be formed by rails which are mounted over a predetermined height on the slot wall.
  • reinforcement baskets which are usually embedded in such a slot wall.
  • the rails can be installed during the construction of the reinforcement baskets and then protrude over the wall after concreting.
  • a reinforcement double T-beams can be installed in the slot wall, which are arranged at horizontal intervals and with which prior to insertion sliding profiles are connected by welding, extending over a certain height of the double-T profiles.
  • An alternative embodiment provides the invention for this purpose: a C-shaped sliding element, which is pushed onto the bottom flange of the support pile from above and has the fastening means on the rear side for the anchor rod.
  • the fastening means may according to a further embodiment of the invention comprise two parallel spaced tabs, each having a hole through which a bolt can be inserted. The bolt extends through an eyelet or hook at the associated end of the anchor rod.
  • vertically extending sheet pile locks are welded to the back of the support pile.
  • a holding member is attached to which at least a portion of a sheet pile lock of limited length is attached.
  • Such a Sheet pile lock section can be pushed from the top of a corresponding sheet pile lock on the back of the support pile.
  • Sheet piling locks at the edges of sheet piles are known per se. If a sheet pile is driven into the ground next to a sheet pile already driven in, the sheet pile locks of adjacent edges engage in a complementary manner. In this way, the sheet piles are connected to each other tensile strength.
  • sheet piling locks are also suitable for the connection of anchor rods to the rear side of a sheet piling.
  • sheet piling locks are offered as independent semi-finished products. They can be easily divided into individual sections for welding on the holding member. At the back of the support piles, which are mostly double T-sections for larger terrain jumps, the sheet piling locks are welded over the required vertical length.
  • sheet pile locks described can also be attached to reinforcements for slot walls.
  • the holding member is articulated via a bolt connection with the anchor rod.
  • the holding member with little effort from above in a sheet pile lock or another sliding profile is threaded and pushed down to the height of the material layer on which the tie rods are to be placed.
  • two parallel spaced sheet pile lock sections are attached to the support member, which then cooperate with two parallel sheet pile locks, which are welded at a predetermined distance to the back of the support boards.
  • Fig. 1 is a wall 10 to recognize, for example, a slot wall or a sheet pile wall, which consists of individual sheet piles and driven into a ground.
  • a slot wall is assumed to be known.
  • FIG. 1 is water side floor 12 and land side ground 14 left. It depends on the circumstances of the terrain whether and how much material is removed on both sides of the wall 10 before or after the wall 10 has been erected.
  • Behind the wall 10 is soil material, for. B. of rolling sand, to be filled up to a height which is indicated by the level 16. This happens in layers. First, a first layer 18 is filled. Subsequently, several anchors 20 are placed on this horizontally spaced apart.
  • Each anchor consists of an anchor rod 22 and a Anchor board 24 at the rear end.
  • the front end of the rod 22 is connected to the wall 10 via an articulated, vertically displaceable, non-positive connection.
  • a next layer 26 is filled and placed on this again anchor rods 22, as described in connection with the layer 18.
  • the layer 28 and finally the layer 30 are then applied to this layer.
  • parallel spaced anchor rods 22 are placed in three vertically spaced planes each with an anchor plate 24 which extends approximately perpendicular to the axis of the rods 22.
  • the area of an anchor board results from the static calculation.
  • Fig. 2 is a sheet pile wall 10 created from two different profiles, namely on the one hand from double-T-shaped support beams 30 and Z-shaped Grebohlen 32.
  • the profiles 30, 32 engage in a known manner, as in Fig. 2 is shown, at the edges of sheet pile lock joints 31 into each other.
  • the connection of the sheet pile profiles 32 with the corresponding webs of the support beams 50, 52 also takes place via lock connections 31st
  • a sheet pile lock 54, 56 is welded to the back of the land-side lower flange of the supporting planks. It extends over the height of the planned anchoring of the support planks 50 and 52, respectively.
  • a holding member 58 can be seen. It has two parallel spaced eye panels 60 which are welded to a head plate 62 at the front end. On the outside of the eye plates 60 are above and below stiffening plates 64, 66 welded. Inside, the eye panels 60 are connected by a stiffening plate 68. Through the eye plates 60 extends a circular passage in which a bolt 70 is received. The bolt extends through an eye 72 at the end of an anchor rod 74.
  • the holding member 58 has a limited height. At the front of the top plate two bung lock sections 76, 78 are welded. Their spacing is such that the sheet pile lock sections 76, 78 can fit snugly within the complementary sheet pile locks 54, 56 as the support member 58 is moved up and down along the support planks. In this way, holding member and support beams 10a are positively connected to each other.
  • the tie rod 74 does not yet have to be fastened. The attachment by means of the bolt 70 takes place before the holding member 58 is lowered under water up to the level of the material layer on which the anchor rod 74 rests.
  • Fig. 5 shows graphically clearer the connection region between the lock profiles of the support member 58 and those of the support planks 50, 52nd
  • Fig. 6 is a slot wall 80 indicated, as in the case of FIG. 1 can be built.
  • the preparation of the diaphragm wall is known to be such that first a slot is made in the ground, which is constantly filled with Betonit as support liquid. The dredging is done wall sections in the so-called island method. First, a first wall section is produced and at a distance from a wall section another vertical wall section, after which then the third wall section is dredged and concreted between the two wall sections. Seals are provided between the vertical wall sections to prevent penetration of water through the joints. In the FIGS. 6 and 7 the individual wall sections are not indicated.
  • double T-profiles 82 are embedded in the slot wall at intervals.
  • slide rails 84 are mounted, preferably by using sheet pile lock profiles 54.
  • Slide rails 54 extend only over a certain height of the double T-profiles 82, the height of which depends on which height range Anchor rods 22a to be laid.
  • the slide rails 84 and 54 are after the concreting on the inside or back of the wall 80 over, so that they of C-shaped sliding elements 40 a, 76 comparable to the sliding elements 40 after FIG. 2 can be overruled.
  • the tie rods 22a are coupled to the sliders 40a via a hinge 88, as shown in FIG FIG. 2 is shown.
  • FIG. 7 a slot wall 90 is shown, comparable to the slot wall 80 after FIG. 6 , In contrast to FIG. 6 90 so-called reinforcing baskets 92 are embedded in the slot wall.
  • This method is also already known.
  • sheet pile lock profiles 84 and 54 are again mounted prior to insertion into the slot wall, which extend after concreting the wall 90 on the inside or back and allow sliding elements 40 a, 76 pushed from above can be.
  • the extent of the slide rails 84 is again interpreted to the height range over which anchor rods 22a to be laid.

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Civil Engineering (AREA)
  • Composite Materials (AREA)
  • Mechanical Engineering (AREA)
  • Ocean & Marine Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Environmental & Geological Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Revetment (AREA)
  • Machines For Manufacturing Corrugated Board In Mechanical Paper-Making Processes (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)
EP07001953A 2007-01-30 2007-01-30 Verfahren zur Errichtung einer Kaianlage und Kaianlage Active EP1964978B1 (de)

Priority Applications (7)

Application Number Priority Date Filing Date Title
PT07001953T PT1964978E (pt) 2007-01-30 2007-01-30 Processo para a construção de uma instalação de cais e instalação de cais
EP07001953A EP1964978B1 (de) 2007-01-30 2007-01-30 Verfahren zur Errichtung einer Kaianlage und Kaianlage
DE502007000191T DE502007000191D1 (de) 2007-01-30 2007-01-30 Verfahren zur Errichtung einer Kaianlage und Kaianlage
DK07001953T DK1964978T3 (da) 2007-01-30 2007-01-30 Fremgangsmåde til opförsel af et kajanlæg og et kajanlæg
ES07001953T ES2317594T3 (es) 2007-01-30 2007-01-30 Procedimiento para la construccion de una instalacion de muelle e instalacion de muelle.
PL07001953T PL1964978T3 (pl) 2007-01-30 2007-01-30 Sposób budowy instalacji nabrzeżnej i instalacja nabrzeżna
AT07001953T ATE412086T1 (de) 2007-01-30 2007-01-30 Verfahren zur errichtung einer kaianlage und kaianlage

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP07001953A EP1964978B1 (de) 2007-01-30 2007-01-30 Verfahren zur Errichtung einer Kaianlage und Kaianlage

Publications (2)

Publication Number Publication Date
EP1964978A1 EP1964978A1 (de) 2008-09-03
EP1964978B1 true EP1964978B1 (de) 2008-10-22

Family

ID=38180586

Family Applications (1)

Application Number Title Priority Date Filing Date
EP07001953A Active EP1964978B1 (de) 2007-01-30 2007-01-30 Verfahren zur Errichtung einer Kaianlage und Kaianlage

Country Status (7)

Country Link
EP (1) EP1964978B1 (pl)
AT (1) ATE412086T1 (pl)
DE (1) DE502007000191D1 (pl)
DK (1) DK1964978T3 (pl)
ES (1) ES2317594T3 (pl)
PL (1) PL1964978T3 (pl)
PT (1) PT1964978E (pl)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102016118896A1 (de) 2016-10-05 2018-04-05 Bilfinger Marine & Offshore Systems Gmbh Spundwand mit wenigstens einer Tragbohle und Verfahren zum Herstellen einer Spundwand

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE604250C (de) * 1934-10-17 Kurt Schroeder Dipl Ing Verankerung fuer eiserne Spundwaende
US4690588A (en) * 1984-05-04 1987-09-01 C-Lock Retention Systems, Inc. Seawall
FR2889215B1 (fr) * 2005-07-26 2009-03-06 Filtaro Sarl Mur de quai, destine notamment a proteger les berges d'un bord cotier

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102016118896A1 (de) 2016-10-05 2018-04-05 Bilfinger Marine & Offshore Systems Gmbh Spundwand mit wenigstens einer Tragbohle und Verfahren zum Herstellen einer Spundwand

Also Published As

Publication number Publication date
DE502007000191D1 (de) 2008-12-04
EP1964978A1 (de) 2008-09-03
PT1964978E (pt) 2009-01-30
DK1964978T3 (da) 2009-03-02
ATE412086T1 (de) 2008-11-15
ES2317594T3 (es) 2009-04-16
PL1964978T3 (pl) 2009-04-30

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