EP0189443A1 - Prestressed anchorage rod and pile. - Google Patents

Prestressed anchorage rod and pile.

Info

Publication number
EP0189443A1
EP0189443A1 EP85903227A EP85903227A EP0189443A1 EP 0189443 A1 EP0189443 A1 EP 0189443A1 EP 85903227 A EP85903227 A EP 85903227A EP 85903227 A EP85903227 A EP 85903227A EP 0189443 A1 EP0189443 A1 EP 0189443A1
Authority
EP
European Patent Office
Prior art keywords
anchor
pressure
tension
pile
tension member
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.)
Granted
Application number
EP85903227A
Other languages
German (de)
French (fr)
Other versions
EP0189443B1 (en
Inventor
Ernst Reichert
Karl Schutt
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.)
Cessione stahlwerk Annahuette Max Aicher & Co GmbH
Original Assignee
Stump Bohr GmbH
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 Stump Bohr GmbH filed Critical Stump Bohr GmbH
Priority to AT85903227T priority Critical patent/ATE39009T1/en
Publication of EP0189443A1 publication Critical patent/EP0189443A1/en
Application granted granted Critical
Publication of EP0189443B1 publication Critical patent/EP0189443B1/en
Expired legal-status Critical Current

Links

Classifications

    • 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
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/80—Ground anchors
    • 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
    • E02D5/22—Piles
    • E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
    • 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
    • E02D5/22—Piles
    • E02D5/24—Prefabricated piles
    • E02D5/28—Prefabricated piles made of steel or other metals
    • E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
    • 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
    • E02D5/22—Piles
    • E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
    • E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
    • 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
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/80—Ground anchors
    • E02D5/808—Ground anchors anchored by using exclusively a bonding material

Definitions

  • the invention relates to components in the subsoil, such as ground anchors and earth piles or the like, with the features of the preambles of claims 1 and 13.
  • Type A anchors transmit the bond stresses from the tension member directly to the grout.
  • Type B anchors transmit the bond stress via a pressure pipe into the compression body.
  • the anchor type A has the disadvantage that the bond stress has a stress peak at the beginning of the compression body and then decreases towards the end at the base of the anchor hole. In a very rough approximation, the bond stress is distributed triangularly with the maximum at the beginning of the pressing section and approaches zero towards the end of the pressing section.
  • a disadvantage of both types of anchors is that the bond stresses are distributed very unevenly over the anchor length, so that they cannot absorb the maximum bond forces.
  • the invention has for its object to provide a component such as anchors, piles or the like, the anchor forces or load capacities are considerably increased and in which the bond forces are distributed more evenly over the anchor length.
  • Figure 1 is a schematic side view of a known type A anchor with a diagram for the bond stress curve.
  • FIG. 2 shows a schematic side view of a known type 3 anchor with a diagram for the bond stress curve
  • Fig. 3 is a schematic side view of a
  • FIG. 4 shows a modified embodiment according to FIG. 3
  • Fig. 5 is a schematic cross section along the line V-V in Fig. 3;
  • Fig. 6 is a schematic cross section along the line VI-VI in Fig. 4;
  • 7a shows a schematic partial longitudinal section of an anchor according to the invention in the region of the compression body; 7b shows a partial longitudinal section of an anchor according to FIG. 7a in the region of the free anchor length;
  • FIG. 7c shows a schematic cross section along the line VIIc-VIIc in FIG. 7a;
  • FIG. 7d shows a schematic cross section along the line VIII-VIId in FIG. 7b;
  • FIG. 8a shows a partial longitudinal section of an anchor according to the invention of a further modified embodiment in the region of the compression body
  • Ui iT 8b shows a partial longitudinal section of an anchor according to FIG. 8a in the area of the free anchor length
  • FIG. 8c shows a schematic cross section along the line VIIIc-VIIIc in FIG. 8b;
  • FIG. 9 shows a schematic partial longitudinal section of an anchor after the invention according to a further embodiment in the region of the pressing body
  • FIG. 9a shows a schematic cross section along the line IXa-IXa in FIG. 9;
  • FIG. 11 is a schematic partial longitudinal section of a pile according to a modified embodiment
  • Fig. 12 is a schematic partial longitudinal section of a pile according to another embodiment.
  • the known compression anchor of type A shown in Fig. 1 has a tension member 1, for example in the form of a prestressing steel.
  • This tension member 1 which is introduced into an anchor hole (not shown), is over the anchoring lengths covered with hardening building material by pressing.
  • the hardening building material preferably cement, has a direct bond with the tension member. After the building material has hardened, the tension member 1 is tensioned in the direction of the arrow against an abutment 3 by a tensioning press, not shown.
  • a bond stress occurs in the joint between building material and floor, the approximate triangular shape of which shows the schematic diagram 4 associated with the pressing section.
  • the maximum of the verbunc tension occurs at the beginning of the pressing section and then runs towards the end towards the earth. If the absorbable verbunc tension is exceeded, the bond stress triangle slides into the dashed position in a rough approximation. bottom end of anchor. It is not possible to arbitrarily increase the absorbable anchor force by any extension of the pressing body 2. In the case of very long grout lengths, the bond stress at the bottom end of the anchor is only slight or zero.
  • the known type B anchor shown schematically in FIG. 2 in turn has a tension member 1 in the form of a prestressing steel.
  • This tension member 1 is provided with a cladding tube 5 (short piece indicated by dashed lines), which thus keeps the tension member 1 free of a direct connection with the compression body 2.
  • the tension member 1 is connected to an anchor body 6.
  • a pressure member 1 ' is usually connected in the form of a tube which surrounds the tension member 1 concentrically.
  • the tension member 1 is again to be clamped against an abutment 3 in the direction of the arrow by a tensioning press, not shown.
  • In the construction material / floor joint there is again a very rough approximation of a triangular course of the composite stress diagram 4 '. However, this has its maximum at the bottom end of the pressing section.
  • the anchor according to the invention shown schematically in Fig. 3 has at least two tension members 1 and 1 ', which are connected indirectly or directly at the bottom end via the anchor body 6.
  • the tension member 1 is provided according to the anchor type B of FIG. 2 over its entire length with a cladding tube 5, so that there is no bond with the pressing body 3.
  • the tension member 1 ' which is in the compression body area without a cladding tube, is preferably profiled or ribbed and in direct connection with the compression body and is also indirectly or directly connected to the anchor body 6 at the bottom end of the tension member 1.
  • the bottom-side end section of the tension member 1 'on the tension member 1 and the anchor body 6 under pressure.
  • the tension member 1 can be formed by a single prestressing steel which is provided with the cladding tube 5.
  • the tension member 1 ' is formed by individual rods and / or strands which are arranged concentrically to the tension member 1.
  • the central tension member 1 can also consist of several, here three individual rods or strands, which in turn are surrounded by a common cladding tube 5.
  • allowances 8 are inserted between the tension members 1 'in the area of the end sections their bottom end is also directly or indirectly connected to the anchor body 6, the other ends of which, however, end freely at the end of the pressing section. This allowance iron 8 together with the end sections of the tension members 1 'form the pressure member.
  • an anchor force can be applied to the anchor according to the invention, which is approximately as large as the anchor force of an anchor of the type A and B together, but with much less drilling work than in the manufacture of an anchor of the type A and a type B anchor would be required separately.
  • the aim is to achieve a roughly approximate rectangular composite stress curve.
  • the formation of an anchor in the area of the compression body 2 can be seen more clearly from FIG. 7a.
  • the tension member 1 in the form of a steel rod is screwed to the anchor body 6, for example. It is surrounded by the cladding tube 5 in the form of, for example, a plastic tube.
  • This cladding tube 5 extends over the entire length of the tension member 1 to the anchor body 6.
  • this cladding tube 5 can also consist entirely of steel over a certain distance in order to better counteract a buckling of the compression rods towards the inside.
  • the cladding tube 5 can also have a profile on the outside and thus also take on a pressure tube function.
  • the anchor body 6 has an annular shoulder 9 on the circumference.
  • the bottom ends 11 of the tension members 1 ' are inserted in the form of individual rods.
  • the hardening building material which is also pressed into the annular space 10, connects the anchor body 6 and ends 11 of the tension members 1 'to one another.
  • the annular shoulder 9 prevents the building material from creeping away and absorbs the splitting tensile forces. With a corresponding extension and profiling of the annular shoulder 9 on the outside, this can also take over a pressure pipe function and part of the pressure-loaded rods or strands relieve wisely.
  • the ends 11 of the tension members 1 ' which act as pressure members in their end section, are bundled by means of bands 12 to prevent buckling.
  • the anchor body 6 is provided with cylindrical pocket recesses 13 which are distributed around the circumference and have the same spacing from one another. The bottom ends of the tension members 1 'are plugged in by these recesses.
  • the anchor body 6 is replaced by a thickening 15 caused by upsetting the ends of the tension member 1 bil rods or strands.
  • the resulting thickening transfers the tensile force via the hardening building material of the pressing body 2 to the ends of the metering eggs 1 'forming the pressure member.
  • the previous anchor body 6 is thus formed from the thickening 15, the pressing body 2 and the steel tube piece 16.
  • the steel pipe section 16 can have both internal and external profiles and then additionally take on a pressure pipe function.
  • the anchors according to FIGS. 3 to 9 can additionally be surrounded in the pressing section by a plastic finned tube, not shown, which serves as additional corrosion protection for permanent anchors.
  • the steel pile shown in Fig. 10 has an outer tube 20; this can also consist of individual pieces that have been pushed through sleeves.
  • the outer tube 20 and the inner rod 20 ' are loaded, for example via a pile head plate 22, by a foundation indicated by arrows.
  • the pile head plate is connected to the inner rod 20 ', for example by a thread, through which the pile head plate 22 can also be adjusted to the exact desired height.
  • a compressible or squeezable mass 23 first separates the end face of the outer tube 20 from the end face of the ring flange of the pile head plate 22.
  • the mass 23 is an element for maintaining distance and at the same time has a sealing function against penetrating cement.
  • the height of the mass 23 takes into account the various elastic upsets which result from the different effective lengths of the outer tube 20 and the inner rod 20 '. Only after the elastic differential length has been consumed, which is greater in the steel inner rod 20 'than in the steel outer tube 20, should the two end faces be fully engaged.
  • the steel pile shown in Fig. 11 has a modified pile head construction.
  • the steel pile is through a fun loaded, which transmits the load to a tubular pile head body 30 by means of composite stresses, which are indicated by arrows.
  • This pile head body 30 is connected to the inner rod 20 ', for example by a thread.
  • a compressible or squeezable mass 23 is in turn switched on as a preliminary separating element and the screw construction also allows the exact height adjustment here.
  • the normal stress curve 31 in the pile head body 30 resulting from the construction is also interesting.
  • the tensile region (+) results in a transverse contraction
  • the compressive region (-) results in a transverse expansion.
  • a transverse stretch increases the absorbable bond stress
  • a transverse contraction reduces it. This can be counteracted by slight variation in the force components of the pile tube 20 and the inner rod 20 '.
  • the absorbable bond stress is optimized by transverse expansion, which can be advantageous for foundations that have appropriate reinforcement.

Abstract

PCT No. PCT/DE85/00241 Sec. 371 Date May 5, 1986 Sec. 102(e) Date May 5, 1986 PCT Filed Jul. 12, 1985 PCT Pub. No. WO86/00655 PCT Pub. Date Jan. 30, 1986.The anchoring element has at least one anchor traction member 1 stressable against an abutment 3 and kept longitudinally movable in the ground by an envelope 5. An anchor body 6 is connected with this anchor traction member 1 at its end facing the bottom of the anchor bore. The anchor body 6 interacts with at least one pressure member 1' under pressure. This pressure member 1', cooperating with the surrounding compression body 2, is also extended, as a traction member 1' for tensioning against the abutment 3, up to the ground surface. The traction member 1' cooperating with the compression body 2 is this way used on one hand, for pressure, and on the other hand for traction.

Description

Erdanker und Erdpfahl Ground anchor and post
Die Erfindung betrifft Bauelemente im Baugrund, wie Erdanker und Erdpfähle oder dergleichen, mit den Merkmalen der Oberbegriffe der Patentansprüche 1 und 13.The invention relates to components in the subsoil, such as ground anchors and earth piles or the like, with the features of the preambles of claims 1 and 13.
Aus der Veröffentlichung in der Fachzeitschrift "Der Bauingenieur 51", 1976, Seite 110, ist es bekannt, daß es Anker des Typs A und des Typs B gibt. Anker des Typs A übertragen die Verbundspannungen vom Zugglied direkt auf den Verpreßkörper. Anker des Typs B übertragen die Verbundspannung über ein Druckrohr in den Verpreßkörper.From the publication in the trade journal "Der Bauingenieur 51", 1976, page 110, it is known that there are type A and type B anchors. Type A anchors transmit the bond stresses from the tension member directly to the grout. Type B anchors transmit the bond stress via a pressure pipe into the compression body.
Der Ankertyp A hat den Nachteil, daß die Verbundspannung am Beginn des Verpreßkörpers eine Spannungsspitze aufweist und dann zum ankerlochgrundseitigen Ende hin abnimmt. In sehr grober Annäherung verteilt sich die Verbundspannung dreieckförmig mit dem Maximum am Beginn der Verpreßstrecke und geht gegen Null zum Ende der Verpreßstrecke hin.The anchor type A has the disadvantage that the bond stress has a stress peak at the beginning of the compression body and then decreases towards the end at the base of the anchor hole. In a very rough approximation, the bond stress is distributed triangularly with the maximum at the beginning of the pressing section and approaches zero towards the end of the pressing section.
Beim Ankertyp B besteht der Nachteil in derselben Weise, nur umgekehrt, die Verbundspannung hat am ankerlochgrundseitigen Ende das Maximum und geht zum luftseitigen Ende der Verpreßstrecke hin gegen Null.In the case of anchor type B, the disadvantage is the same, only the other way round, the bond stress has the maximum at the end of the anchor hole at the base of the anchor hole and approaches zero at the air-side end of the pressing section.
Nachteilig ist bei beiden Ankertypen, daß die Verbundspannungen sehr ungleichmäßig über die Verankerungslänge verteilt sind, so daß sie nicht die maximalen Verbundkräfte aufnehmen können.A disadvantage of both types of anchors is that the bond stresses are distributed very unevenly over the anchor length, so that they cannot absorb the maximum bond forces.
Der Erfindung liegt die Aufgabe zugrunde, ein Bauelement wie Anker, Pfähle oder dergleichen zu schaffen, deren Ankerkräfte bzw. Tragkräfte beträchtlich erhöht sind und bei denen die Verbundkräfte über die Verankerungslänge gleichmäßiger verteilt sind.The invention has for its object to provide a component such as anchors, piles or the like, the anchor forces or load capacities are considerably increased and in which the bond forces are distributed more evenly over the anchor length.
Die Erfindung löst diese Aufgabe mit den die Erfindung kennzeichnenden Merkmalen der Patentansprüche 1 und 13.The invention solves this problem with the features of claims 1 and 13 characterizing the invention.
Ausgestaltungen der Erfindung ergeben sich aus den Unteransprüchen.Embodiments of the invention result from the subclaims.
Die Erfindung wird nachfolgend anhand von in der Zeichnung dargestellten Ausführungsbeispielen näher erläutert. In der Zeichnung zeigen:The invention is explained in more detail below with reference to exemplary embodiments shown in the drawing. The drawing shows:
Fig. 1 eine schematische Seitenansicht eines bekannten Ankers Typ A mit Diagramm für den Verbundspannungsverlauf;Figure 1 is a schematic side view of a known type A anchor with a diagram for the bond stress curve.
Fig. 2 eine schematische Seitenansicht eines bekannten Ankers Typ 3 mit Diagramm für den Verbundspannungsverlauf;2 shows a schematic side view of a known type 3 anchor with a diagram for the bond stress curve;
Fig. 3 eine schematische Seitenansicht einesFig. 3 is a schematic side view of a
Ankers nach der Erfindung mit Diagrammen für den Verbundspannungsverlauf;Anchor according to the invention with diagrams for the composite stress curve;
Fig. 4 eine geänderte Äu≤führungsform nach Fig. 3;FIG. 4 shows a modified embodiment according to FIG. 3;
Fig. 5 einen schematischen Querschnitt nach der Linie V-V in Fig. 3;Fig. 5 is a schematic cross section along the line V-V in Fig. 3;
Fig. 6 einen schematischen Querschnitt nach der Linie VI-VI in Fig. 4;Fig. 6 is a schematic cross section along the line VI-VI in Fig. 4;
Fig. 7a einen schematischen Teillängsschnitt eines Ankers nach der Erfindung im Bereich des Verpreßkörpers; Fig. 7b einen Teillängsschnitt eines Ankers nach Fig. 7a im Bereich der freien Ankerlänge;7a shows a schematic partial longitudinal section of an anchor according to the invention in the region of the compression body; 7b shows a partial longitudinal section of an anchor according to FIG. 7a in the region of the free anchor length;
Fig. 7c einen schematischen Querschnitt nach der Linie VIIc-VIIc in Fig. 7a;7c shows a schematic cross section along the line VIIc-VIIc in FIG. 7a;
Fig. 7d einen schematischen Querschnitt nach der Linie Vlld-VIId in Fig. 7b;7d shows a schematic cross section along the line VIII-VIId in FIG. 7b;
Fig. 8a einen Teillängsschnitt eines Ankers nach der Erfindung einer weiteren geänderten Ausführungsform im Bereich des Verpreßkörpers;8a shows a partial longitudinal section of an anchor according to the invention of a further modified embodiment in the region of the compression body;
Ui iT 8b einen Teillängsschnitt eines Ankers nach Fig. 8a im Bereich der freien Ankerlänge;Ui iT 8b shows a partial longitudinal section of an anchor according to FIG. 8a in the area of the free anchor length;
Fig. 8c einen schematischen Buersesnnitt nach der Linie VIIIc-VIIIc in Fig. 8b;8c shows a schematic cross section along the line VIIIc-VIIIc in FIG. 8b;
Fig.9 einen schematischen Teillängsschnitt eines Ankers nach der Erfiniung nach einer weiteren Ausführungsform im Bereich des Verpreßkörpers;9 shows a schematic partial longitudinal section of an anchor after the invention according to a further embodiment in the region of the pressing body;
Fig. 9a einen schematischen Querschnitt nach der Linie IXa-IXa in Fig. 9;9a shows a schematic cross section along the line IXa-IXa in FIG. 9;
Fig. 10 einen schematischen Längsschnitt durch einen Pfahl nach der Erfindung;10 shows a schematic longitudinal section through a pile according to the invention;
Fig. 11 einen schematischen Teillängsschnitt eines Pfahles nach einer geänderten Ausführungsform, und Fig. 12 einen schematischen Teillängsschnitt eines Pfahles nach einer weiteren Ausführungsform.11 is a schematic partial longitudinal section of a pile according to a modified embodiment, and Fig. 12 is a schematic partial longitudinal section of a pile according to another embodiment.
Der in Fig. 1 dargestellte bekannte Verpreßanker des Typs A besitzt ein Zugglied 1, z.B. in Form eines Spannstahls. Dieses in ein nicht dargestelltes Ankerloch eingebrachte Zugglied 1 wird über die Verankerungslängel mit erhärtendem Baustoff durch Verpressen umhüllt. Der erhärtende Baustoff, vorzugsweise Zement, besitzt direkten Verbund mit dem Zugglied. Nach dem Erhärten des Baustoffes wird das Zugglied 1 durch eine nicht dargestellte Spannpresse in Pfeilrichtung gegen ein Widerlager 3 gespannt.The known compression anchor of type A shown in Fig. 1 has a tension member 1, for example in the form of a prestressing steel. This tension member 1, which is introduced into an anchor hole (not shown), is over the anchoring lengths covered with hardening building material by pressing. The hardening building material, preferably cement, has a direct bond with the tension member. After the building material has hardened, the tension member 1 is tensioned in the direction of the arrow against an abutment 3 by a tensioning press, not shown.
In der Fuge Baustoff/Boden tritt eine Verbundspannung auf, deren in sehr grober Näherung dreieckförmiger Verlauf das der Verpreßstrecke zugeordnete schematische Diagramm 4 wiedergibt. Das Maximum der Verbuncspannung tritt am Beginn der Verpreßstrecke auf und verläuft dann zum erdseitigen Ende hin gegen 0. Wird die aufnehmbare Verbuncspannung überschritten, so rutscht in grober Näherung das Verbundspannungsdreieck in die gestrichelte Stellung zum. bodenseitigen Ankerende hin. Es ist nicht möglich, durch beliebige Verlängerung des Verpreßkörpers 2 die aufnehmbare Ankerkraft beliebig zu steigern. Bei sehr langen Verpreßkörperlängen ist die Verbundspannung am bodenseitigen Ende des Ankers nur gering oder gleich Null.A bond stress occurs in the joint between building material and floor, the approximate triangular shape of which shows the schematic diagram 4 associated with the pressing section. The maximum of the verbunc tension occurs at the beginning of the pressing section and then runs towards the end towards the earth. If the absorbable verbunc tension is exceeded, the bond stress triangle slides into the dashed position in a rough approximation. bottom end of anchor. It is not possible to arbitrarily increase the absorbable anchor force by any extension of the pressing body 2. In the case of very long grout lengths, the bond stress at the bottom end of the anchor is only slight or zero.
Der in Fig. 2 schematisch dargestellte bekannte Anker des Typs B besitzt wiederum ein Zugglied 1 in Form eines Spannstahls. Dieses Zugglied 1 ist mit einem Hüllrohr 5 (kurzes Stück strichliert angedeutet) versehen, welches damit das Zugglied 1 freihält von einem direkten Verbund mit dem Verpreßkörper 2. Am bodenseitigen Ende ist das Zugglied 1 mit einem Ankerkörper 6 verbunden. Mit diesem ist ein Druckglied 1' meist in Form eines Rohres verbunden, welches das Zugglied 1 konzentrisch umgibt. Das Zugglied 1 wird wieder um durch eine nicht dargestellte Spannpresse in Pfeilrichtung gegen ein Widerlager 3 gespannt. In der Fuge Baustoff/ Boden ergibt sich wiederum in sehr grober Näherung ein dreieckförmiger Verlauf des Verbundspannungsdiagramms 4'. Dieses besitzt jedoch ihr Maximum nun am bodenseitigen Ende der Verpreßstrecke.The known type B anchor shown schematically in FIG. 2 in turn has a tension member 1 in the form of a prestressing steel. This tension member 1 is provided with a cladding tube 5 (short piece indicated by dashed lines), which thus keeps the tension member 1 free of a direct connection with the compression body 2. At the bottom end, the tension member 1 is connected to an anchor body 6. With this a pressure member 1 'is usually connected in the form of a tube which surrounds the tension member 1 concentrically. The tension member 1 is again to be clamped against an abutment 3 in the direction of the arrow by a tensioning press, not shown. In the construction material / floor joint there is again a very rough approximation of a triangular course of the composite stress diagram 4 '. However, this has its maximum at the bottom end of the pressing section.
Der in Fig. 3 schematisch dargestellte erfindungsgemäße Anker besitzt wenigstens zwei Zugglieder 1 und 1', die am bodenseitigen Ende über den Ankerkörper 6 mittelbar oder unmittelbar verbunden sind. Das Zugglied 1 ist entsprechend dem Ankertyp B nach Fig. 2 über seine ganze Länge mit einem Hüllrohr 5 versehen, so daß es keinen Verbund mit dem Verpreßkörper 3 gibt. Das Zugglied 1', welches im Verpreßkörperbereich ohne Hüllrohr ist, ist vorzugsweise profiliert oder gerippt und in direktem Verbund mit dem Verpreßkörper und steht auch mittelbar oder unmittelbar in Verbindung mit dem Ankerkörper 6 am bodenseitigen Ende des Zuggliedes 1. Dadurch wird die bodεnseitige Endstrecke des Zuggliedes 1' über das Zugglied 1 und den Ankerkörper 6 auf Druck bean- sprucht.The anchor according to the invention shown schematically in Fig. 3 has at least two tension members 1 and 1 ', which are connected indirectly or directly at the bottom end via the anchor body 6. The tension member 1 is provided according to the anchor type B of FIG. 2 over its entire length with a cladding tube 5, so that there is no bond with the pressing body 3. The tension member 1 ', which is in the compression body area without a cladding tube, is preferably profiled or ribbed and in direct connection with the compression body and is also indirectly or directly connected to the anchor body 6 at the bottom end of the tension member 1. As a result, the bottom-side end section of the tension member 1 'on the tension member 1 and the anchor body 6 under pressure.
Sowohl das Zugglied 1 als auch das Zugglied 1' werden durch nicht dargestellte Pressen in den angegebenen Pfeilrichtungen gegen das Widerlager 3 gespannt.Both the tension member 1 and the tension member 1 'are clamped against the abutment 3 in the indicated arrow directions by pressing, not shown.
Wie aus Fig. 5 ersichtlich, kann das Zugglied 1 von einem einzigen Spannstahl gebildet sein, der mit dem Hüllrohr 5 versehen ist. Das Zugglied 1' wird von Einzelstäben und/oder Litzen gebildet, die konzentrisch zum Zugglied 1 angeordnet sind.5, the tension member 1 can be formed by a single prestressing steel which is provided with the cladding tube 5. The tension member 1 'is formed by individual rods and / or strands which are arranged concentrically to the tension member 1.
Wie aus Fig. 6 ersichtlich, kann das zentrische Zugglied 1 aber auch aus mehreren, hier drei Einzelstäben oder Litzen, bestehen, die wiederum von einem gemeinsamen Hüllrohr 5 umgeben sind. Zusätzlich sind zwischen die Zugglieder 1' im Bereich der Endstrecken Zulageeisen 8 eingesetzt, die an ihrem bodenseitigen Ende ebenfalls mit dem Ankerkörper 6 mittelbar oder unmittelbar in Verbindung stehen, deren andere Enden aber frei am Ende der Verpreßstrecke enden. Diese Zulageeisen 8 bilden zusammen mit den Endstrecken der Zugglieder 1' das Druckglied.As can be seen from FIG. 6, the central tension member 1 can also consist of several, here three individual rods or strands, which in turn are surrounded by a common cladding tube 5. In addition, allowances 8 are inserted between the tension members 1 'in the area of the end sections their bottom end is also directly or indirectly connected to the anchor body 6, the other ends of which, however, end freely at the end of the pressing section. This allowance iron 8 together with the end sections of the tension members 1 'form the pressure member.
Wie aus Fig. 3 ersichtlich, werden durch das Spannen der Zugglieder 1 und 1' gegen das Widerlager 3 bei genügend großer Verpreßstreckenlänge in der Fuge Baustoff/Boden nacheinander die Verbundspannungen nach den Diagrammen 4 und 4' wirksam. An das Verbundspannungsdiagramm 4, das dem Ankertyp A entspricht, schließt sich das umgekehrt geformte Verbundspannungsdiagramm 4' des Ankertyps B an.As can be seen from Fig. 3, by tensioning the tension members 1 and 1 'against the abutment 3 with a sufficiently large compression path length in the construction material / floor joint, the bond stresses according to diagrams 4 and 4 'are effective one after the other. The composite voltage diagram 4 ′ of the anchor type B is connected in reverse to the composite voltage diagram 4, which corresponds to the armature type A.
Hieraus ergibt sich, daß bei dem Anker nach der Erfindung eine Ankerkraft aufgebracht werden kann, die annäherungsweise so groß ist wie die Ankerkraft eines Ankers des Typs A und B zusammen, wobei aber wesentlich weniger Bohrarbeit anfällt, als dies bei der Herstellung eines Ankers des Typs A und eines Ankers des Typs B getrennt voneinander erforderlich wäre.It follows that an anchor force can be applied to the anchor according to the invention, which is approximately as large as the anchor force of an anchor of the type A and B together, but with much less drilling work than in the manufacture of an anchor of the type A and a type B anchor would be required separately.
Bei dem Anker nach der Fig. 4 wird das Zustaniekommen eines in grober Näherung rechteckigen Verbundspannungsverlaufs angestrebt.In the anchor according to FIG. 4, the aim is to achieve a roughly approximate rectangular composite stress curve.
Dies setzt sowohl gleiche Spannkraft de r Zuggliederl und 1' als auch eine besondere Bemessung der Verpreßstreckenlänge voraus.This presupposes both the same tension force of the tension members and 1 'as well as a special dimensioning of the length of the pressing section.
In der Fachzeitschrift "Der Bauingenieur 51", 1976, H. 3, sind auf der Seite 113 Bemessungsdiagramme veröffentlicht, aus denen bodenabhängig die für eine bestimmte Verpreßstrekkenlänge erzielbare Ankertragkraft ablesbar ist, nach weleher dann auch die Zugglieder 1und 1' zu bemessen sind. Um bei gleichzeitigem Spannen des Zuggliedes 1 und 1' auch die gleichen Spannkräfte aufbringen zu können, ist eine spezielle Presse erforderlich, die den verschiedenen freien Stahllängen der Zugglieder 1 und 1' Rechnung trägt.In the trade journal "Der Bauingenieur 51", 1976, H. 3, 113 dimensioning diagrams are published on page, from which, depending on the soil, the diagrams for a specific grouting length achievable anchor load capacity can be read, according to which the tension members 1 and 1 'are then to be dimensioned. In order to be able to apply the same clamping forces while simultaneously tensioning the tension members 1 and 1 ', a special press is required which takes into account the different free steel lengths of the tension members 1 and 1'.
Bei Erreichung eines rechteckförmigen Verbundspannungsverlaufs ist gegenüber einem Ankertyp A oder B bei gleicher Ankerlänge demnach eine größere Ankerkraft erzielbar, was von großer wirtschaftlicher Bedeutung ist.When a rectangular composite stress curve is achieved, a larger anchor force can be achieved compared to an anchor type A or B with the same anchor length, which is of great economic importance.
Läßt sich die Spannkraft der Zugglieder 1 und 1' von der Zuggliedanordnung her nicht genau in gleicher Größe ausführen, so ergibt sich ein trapezförmiger Verbundspannungsverlauf mit nur wenig geringerer Wirtschaftlichkeit.If the tension force of the tension members 1 and 1 'cannot be carried out in exactly the same size from the tension member arrangement, this results in a trapezoidal composite tension curve with little less economy.
Aus der Fig. 7a ist die AusDildung eines Ankers im Bereich des Verpreßkörpers 2 klarer ersichtlich. Das Zugglied 1 in Form eines Stahlstabes ist z.B. mit dem Ankerkörper 6 verschraubt. Es ist von dem Hüllrohr 5 in Form z.B. eines Kunststoffschlauches umgeben. Dieses Hüllrohr 5 reicht über die gesamte Länge des Zuggliedes 1 bis zum Ankerkörper 6. Im Bereich des Verpreßkörpers kann dieses Hüilrohr 5 gänzlieh oier auf eine bestimmte Strecke auch aus Stahl bestehen, um einem Ausknickεn d er Druckstäbe nach innen besser entgegenzuwirken. Das Hüllrohr 5 kann zusätzlich außen auch eine Profilierung aufweisen und somit zugleich noch eine Druckrohrfunktion mit übernehmen. Der Ankerkörper 6 besitzt am umfang eine Ringschulter 9. In den Ringraum 10 zwischen Hüllrohr 5 und Schulter 9 sind die bodenseitigen Enden 11 der Zugglieder 1' in Form von einzelnen Stäben eingesetzt. Der auch in den Ringraum 10 eingepreßte erhärtende Baustoff verbidnet Ankerkörper 6 und Enden 11 der Zugglieder 1' miteinander. Die Ringschulter 9 verhindert ein Wegkriechen des Baustoffes und nimmt die Spaltzugkräfte auf. Bei entsprechender Verlängerung und Profilierung der Ringschulter 9 an der Außenseite, kann diese zusätzlich eine Druckrohrfunktion übernehmen und die druckbeanspruchten Stäbe oder Litzen teil weise entlasten. Die Enden 11 der Zugglieder 1', die in ihrer Endstrecke als Druckglieder wirken, sind durch Bänder 12 gegen Ausknicken gebündelt.The formation of an anchor in the area of the compression body 2 can be seen more clearly from FIG. 7a. The tension member 1 in the form of a steel rod is screwed to the anchor body 6, for example. It is surrounded by the cladding tube 5 in the form of, for example, a plastic tube. This cladding tube 5 extends over the entire length of the tension member 1 to the anchor body 6. In the area of the compression body, this cladding tube 5 can also consist entirely of steel over a certain distance in order to better counteract a buckling of the compression rods towards the inside. The cladding tube 5 can also have a profile on the outside and thus also take on a pressure tube function. The anchor body 6 has an annular shoulder 9 on the circumference. In the annular space 10 between the cladding tube 5 and the shoulder 9, the bottom ends 11 of the tension members 1 'are inserted in the form of individual rods. The hardening building material, which is also pressed into the annular space 10, connects the anchor body 6 and ends 11 of the tension members 1 'to one another. The annular shoulder 9 prevents the building material from creeping away and absorbs the splitting tensile forces. With a corresponding extension and profiling of the annular shoulder 9 on the outside, this can also take over a pressure pipe function and part of the pressure-loaded rods or strands relieve wisely. The ends 11 of the tension members 1 ', which act as pressure members in their end section, are bundled by means of bands 12 to prevent buckling.
Wie aus Fig. 7d ersichtlich, sind im Bereich der freien Ankerlänge sowohl das Zugglied 1 als auch die Zugglieder 1' von Hüllrohren 5 bzw. 5' umgeben. Bei dem Anker nach den Fig. 8a, 8b und 8c ist der Ankerkörper 6 mit um den Umfang verteilten zylindrischen Sackausnehmungen 13 versehen, die voneinander gleichen Abstand besitzen. Die bodenseitigen Enden der Zugglieder 1' werden von diesen Ausnehmungen steckbar aufgenommen.As can be seen from FIG. 7d, both the tension member 1 and the tension members 1 'are surrounded by cladding tubes 5 and 5' in the region of the free anchor length. In the anchor according to FIGS. 8a, 8b and 8c, the anchor body 6 is provided with cylindrical pocket recesses 13 which are distributed around the circumference and have the same spacing from one another. The bottom ends of the tension members 1 'are plugged in by these recesses.
Bei dem sich über die freie Ankerstrecke erstreckenden anschließenden Ankerteil nach Fig. 8b sind nun die Zugglieder 1 und 1' von einem gemeinsamen Hüllrohr 5" umgeoen.8b, the tension members 1 and 1 'are now surrounded by a common cladding tube 5 ".
Bei der Ausführungsform des Ankers nach Fig. 9 wird der Ankerkörper 6 ersetzt durch eine durch Stauchen nerva rgerufene Verdickung 15 der Enden der das Zugglied 1 bil Stäbe oder Litzen. Die entstehende Verdickung übertrazt die Zugkraft über den erhärtenden Baustoff des Verpreskrpers 2 auf die das Druckglied bildenden Enden der Zueelleier 1'. Ein Stahlrohrstück 16, welches das Enie des Zaggueues 1 und die Enden der Zugglieder 1' umgibt, nimmt die Spaltzugkräfte auf und verhindert ein Wegkriechen des erhärteten Baustoffes. Der bisherige Ankerkörper 6 wird somit aus Verdickung 15, Verpreßkörper 2 und Stahlrohrstück 16 gebildet. Das Stahlrohrstück 16 kann sowohl Innen- als auch Außenprofilierungen aufweisen und sodann zusätzlich noch eine Druckrohrfunktion übernehmen.In the embodiment of the anchor according to FIG. 9, the anchor body 6 is replaced by a thickening 15 caused by upsetting the ends of the tension member 1 bil rods or strands. The resulting thickening transfers the tensile force via the hardening building material of the pressing body 2 to the ends of the metering eggs 1 'forming the pressure member. A piece of steel tube 16, which surrounds the Enie des Zaggueues 1 and the ends of the tension members 1 ', absorbs the tensile forces and prevents the hardened building material from creeping away. The previous anchor body 6 is thus formed from the thickening 15, the pressing body 2 and the steel tube piece 16. The steel pipe section 16 can have both internal and external profiles and then additionally take on a pressure pipe function.
Die Anker nach den Figuren 3 - 9 können in der Verpreßstrekke zusätzlich noch von einem nicht dargestellten Ripprohr aus Plastik umgeben sein, welches für permanente Anker als zusätzlicher Korrosionsschutz dient. Der in Fig. 10 dargestellte Stahlpfahl besitzt ein Außenrohr 20; dieses kann auch aus Einzelstücken bestehen, welehe durch Muffen gestoßen sind. Die Innenstange 20' kann auch aus Einzelstücken bestehen, die ohne besondere Verbindungselemente stumpf aufeinanderstehen. Am Außenrohr 20 befindet sich eine beispielsweise angeschweißte Endkappe 21, auf welcher die Innenstange 20' aufsteht. Das Außenrohr 20 und die Innenstange 20' werden z.B. über eine Pfahlkopfplatte 22 von einem durch Pfeile angedeuteten Fundament belastet. Die Pfahlkopfplatte ist mit der Innenstange 20' beispielsweise durch ein Gewinde verbunden, durch welches die Pfahlkopfplatte 22 auch auf genaue Sollhöhe eingestellt werden kann. Eine zusammendrückbare oder ausquetschbare Masse 23 trennt zunächst die Stirnfläche des Außenrohres 20 von der Stirnfläche des Ringflansches der Pfahlkopfplatte 22.The anchors according to FIGS. 3 to 9 can additionally be surrounded in the pressing section by a plastic finned tube, not shown, which serves as additional corrosion protection for permanent anchors. The steel pile shown in Fig. 10 has an outer tube 20; this can also consist of individual pieces that have been pushed through sleeves. The inner rod 20 'can also consist of individual pieces which are butted without special connecting elements. On the outer tube 20 there is an end cap 21, for example welded on, on which the inner rod 20 'stands. The outer tube 20 and the inner rod 20 'are loaded, for example via a pile head plate 22, by a foundation indicated by arrows. The pile head plate is connected to the inner rod 20 ', for example by a thread, through which the pile head plate 22 can also be adjusted to the exact desired height. A compressible or squeezable mass 23 first separates the end face of the outer tube 20 from the end face of the ring flange of the pile head plate 22.
Die Masse 23 ist ein Element zur Distanzhaltung und übt zugleich Dichtungsfunktion gegenüber eindringendem Zement aus.The mass 23 is an element for maintaining distance and at the same time has a sealing function against penetrating cement.
Die Höhe der Masse 23 trägt den verschiedenen elastischen Stauchungen Rechnung, die aus den verschiedenen wirksamen Längen des Außenrohres 20 und de r Innenstange 20' resultieren. Erst nach Aufzehrung jener elastischen Differenzlänge, welohe bei der stählernen Innenstange 2 0' größer ist als beim stählernen Außenrohr 20, sollen die beiden Stirnflächen vollen Kraftschluß bekommen.The height of the mass 23 takes into account the various elastic upsets which result from the different effective lengths of the outer tube 20 and the inner rod 20 '. Only after the elastic differential length has been consumed, which is greater in the steel inner rod 20 'than in the steel outer tube 20, should the two end faces be fully engaged.
Werden nun gleiche Querschnitte für aas Außenrohr 20 und die Innenstange 20' gewählt und ist die mit Verbundrippen 24 ausgestattete Kraftübertragslänge im Verpreßkörper 2 auf den Boden abgestimmt, so entsteht, wenn man die ohnehin geringe Kraftabtragung durch Spitzendruck vernachlässigt, auch hier eine in sehr grober Näherung rechteckförmige Verbundspannungsfläche.If the same cross sections are now chosen for the outer tube 20 and the inner rod 20 'and the force transmission length in the compression body 2, which is equipped with composite ribs 24, is matched to the ground, this will result if the negligible force transfer due to peak pressure is neglected, also in a very rough approximation rectangular composite stress area.
Der in Fig. 11 dargestellte Stahlpfahl besitzt eine geänderte Pfahlkopfkonstruktion. Der Stahlpfahl ist durch ein Fun dament belastet, welches die Last mittels Verbundspannungen, die durch Pfeile angedeutet sind, auf einen rohrförmigen Pfahlkopfkörper 30 überträgt. Dieser Pfahlkopfkörper 30 ist mit der Innenstange 20' beispielsweise durch ein Gewinde verbunden. Eine zusammendrückbare oder ausquetschbare Masse 23 ist wiederum als vorläufiges Trennungselement eingeschaltet und die Schraubkonstruktion erlaubt auch hier die genaue Höheneinstellung.The steel pile shown in Fig. 11 has a modified pile head construction. The steel pile is through a fun loaded, which transmits the load to a tubular pile head body 30 by means of composite stresses, which are indicated by arrows. This pile head body 30 is connected to the inner rod 20 ', for example by a thread. A compressible or squeezable mass 23 is in turn switched on as a preliminary separating element and the screw construction also allows the exact height adjustment here.
Bei gleichen Kraftanteilen von Pfahlrohr 20 und Innenstange 20' ergibt sich nicht nur längs der Kraftübertragungslänge im Baugrund ein rechteckförmiger Verbundspannungsverlauf 4 und 4', sondern es ergibt sich auch längs der Kraftübertragungslänge im Fundamentbereich ein in grober Näherung rechteckförmiger Verbundspannungsverlauf 4" und 4''' mit den entsprechenden Vorteilen zur Aufnahme der Pfahlkraft in schlechtem oder unbewehrtem Beton.With the same force components of the pile tube 20 and the inner rod 20 ', there is not only a rectangular composite stress curve 4 and 4' along the force transmission length in the ground, but there is also a rough approximation of a rectangular compound stress curve 4 "and 4 '' along the force transmission length in the foundation area. with the corresponding advantages for absorbing the pile force in poor or unreinforced concrete.
Interessant ist noch der durch die Konstruktion entstehende Normalspannungsverlauf 31 im Pfahlkopfkörper 30. Der Zugbereich (+) ergibt eine Querkontraktion, der Druckbereich (-) eine Querdehnung. Eine Querdehnung erhöht die aufnehmbare Verbundspannung, eine Querkontraktion vermindert sie. Durch geringe Variation der Kraftanteile des Pfahlrohres 20 und der Innenstange 20' kann dem entgegengewirkt werden.The normal stress curve 31 in the pile head body 30 resulting from the construction is also interesting. The tensile region (+) results in a transverse contraction, the compressive region (-) results in a transverse expansion. A transverse stretch increases the absorbable bond stress, a transverse contraction reduces it. This can be counteracted by slight variation in the force components of the pile tube 20 and the inner rod 20 '.
Es kann auch vorteilhaft sein, den Pfahlkopfkörper 30 umzudrehen, was Fig. 12 zeigt. Hierbei tritt, wie der Normalspannungsverlauf 32 zeigt, im Pfahlkopfkörper 30 nur Druckspannung auf.It may also be advantageous to turn the pile head body 30 over, as shown in FIG. 12. Here, as the normal stress curve 32 shows, only compressive stress occurs in the pile head body 30.
Durch eine Querdehnung wird die aufnehmbare Verbundspannung optimiert, was bei Fundamenten, die eine entsprechende Bewehrung aufweisen, vorteilhaft sein kann. The absorbable bond stress is optimized by transverse expansion, which can be advantageous for foundations that have appropriate reinforcement.

Claims

P a t e n t a n s p r ü c h e Patent claims
1. Erdanker mit wenigstens einem von der Erdoberseite gegen ein Widerlager spannbares Ankerzugglied, welches durch eine Umhüllung im Boden längsbeweglich gehalten ist, einem Ankerkörper an dem Ankerlochgrund zugekehrtem Ende dieses Ankerzuggliedes, welches einem von dem Ankerkörper auf Druck beanspruchten Druckgiied an einem Ankerzugglied und Druckglied über die Verankerungslänge einbettenden Verpreßkörper, dadurch gekennzeichnet, daß auch das Druckglied (1') als Zugglied zum Spannen gegen das Widerlager (3) bis zur Erdoberseite verlängert ist.1. Ground anchor with at least one anchor tension member that can be tensioned from the earth's top against an abutment and is held longitudinally by a covering in the ground, an anchor body on the anchor hole base facing end of this anchor tension member, which has a pressure member on a anchor tension member and pressure member stressed by the anchor body pressing body embedding the anchoring length, characterized in that the pressure member (1 ') is also extended as a tension member for tensioning against the abutment (3) up to the top of the earth.
2. Erdanker nach Anspruch 1, dadurch gekennzeichnet, daß die Verankerungslänge und die Ankerzug- bzw. -druckglieder (1, 1') so unter Berücksichtigung des umgebenden Bodens bemessen sind, daß die sich beim Spannen ergebenden Verbundspannungsdiagrammflachen (4, 4') sich in etwa überdecken.2. Ground anchor according to claim 1, characterized in that the anchoring length and the anchor tension or pressure members (1, 1 ') are dimensioned taking into account the surrounding soil, that the resulting composite stress diagram surfaces (4, 4') roughly cover up.
3. Erdanker nach Anspruch 1 ode r 2, dadurch gekenn zeichnet , daß das Ankerzugglied (1) von einem zentrischen Stabstahl, umgeben von einem Hüllrohr (5), gebildet ist und daß Druck- oder Zugglieder (1') konzentrisch dazu in3. Ground anchor according to claim 1 or r 2, characterized in that the anchor tension member (1) is formed by a central steel bar, surrounded by a cladding tube (5), and that pressure or tension members (1 ') concentrically to it
Form von Einzellitzen und/oder Stäben angeordnet sind.Form of individual strands and / or rods are arranged.
4. Erdanker nach Anspruch 3, dadurch gekennzeichnet, daß das zentrische Ankerzugglied (1) von mehreren Einzellitzen oder Stäben gebildet ist.4. Ground anchor according to claim 3, characterized in that the central anchor tension member (1) is formed by a plurality of individual strands or rods.
5. Erdanker nach Anspruch 4, dadurch gekennzeichnet, daß zwischen den Einzellitzen und/oder Stäben des AnkerDruck- und -Zuggliedes (1') sich über die Verankerungslänge ( ) ganz oder teilweise erstreckende Zulageeisen (8) eingefügt sind, die sich gegen den Ankerkörper (6) abstützen oder mit diesem verbunden sind.5. ground anchor according to claim 4, characterized in that between the individual strands and / or rods of the anchor pressure and tension member (1 ') over the anchoring length ( ) All or part of the supplementary iron (8) are inserted, which are supported against the anchor body (6) or connected to it.
6. Erdanker nach Anspruch 1, dadurch gekennzeichnet, daß das zentrische Ankerzugglied (1) mit dem Ankerkörper (6) verschraubt ist und der Ankerkörper zur Aufnahme der Druckgliedenden (11) eine Ringschulter (9) besitzt.6. Ground anchor according to claim 1, characterized in that the central anchor tension member (1) is screwed to the anchor body (6) and the anchor body for receiving the pressure member ends (11) has an annular shoulder (9).
7. Erdanker nach Anspruch 1, dadurch gekennzeichnet, daß über die freie Ankerlänge sowohl die zentrischen Zugglieder (1) als auch die konzentrischen Zug/Druckglieder (1') von Hüllrohren (5, 5') umgeben sind.7. ground anchor according to claim 1, characterized in that both the central tension members (1) and the concentric tension / compression members (1 ') are surrounded by cladding tubes (5, 5') over the free anchor length.
8. Erdanker nach Anspruch 7, dadurch gekennzeichnet, daß der Ankerkörper (6) um den Umfang gleichmäßig verteilt Sackausnehmungen (13) zur Aufnahme der als Druckglieder wirkenden Zuggliedenden (11) besitzt.8. ground anchor according to claim 7, characterized in that the anchor body (6) around the circumference evenly distributed pocket recesses (13) for receiving the tension member ends acting as compression members (11).
9. Erdanker nach Anspruch 3, dadurch gekennzeichnet, daß alle konzentrischen Druck/Zugglieder (1') von einem Hüllrohr (5") umgeben sind.9. ground anchor according to claim 3, characterized in that all concentric pressure / tension members (1 ') are surrounded by a cladding tube (5 ").
10. Erdanker nach Anspruch 4, dadurch gekennzeichnet, daß die das zentrische Zugglied (1) bildenden Litzen oder Stäbe an dem dem Ankerlochgrund zugekehrten Ende zu einem Kopf (15) gestaucht sind und daß dieser Kopf und die Enden der umgebenden Druck/Zugglieder (1') von einem Stahlrohrstück (16) umgeben sind.10. ground anchor according to claim 4, characterized in that the central tension member (1) forming strands or rods are compressed at the end facing the anchor hole base to a head (15) and that this head and the ends of the surrounding pressure / tension members (1 ') are surrounded by a piece of steel pipe (16).
11. Erdanker nach Anspruch 1, dadurch gekennzeichnet, daß der Anker im Bereich der Verpreßstrecke (2) zusätzlich im Abstand mit einem Ripprohr, z.B. aus Kunststoff, umgeben ist.11. Ground anchor according to claim 1, characterized in that the anchor in the region of the pressing section (2) additionally at a distance with a finned tube, e.g. made of plastic, is surrounded.
12. Erdanker nach einem oder mehreren der vorstehenden Ansprüche, dadurch gekennzeichnet, daß die Innen- und/oder Außenflächen von Ankerteiien profiliert sind. 12. Ground anchor according to one or more of the preceding claims, characterized in that the inner and / or outer surfaces of anchor parts are profiled.
13. Erdpfahl mit einem in einem Pfahlloch untergebrachten Druckglied, welches von einem Verpreßkörper umgeben ist, dadurch gekennzeichnet, daß das Druckglied (20') von einem konzentrischen Rohr (20) mit einem dem Pfahllochgrund zugekehrten abgeschlossenen Ende (21) umgeben ist, dessen oberes Ende ebenso wie das Druckglied druckbeaufschlagbar ausgebildet ist.13. Earth pile with a pressure member accommodated in a pile hole, which is surrounded by a compression body, characterized in that the pressure member (20 ') is surrounded by a concentric tube (20) with a closed end (21) facing the bottom of the pile hole, the upper end thereof End as well as the pressure member is designed to be pressurized.
14. Erdpfahl nach Anspruch 13, dadurch gekennzeichnet, daß mit dem oberen Ende des Druckgliedes (20') lösbar ein druckbeaufschlagbarer Pfahlkopfkörper (30) verbunden ist und daß der untere Rand dieses Pfahlkopfkörpers mit Abstand zum oberen Rand des Außenrohres (20) endet.14. Earth pile according to claim 13, characterized in that a pressurizable pile head body (30) is releasably connected to the upper end of the pressure member (20 ') and that the lower edge of this pile head body ends at a distance from the upper edge of the outer tube (20).
15. Erdpfahl nach Anspruch 14, dadurch gekennzeichnet, daß der Pfahlkopfkörper (30) eine druckaufnehmende Platte oder einen Reibkörper besitzt.15. Earth pile according to claim 14, characterized in that the pile head body (30) has a pressure-absorbing plate or a friction body.
16. Erdpfahl nach Anspruch 14, dadurch gekennzeichnet, daß der Reibkörper des Pfahlkopfkörpers F l : am Ende mit dem Druckglied (20') oder am un teren En mit dem Druckglied (20') verbunden ist. 16. Earth pile according to claim 14, characterized in that the friction body of the pile head body F l: at the end with the pressure member (20 ') or at the lower end with the pressure member (20').
EP85903227A 1984-07-13 1985-07-12 Prestressed anchorage rod and pile Expired EP0189443B1 (en)

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DE19843425941 DE3425941A1 (en) 1984-07-13 1984-07-13 ERDANKER AND ERDABEL
DE3425941 1984-07-13

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JP (1) JPS61502970A (en)
KR (1) KR930008634B1 (en)
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Publication number Publication date
ATE39009T1 (en) 1988-12-15
EP0189443B1 (en) 1988-11-30
BR8506826A (en) 1986-11-25
WO1986000655A1 (en) 1986-01-30
JPH0417250B2 (en) 1992-03-25
AU4633885A (en) 1986-02-10
KR930008634B1 (en) 1993-09-11
DE3425941C2 (en) 1987-10-01
DE3425941A1 (en) 1986-01-23
KR860700277A (en) 1986-08-01
US4715745A (en) 1987-12-29
JPS61502970A (en) 1986-12-18

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