EP0803613B1 - Method for placing a wall in the soil - Google Patents

Abstract

The build-up plate (1) on the under side has a narrow longitudinal rib, which projects in relation to a blunt termination surface. At least one of the shells (2,3) has a narrow edge in relation to its thickness. The narrow edge or the longitudinal rib is formed as a cutting edge. The edge, the longitudinal rib or the cutting edge (6) is aligned with an outer surface of the build-up plate turned away from the building ditch (12). The two shells are held against each other preferably by reinforcements and form a concealed shuttering for the wall (18) to be produced. The shell facing the building ditch may be shortened on all sides in relation to the counter shell.

Description

The invention relates to a method for erecting a wall in a floor as well a shoring plate for performing this procedure.

If a wall is to be erected in an excavation pit that is not designed as a free slope settlements generally occur in the surrounding soil. In practice, these are prevented by placing in front of the wall to be erected a steel sheet pile is driven into the ground. For this special, folded Steel profiles hammered or shaken into the ground, causing considerable damage Leads to vibrations in the adjacent floor. These can be found in the neighboring properties lead to structural damage. When pulling out the steel profiles remains the thickness of the profiles corresponding cavity in the ground, which in turn leads to subsidence leads. In contrast, leaving the steel profiles in the ground has the disadvantage a high cost of materials, so that the construction costs increase accordingly.

In another, also known from practice, the before erecting wall alternating reinforced and unreinforced concrete bored piles vertically in brought in the ground. These piles support the ground when excavating the construction pit from. However, this design has the disadvantage of very high manufacturing costs. In addition, the actual wall can only be erected behind the concrete bored piles be, so that valuable space especially in confined spaces get lost.

DE 17 84 325 A1 describes a method for securing building pits by means of profiled beams and prefabricated plates known. First, H-shaped profile beams placed in the ground and then the prefabricated panels between the flanges of the profile beams. In the course of excavation of the pit At the bottom, the prefabricated panels slide through the flanges of the profile beams down until the plates have reached the desired depth. This method has the disadvantage that the plates are brought down very carefully without jamming be otherwise the risk of wedging the plates between the profile beams, which in turn breaks off the panel edges can lead. In addition, the profile beams partially protrude over the prefabricated panels addition, so that the wall is not built directly on a property boundary can, without adversely affecting the neighboring property.

AU 90822/82 B describes a method for erecting a wall in a floor known. With this method, H-beams are first driven into the ground, that serve as supports for a shoring panel. The shoring plate is attached to this Supports slidably supported, with the ground dug on the side of the supports becomes. In this way, the sheeting board is sunk until it reaches the desired depth has reached. Then a foundation plate and possibly a cover plate is attached to the Concrete plate concreted on. However, this known method has the disadvantage that the shoring plate is blunt on its underside, so that it is particularly in hard soil penetrates poorly. This can have the consequence in particular that the shoring plate was not sunk parallel to the supports but at an angle to them becomes what leads to unacceptable wall inclinations and displacements. Besides, is the connection between the shoring plate and the foundation plate is relatively poor and tends to crack.

From DE 32 01 601 A1 a solid shoring plate is known which is pointed on the underside is trained. It has a tongue and groove profile on the sides, which is used for connection the side-by-side shoring plates. By the underside pointed formation of the sheeting plate has the tendency to go deeper and deeper into the ground penetrate, so that it is relatively difficult to build a stable wall can. This shoring plate is therefore essentially only for supporting embankments suitable where connecting means between different heights Shoring boards a firm bond can be achieved.

From DE 32 42 364 A1 a two-shell component is known, the shells on the underside are equally long and blunt. Both shells are made of reinforcement spaced from each other, leaving the space between the shells can be filled with concrete. However, this component cannot be used to create a Use the wall in an excavation pit where the component is excavated on one side of the soil can be sunk.

The invention has for its object a method for erecting a wall to be indicated in a soil in which the adjacent soil affects as little as possible and with which a firm association of the wall to be erected with a Plate or a foundation plate is reached. Furthermore, a shoring plate should be created that is suitable for performing this method.

This object is achieved with the method steps of claim 1 and with the Features of the device claim 12, or 15 solved.

In the method according to claim 1, the pit is opposite Soil supported by the shoring plate during excavation of the construction pit. Hereby settlement of the ground is prevented when the excavation pit is excavated. The Shoring plate is preferably set up vertically. However, it is also an alternative imaginable that the shoring plate forms an acute angle with the vertical, to make an inclined wall. By removing the from the shoring plate cut floor penetrates the sheeting preferably through its own weight deeper into the ground. The shoring plate is knocked in or shaken therefore not necessary, but basically possible. With very hard floors it can it may be necessary to press the shoring plate into the ground. In any case Only very slight vibrations occur, so that damage to the border Buildings must be reliably excluded. Since the shoring plate after the Reaching the desired depth of sinking remains in the ground even after completion the wall should not fear any settling of the surrounding floor. Thereby the shoring plate is lost, but this is with no additional Cost associated, since the shoring panel itself part of the wall to be erected is. The shoring plate is preferably made of reinforced concrete, so that it at least is able to absorb part of the required load capacity. This method is particularly advantageous when the neighboring floor if possible should not be disturbed. This is particularly the case if the Wall should be built directly on a property boundary as it is often difficult and it is expensive to get permission from the neighbor to impair the property receive. In order to ensure an exact alignment of the shoring plate, at least set a prop in the ground. The shoring plate can be attached to this Support the sinking by sliding or rolling. The lateral ground pressure is in this Case advantageously taken from the support, so that subsidence in the surrounding Soil area are excluded even under unfavorable soil conditions. After When the desired depth of sinking is reached, a reinforcement of the shoring plate is used bent in the horizontal direction. This clamping reinforcement ensures further Course of the procedure for a firm connection of a concrete floor to be erected On Wall. A corresponding clamping reinforcement can also be used Height can be used for the construction of ceiling or false ceilings.

According to claim 2, it is proposed that the bottom to the depth of cut Remove shoring plate. This ensures a particularly rapid sinking of the Sheeting plate because the effective frictional force remains low. On the other hand, that's enough Sheeting plate at any time at least to the bottom of the excavation pit, so that it can reliably perform the supporting function of the adjacent floor.

The construction work is particularly simple if, according to claim 3, the support into the floor below the bottom edge of the wall. In this case the lower end of the support in each section of lowering the shoring plate set in the ground, so that further support measures during dredging are unnecessary.

To introduce the support into the ground, it has proven itself according to claim 4 Make hole up to the bottom of the wall to be erected, in which the support is inserted becomes. Then the support is driven deeper into the ground. This makes it easier driving in the support since there is no driving force up to the bottom of the excavation pit is required. Because the floor to this depth in the course of the sinking of the shoring plate is removed anyway, this does not affect the load-bearing capacity of the column Way impaired. Another advantage of this process step results from that the vibrations occur when driving in the support at great depth. These vibrations are therefore well dampened by the surrounding soil that building damage in adjacent properties is reliably prevented.

According to claim 5, it is advantageous at least between the shoring plate and the support to put in a role. This reduces the friction between the shoring plate and the support when sinking, so that the sinking is also possible on harder soils done sufficiently quickly. The rollers also prevent damage to the excavation pit facing sides of the shoring plate through the support.

Especially with deep excavation pits, it can happen that the support the lateral Can not absorb ground pressure. In such cases the support could be through ground anchors be braced, the floor facing away from the excavation pit and thus in the adjacent one Property would have to be anchored. To also the associated To avoid impairment of the adjacent property, it is according to claim 6 advantageous, the support by a horizontal strut against the side Support ground pressure. This allows all construction work in the area within the excavation pit be carried out so that the adjacent ground in no way is affected. This method can therefore also be used advantageously in those cases use in which the wall is to be erected directly on a property boundary, the neighboring property does not tolerate any impairment of its property.

According to claim 7, an excavator mattress supported in the excavation pit is proposed to be provided as a flat counter bearing of the strut. This distributes the from the strut exerted pressure on the floor over a large area, so that a stable Support of the strut is guaranteed.

If the desired depth of sinking of the shoring plate has been reached, the excavation side Floor no further away. As a result of the increasing frictional force between the shoring plate and the floor generally remain in their position. However, if the construction pit is exposed to strong vibrations from construction machines, it can happen that the shoring plate continues to sink. To do this to prevent it is proposed according to claim 8, after reaching the desired Insert a depth under the shoring plate. This preferably has the shape of a plate or a wedge. It increases the contact area the shoring plate so that its weight is distributed over a larger area.

According to claim 9, it is favorable to have a plate or foundation plate on the shoring plate to concrete. This reliably prevents a demolition, which is preferably on Transition between the concrete floor and the wall arises and the penetration of Could allow moisture.

An advantageous further development results from the application of the method step according to claim 10. The shoring plate is double-skinned and is filled with concrete after concreting a foundation slab. The shoring plate is used in this case as lost formwork, so that the wall is special can be created quickly and therefore inexpensively. Preferably the interior the shoring slab and the foundation slab are concreted wet in wet. This results in a homogeneous concrete structure, so that the wall together with the foundation slab results in a waterproof shell. This is particularly true in flood prone areas Areas or building pits close to the groundwater Meaning. In particular, the use of sealing tapes for sealing the transition between the foundation plate and the wall can be dispensed with.

When creating large-area walls, you have to transport technology For this reason, several shoring panels are placed in a row or at an angle. According to claim 11, these are gradually sunk. The lateral ground pressure therefore acts on all shoring panels approximately the same strength, so that tilting of the Shoring panels when sinking is prevented. Sealing of the joints allows on a simple way of concreting the sheeting without concrete coming out of the joints emerges between the shoring panels.

The lining plate according to claim 12 has been used to carry out this method proven. It has a multi-layer design, the cavity of the shoring panel preferably is poured out with concrete. This advantageously allows use the sheeting as lost formwork and results in a particularly inexpensive Creation of the wall. Especially when placing several shoring panels together In this case, the subsequent concrete filling creates an intimate one Bond between the individual shoring panels. A shell of the shoring plate, preferably the one facing the construction pit is on the underside opposite the counter shell shortened. This makes it easier to remove the soil when sinking the shoring plate because only the counter shell cuts and penetrates the floor.

The shoring plate according to claim 13 is also multi-shell and has a narrow edge on the underside. This edge cuts when sinking in the ground, so that the weight of the shoring plate for Sinking is enough.

According to claim 14, the air-side shell is preferably shortened or the earth-side shell Shell formed with the narrow edge. This facilitates the sinking process the shoring plate.

According to claim 15, the shoring plate has a narrow longitudinal web, which Penetration of the shoring plate into the floor is easier. The reset blunt Surface prevents the sheeting plate from sinking too quickly and forms the connection surface the wall to be created on a base.

An embodiment of the narrow edge as a cutting edge according to claim 16 allows one Sinking of the sheeting board even on harder soils because the cutting edge is very exerts great pressure on the floor and the weight of the shoring panel enough to penetrate the ground. The cutting edge can only be on the construction pit facing away from the bowl, if only this bowl in the ground penetrates. Alternatively, both shells can each have a cutting edge. In this case, the edges of both shells are preferably aligned so that they penetrate into the ground at the same time. To sink this shoring board, can also the bottom between the two shells can be removed. The shoring plate penetrates doing so like a caisson in the ground.

According to claim 17, the cutting edge is aligned with an outer surface of the shoring plate. This ensures that all of the cut soil is facing the excavation pit is pressed from where it can be easily removed. On the side facing away from the construction pit The floor is therefore not changed in any way on the side of the shoring plate.

According to claim 18, the two shells of the shoring panel by reinforcement against each other Kept clear. This is particularly easy to implement, since the two shells anyway consist of reinforced concrete. The reinforcements between the two shells ensure a solid structure and improve after concreting the space thus the load-bearing capacity of the wall.

According to claim 19, the shell facing the construction pit is opposite on all sides Counter shell shortened. As a result, there is between two shoring panels at every joint Access to the counter shell from the construction pit is possible. Hereby the resulting joint between the shoring plates on the counter shell can be easily seal with a sealing tape, for example. The by resetting the On the one hand, a larger clearance due to the pit on the pit side allows reaching through and introduction of sealing material and can finally by a Seal simple formwork so that the interior of the shoring panel is then attached can be concreted. The upper setback of the shell is only necessary if a false ceiling is to be installed that is lower than the upper floor surface lies.

The method according to the invention and the shoring panel to be used preferably therefor are described using the drawing as an example, without the scope of protection to restrict.

Figur 1

eine an eine Stütze angelehnte Verbauplatte vor dem Abteufen,

Figur 2

die Anordnung gemäß Figur 1 bei fortgeschrittener Abteufung,

Figur 3

die Anordnung gemäß Figur 2 in der Endlage der Verbauplatte nach dem Ausbetonieren,

Figur 4

eine zweischalige, asymmetrische Verbauplatte,

Figur 5

eine zweischalige, symmetrische Verbauplatte,

Figur 6

eine einschalige Verbauplatte und

Figur 7

zwei in Reihe aufeinanderstoßende Verbauplatten.

It shows:

Figure 1

a shoring plate leaning against a support before sinking,

Figure 2

the arrangement according to Figure 1 with advanced sinking,

Figure 3

the arrangement according to Figure 2 in the end position of the shoring panel after concreting,

Figure 4

a double-shell, asymmetric shoring plate,

Figure 5

a double-shell, symmetrical shoring plate,

Figure 6

a single-layer shoring plate and

Figure 7

two shoring panels in a row.

FIG. 1 shows a shoring plate 1 consisting of a shell 2 and 3 on the excavation side a counter shell 3. Both shells 2, 3 are against each other by reinforcements 4 Kept clear. The pit 2 on the construction pit side is opposite the counter shell 3 shortened so that only the counter shell 3 rests on a floor 5. The counter shell 3 has a cutting edge 6 at its lower end, so that the sheeting panel 1 cuts into the floor 5 by its own weight. To hold the shoring plate 1 in a vertical position is a vertical support 7 with an H-shaped Cross section set in the bottom 5. To reduce the friction between the Shoring plate 1 and the support 7 are provided between these rollers 8.

The method described below assumes that the one to be built Wall with a property boundary 9 should be created in alignment, whereby the adjacent property with its intended plantings 10 in none Way may be affected. First, be in the area of the Construction pit drilled into the ground 5 to the depth of the subsequent construction pit bottom holes 11, in which the supports 7 are set. These are then through Beat or shake deeper until they have sufficient hold in the ground 5 to later withstand the lateral pressure of the bottom 5. The actual Depth depends on the local soil conditions and the depth of the to be created Excavation pit. Since the supports 7 struck only from the depth of the holes 11 or have to be shaken, the associated vibrations only arise at great depth. This will damage buildings on neighboring properties locked out.

After driving in the supports 7, the shoring plate 1 is lifted into the brought position shown, wherein between the shoring plate 1 and the support 7 Rollers 8 introduced to reduce friction and to protect the lining plate 1 become. The lining plate 1 then preferably penetrates exclusively through it own weight with its cutting edge 6 in the bottom 5. Then the excavation side Removed the floor so that the shoring plate 1 goes deeper into the floor 5 can cut.

After advanced sinking of the shoring plate 1, the lateral pressure of the Soil 5-zu, so that the support 7 can no longer absorb this pressure alone. In In this case, according to FIG. 2, an excavator mattress 13 is used as a counter bearing in the excavation pit 12 provided for a strut 14 which holds the support 7 in position. The sinking the shoring panel 1 is increasing by further removing the bottom 5 from the deepening pit 12 continued.

If the shoring plate 1, as shown in FIG. 3, has reached this intended end position, so several documents 15 are inserted under the cutting edge 6 of the shoring plate 1. The base 15 preferably has a wedge shape. Alternatively, one could smaller plate can be used as a base 15. After the construction pit 12 in the area the shoring plate 1 is lifted, one becomes underside of the shoring plate 1 outstanding clamping reinforcement bent in the horizontal direction. Subsequently a foundation plate 17 is concreted onto the shoring plate 1. If not yet set Foundation plate 17 is the interior between the shells 2, 3 of the Concrete plate 1 concreted, so that there is a firm bond between the foundation plate 17 and the finished wall 18 results. After the concrete has hardened the strut 14 with the excavator mattress 13 is removed. The support 7 may vary Requirements either cut off at the level of the upper edge of the base 17 or be pulled out of the ground 5 again.

FIG. 4 shows the shoring plate from FIG. 1, its shell 2 on the opposite side the counter shell 3 is shortened on the underside. Only the counter shell 3 has on the underside a cutting edge 6 aligned with its outer surface. Both shells 2, 3 are kept at a distance from one another by reinforcements 4.

FIG. 5 shows an alternative shoring plate 1, the two shells 2, 3 of which are on the underside are of equal length. Both shells 2, 3 each have one with their Cutting surface 6 aligned on the outer surface. It can be used as a caisson be sunk into the ground. The floor material cut out in the process can be removed via a suction proboscis.

FIG. 6 shows a single-shell design of a shoring plate 1, which itself is the one to be erected Wall forms. The lining plate 1 has a step 24 in the lower area, below which it is narrow. Your lower end is designed as a cutting edge 6, to ensure easy cutting into the ground. For soft floors can be dispensed with the cutting edge 6, especially if the weight of the Sheeting plate 1 already presses it into the ground. Sits level 24 while sinking especially in the case of soft floors, the weight is distributed the shoring plate 1 to a larger area, which causes a further sinking of the shoring plate 1 prevented. In this way, stage 24 prevents during the sinking the shoring plate 1 a too rapid and therefore undefined sinking.

FIG. 7 shows two sheeting panels 1 abutting in series with their shells 2, 3 and the reinforcement 4. Forms at the joint between the counter shells 3 a joint 19 which is sealed with a sealing tape 20. Around this sealing tape 20 from the side of the excavation pit, that is to say from the left in FIG. 4, the shells 2 on the excavation side are shortened. The emerging between them Joint 21 is therefore designed to be correspondingly wider. After mounting the Sealing tape 20 through the wide joint 21, the latter by a conventional Formwork 22 closed. Then the interior between the shells 2, 3 of the shoring plate 1 are concreted.

Reference list

1

Sheeting plate

2nd

pit on the pit side

3rd

Counter shell

4th

Reinforcement

5

ground

6

Cutting edge

7

support

8th

role

9

Property boundary

10th

Planting

11

hole

12th

Excavation pit

13

Excavator mattress

14

strut

15

document

16

Clamping reinforcement

17th

base

18th

wall

19th

Gap

20th

Sealing tape

21

Gap

22

formwork

23

inner space

24th

step

Claims (19)

1. Method for erecting walls in the ground (5), in which at least one support (7) is secured in the ground (5) on the excavation side and at least one lining plate (1) is installed which is supported on the support (7) against the lateral ground pressure, the lining plate (1) penetrating in a cutting manner into the ground (5) and being sunk in successive stages, and the ground (5) being removed on one side of the lining plate (1) until the desired depth of sinking is reached, and once the desired depth of sinking is reached, a clamping reinforcement (16), which is secured in the lining plate (1), being bent away in the horizontal direction from the lining plate (1) for the connection of a base plate (17) or a plate, and the lining plate (1) subsequently remaining in the ground (5) as part of the wall (18) to be erected.
2. Method according to Claim 1, in which the ground (5) is in each case removed down to the cutting depth of the lining plate (1).
3. Method according to Claim 1, in which the support (7) is placed into the ground (5) on the excavation side until it is below the lower edge of the wall (18) to be constructed.
4. Method according to Claim 3, in which in order to place the support (7) into the ground (5) a hole (11) is produced which reaches approximately as far as the bottom of the wall (18) to be erected and into which the support (7) is placed and then driven in deeper to secure it.
5. Method according to Claim 3 or 4, in which at least one roller (8) is inserted to reduce the friction between the lining plate (1) and the support (7).
6. Method according to at least one of Claims 3 to 5, in which the support (7) is supported against the lateral ground pressure by a horizontal strut (14) in the advanced sinking stage.
7. Method according to Claim 6, in which the opposite end of the strut (14) is supported in the excavation (12) by an excavator supporting mat (13).
8. Method according to at least one of Claims 1 and 5 to 7, in which once the desired depth of sinking is reached, at least one bed (15) which prevents further sinking is inserted under the lining plate (1).
9. Method according to at least one of Claims 1 to 8, in which after the clamping reinforcement is bent away, a base plate (17) or a plate is concreted in at the lower end of the lining plate (1) to stabilize the wall (18) to be constructed.
10. Method according to Claim 9, in which after the base plate (17) or the plate is concreted in, an interior space (23) of a lining plate (1) designed as a double shell is, together with the base plate (17) or the plate, filled, preferably wet-on wet, with concrete.
11. Method according to at least one of Claims 1 to 10, in which a plurality of double shell-type lining plates (1) are sunk in successive stages in a row and/or at an angle and their joints (21) are then sealed, with the interior space (23) of the lining plates (1) then being filled with concrete.
12. Lining plate for the construction and as part of walls (18) in excavations (12), the lining plate consisting of two shells (2, 3) of reinforced concrete, characterized in that one of the shells (2) is designed such that it is shorter than the opposite shell (3), at least on the lower side, and a clamping reinforcement (16) which can be bent out is secured on the lining plate (1).
13. Lining plate according to Claim 12 or the preamble of Claim 12, characterized in that at least one of the shells (2, 3) has an edge which is of narrow design compared to its thickness, and a clamping reinforcement (16) which can be bent out is secured on the lining plate (1).
14. Lining plate according to Claim 12 or 13, characterized in that the shell (2) on the excavation side is designed such that it is shorter on the lower side compared to the opposite shell (3), and/or the opposite shell (3) has the edge which is of narrow design.
15. Lining plate for the construction and as part of walls (18) in excavations (12), the lining plate consisting of a shell (2) of reinforced concrete, characterized in that the lining plate (1) has, on the lower side, a narrow longitudinal web which protrudes with respect to a blunt end surface (24), and a clamping reinforcement (16) which can be bent out is secured on the lining plate (1).
16. Lining plate according to at least one of Claims 13 to 15, characterized in that the narrow edge or the longitudinal web is designed as a cutting edge (6).
17. Lining plate according to at least one of Claims 14 to 16, characterized in that the edge, the longitudinal web or the cutting edge (6) is aligned with an outer surface of the lining plate (1), the outer surface facing away from the excavation (12).
18. Lining plate according to Claim 13 or 14, characterized in that the two shells (2, 3) are held at a distance from each other preferably by reinforcements (4) and form a permanent formwork for the wall (18) to be constructed.
19. Lining plate according to Claim 13 or 14, characterized in that the shell (2) which faces the excavation (12) is designed such that it is shorter on all sides compared with the opposite shell (3).

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