CA1050289A - Method and apparatus for anchoring a diaphragm wall in rock or in hard soil - Google Patents
Method and apparatus for anchoring a diaphragm wall in rock or in hard soilInfo
- Publication number
- CA1050289A CA1050289A CA279,090A CA279090A CA1050289A CA 1050289 A CA1050289 A CA 1050289A CA 279090 A CA279090 A CA 279090A CA 1050289 A CA1050289 A CA 1050289A
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- Prior art keywords
- trench
- tubes
- holes
- rock
- concrete
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Abstract
Abstract The specification describes a method and an apparatus for diaphragm walls (that is to say walls cast in a ben-tonite-suspension filled trench) connected with rock under-lying comparatively soft soil. The trench, supported by the bentonite suspension, has vertical tubes placed in it through which holes are bored into the underlying rock or harder soil. Then reinforcing or support elements are placed in the holes in the rock and cement or another suitable material is injected through the holes into the rock.
Description
The invention relates to a method and apparatus for anchoring a diaphragm wall in rock or rock-like hard soil, which is covered by soter soil, in the case of which a trench is made in the ~ofter layer overlying the rock or 5 the hard ~oil and in the case of which a mud flush, for example in the form of a bentonite suspension is used to fill up the trench as far as its top rim.
In prior art forms of this method after the excavation of the loose soil or rock the underlying firm rock was broken up by means of a ram chisel falling under gravity and it was then removed or disposed in some similar manner. It 6~a ~ng will readily be apparent that the k ~h lly up and comminution of the underlying rock in the manner indicated gives rise to substantial vibrations in the grouncl. If buildings such as houses are near the constructional side it will have to be expected that the Yibrations, which are transmitted owing to the nature of the rock, will reach the houses or other buildings and damage them.
One aiM of the present irvention is that of avoiding the a~ove descrihe~l vibrations and complications they involve and provi(lirl~ the possibilitv of ancnoring or tving the dia-}?hraglrl wall to the rock without damage to buildings such ashouses and/or sealing the harder layer so that this layer then serves as a seal.
In accordance with one aspect in accordance with the invention tubes are placed generally verticall~ in the trench produced and holes are then bored into the rock or harder ground through these tubes and reinforcing structures or support elements are mounted in the holes and/or cement or other binding materials is passed through the holes in order to carry out compressing and injectlon operations.
In the case of another form of the invention after production of the trench and continuous filling up with the mud flush a reinforcing element, which comprises tubes ex-tending as far as the bottom of the trench, is mounted in position so as to extend as far as the bottom of the trench and then concrete is poured in up to the top rim-of the trench and following this pile holes are bored into the rock through the ~bes in the cast concrete and then concrete is cast into the tubes and the pile holes. In this respect the re-inforcing means can be made up of conventional steel concrete reinforcing elements, which are arranged around the tubes and hold the tubes in position.
Furthermore in accordance with the invention a rnethod is made possible in the case of which after continuous filling ~(~S(~Z8~
in of the mu~ flush an apparatus is used to insert continuous tuhes extendin~ as ~ar as the bottom of the trench and follow~
ing tlliS a sealing composition, which can corsist of sand, cLay and cement, is filled in u~ to the top rim of the trench and followina this a stiffeninc~ construction is removed from the holes and then ~hrough these holes holes are produced in the hard soll or rock and cement or other binding agents is introduced through the holes for continuin~ the sealina action in the hard ~round or rock so as to ~roduce injected or pressure-inserted structures.
In accordance with a further form of invention firstly the trench is excavated, while being continuouslv filled up with mud flush, as far as the hard soil layer and following this the reinforcin~ basket structure with built-in tubes is p]aced ln the trench, the trench is then filled with concrete and hole~ are then bored in the hard soil layer through the passed in pipes and cement suspension is then injected through the tubes into the holes in order to fill-up crevices in the hard soil layer and finally the support elements or reinforcing elements are placed in position and concrete is cast into the holes and the tubes. The performance of this method is there-fore to be understood to involve injection of the cement sus-pension only at the beginnin~ of the operation in order to fill and seal the crevices, ~"hile castin~ concrete into the holes and tubes only occurs after this operation has ~een completed. In the case of a fou~t~ embodiment o the inven-tion irstly the trench is excavated - and while it beiny excavated it is continuously filled with mud flush - as far as 105028~
the top of the hard soil layex and then tubes are placed in a spaced array in the trench so that throu~h the tuhes holes ean be hore~ into t~e rock, follo~7inq which reinforcin~ or ~sll~r~ort, elel!lent~- can })e inserted into t~le t~lhes an~1 holes ,lnd follo~,7iI1{J this the tubes are pulled out o position and then concrete is cast into the holes in the hard soil layer and in the trench, the tubes being held by holding means above the top edge of the trench in position until the tubes are dra~n out of position.
By way of clarification it is to be noted that in not one of the forms of the method of the invention described is it necessary to use a basket-shaped reinforcing structure as an essential component. As an alternative in accordance with particular circu,mstances the reinforcing steel components can also be placed one by one and jolned toyethex ln the trench.
Finally it i5 to be pointed out that in accordance with the particular form of the method it may be appropriate to secure the inserted tubes by means of holding means, arranged above the trench, until the concrete is cast round the tubes or they are pulled out of position.
For the method of the inventlon it is preferred to use a form of reinforcement in the form of a pre-fabricated re-inforcing frame-work and consisting of the tubes and the steel reinforcing elements arranged between them and which hold the tubes in the predetermined position.
In accordance with the invention an apparatus for carrying out the method is provided in the case of which the rock or the hard soil is sealed. This apparatus is 1~50289 characterised by holdin~ means with parallel arms and ad-justable s~acing and which has the purpose of fixing the 1_ubes until the sealing filling composition has hardened, ~ithin the diaphragm wall and offers the possibility of pullin~
S out the above mentioned holding means. In accordance with the invention furthermore the above mentioned holding means can be provided with a packiny device or a device which has the purpose of carrying out the first injection operation even before pulling out the holding means. This means con-sists of a cylindrical, elastic body, which is fixed to aninner and an outer tube. By adjusting the inner tube the cylindrical body is spread out and forms a seal which can be removed at any time.
The invention offers the advantage that even in the lmmediate neighbourhood of houses and other huildincJ structures it ls posslble to anehor a diaphragm wall in the roek and to completely avoid vibrations. Alternatively the invention offers the advantage that owing to the additlonal sealin~ of the roek or the hard layer it is possible to extend the sealiny wall or diaphragm wall as far as the hard layer.
One embodiment of ~e method in accordance with the invention additionally offers the advantage that the pile bodies lo-eated in the roek are eonnected by an array of eoncrete ties, which are produeed by injeetion of the eonerete into erevices in the roek. This not only seals and eompacts the roek layer but also produees a better conneetion between the pile bodies and the roek or the hard yround.
In the drawing embodiments for the method in accordance ~050289 with the invention and furthermore forms of apparatus for carrying out the methoGs are shown.
Figure 1 shows diagrammatically one view of a section of a diaphragm wall.
S Figure 2 shows a view of a basket-sha~ed reinforcing structure with tubes fitted in it.
Figure 3 shows a plan view of the structure of figure 2.
Figures 4 to 11 show the performance of the method in accordance with the invention in accordance with the second embodiment.
Figure 12 shows the performance of a third form of the method.
Figures 13 to 15 show the performance of a fourth form of the methods in accordance with the invention.
Figure 16 shows diagrammatically a view of an a~aratus which serves for carrying out the method for sealing the rock or the hard soil.
Figure 17 shows diagrammatically the fu~her conduct of the method for sealing the rock or hard soil.
Figure 18 shows a *iew of the apparatus as shown in figure 16.
Figure 19 shows diagrammatically a front view of the device, which carries the so-called packing device or sealing piston.
Figure 1 shows diagrammatically a view of the trench 1 which has been made and which is delimited at its two ends by joint tubes 4. Outside the joint tubes 4 loose soil 2 is located. Underneath the diaphragm wall 1 there is the rock 3.
.
1(~50289 Figure 2 shows a basket-shaped reinforcing structure with tu~es 7 incor'~orated in it between which reir~forcing steel ele-ment., 6 are arranged. Such a basket-shaped reinforcing struc-ture can prefera~ly be prefabricated so that it can be lowered as a ~//hole into the trench 1. Figure 3 shows a plan view corresponding to the showing of figure 2.
Figures 4 to 11 show the performance of the method. As ls shown in figure ~ the basket-shaped reinforcing structure has been put in position. The trench is filled through a hopper with concrete 5. Figure 5 shows a plan view in this respect.
Figure 6 shows the diaphragm wall filled with concrete 5. In it the pipes 7 are located. Through these pipes 7 holes 8 are driven into the rock soil 3. Figure 7 shows a plan view in this respect. Figure 8 sho~7s the condition after the insertion 1~ ~f the support elements 9, which are illustrated in the form of T-girders. Figure 9 shows the plan view of what is shown in figure 8~ Figures 10 and 11 show the final condition. The support elements 9 have concrete cast arounc7 them so that the diaphragm wall is now anchored to the rock.
The view of figure 12 shows a third embodiment of the method. Concrete 5 has already been poured into the trench so that the pipes 7 are in a fixed position. Holes 8 are bored ~nto the hard soil layer through the tubes. The injection of the cement suspension through the tubes takes place by means of a packing device 11. This material 13 under pressure fills up the crevices 12 in the rock and provides a sealing action. After the forcing into position of the cement suspen-sion the support elements can be placed in the tubes 7 and concrete can be cast in the holes 8 anc~ the tubes 7.
Fi~3ures 13 to 15 show the performance of a fourth metho~.
~I'his rnethod differs advantageousl~ from the method just des-cri~)ed in that the tubes can be recovered after use a~ain.
In accordance with what is shown in fiqure 13 tubes 15 are placed upright in the trench filled with the mu~ flush 14.
Through the tubes 15 the holes ~ are bor~d, for example in accordance with the Duplex method. The support elements 9 are then placed in position. Figure 15 shows the condition after with~rawing the tubes. Following this concrete is cast through concret~ pipes into the holes 8 and then into the trench, in which the support elements 9 are located. On carrying out the method it is appropriate to provide temporary hol~irlg means at the top end for the support elements ~ after withdrawincJ the tuhcs 15 so that the support elements cannot chancJe their positlon.
Figure 16 shows dia~rar~matically the section delimited by the joint tubes 4, of a trench for producing a diaphragm wall, which is to be anchored in a sealing fashion to the underlying harder soii or rock. In the upper part of the figure there is a cross-piece 1~, which is arranged on a support means 19. This cross-piece 1~, which for example can be in the fo~n of a piece of U-gir~er, carries the rneans sho~m in figures 1~ to 20 on arms 3~ hose spacirg can be set as required. The means carry at their lo~7er end a so-called packing device or sealin~ piston 2~. l'he trench sec-tion shown in figure 1~J iS fi~ed ~1ith a mucl flush for example in the form of a bentonite suspension or slurry 14, which in a conventional manner serves for reventing co1la~seof thc si~e walls. ~urthermore ~lastics pipes 7 are provided, which in accordance ~it~l what is shown in igure 17, serve to pro-vide injection holes 32. These holes 32 are in the hard S rock or soil into which matcrial can be injected and which in accordance with the view of figure 7 can have material in-jected into it as indicated by the arrows and accordinglv is made liquid-tiyht. Between the pipes 7 a sealing composition 3~ is poured in. It can consist for example of sand, clay and cement and after withdrawal of the tubes 7 forms a sealing wall, which, cooperating with the hard soil or rock, ~ervaded with injected material, performs a sealing function extending for some depth.
Fi~ures 1~, to 20 show the apparatus which serves to hold the pipes 17 or some time in their position. Figure 1 shows a view from above of a cross~piece, which for example can be made of U-girder 18 as will be seen from what is shown in figure 20. In this cross-piece 18 four holding means ~, are arranged so that they can be s~t lonyitudinally and they can be clamped in position b~ means of nuts 21. On the sides eyes 19 are arranged, which serve for suspending the holding system 19. Reference 22 denotes guide discs and reference 23 denotes the longitudinal slot which serves for displacing the holding means. As will be seen from figure 20 the holding means is in the form of an elastic cylinder 26, which is arranged on an inner tube 25 and an outer tube 30.
The two tubes can be slid in relation to each other and fixed in relative positions as required. On displacing lOSOZ89 these pipes the diameter of the holding cylinder 26 so chal1ges that the whole device in the pipes 7 can he clamped at a certain heigh-t as reuired. Reference 27 denotes screw attachment rneans, with whose help the cylinder ~6 can be clamp-ecl at the desired height so that the pipes 7 can be helcl bymeans of the apparatus shown in figure 20, in their position.
In this respect the discs 22 also serve as a fixing element on the cross-piece 18. Fixina in position is carrte~ out using nuts 21, as is shown in the representation in accordance with figure 19. At the lower end of the pipes there are pro-tective cover caps 28, which are initiallv to prevent dirt from getting into the interior of the pipes 7. Before carry-ing out injection operations, as is shown ln fiyure 17, these caps 28 are pierced in order to allow entry of the liquicl used for injection so that it can pass into the hard soil or rock 3~.
In prior art forms of this method after the excavation of the loose soil or rock the underlying firm rock was broken up by means of a ram chisel falling under gravity and it was then removed or disposed in some similar manner. It 6~a ~ng will readily be apparent that the k ~h lly up and comminution of the underlying rock in the manner indicated gives rise to substantial vibrations in the grouncl. If buildings such as houses are near the constructional side it will have to be expected that the Yibrations, which are transmitted owing to the nature of the rock, will reach the houses or other buildings and damage them.
One aiM of the present irvention is that of avoiding the a~ove descrihe~l vibrations and complications they involve and provi(lirl~ the possibilitv of ancnoring or tving the dia-}?hraglrl wall to the rock without damage to buildings such ashouses and/or sealing the harder layer so that this layer then serves as a seal.
In accordance with one aspect in accordance with the invention tubes are placed generally verticall~ in the trench produced and holes are then bored into the rock or harder ground through these tubes and reinforcing structures or support elements are mounted in the holes and/or cement or other binding materials is passed through the holes in order to carry out compressing and injectlon operations.
In the case of another form of the invention after production of the trench and continuous filling up with the mud flush a reinforcing element, which comprises tubes ex-tending as far as the bottom of the trench, is mounted in position so as to extend as far as the bottom of the trench and then concrete is poured in up to the top rim-of the trench and following this pile holes are bored into the rock through the ~bes in the cast concrete and then concrete is cast into the tubes and the pile holes. In this respect the re-inforcing means can be made up of conventional steel concrete reinforcing elements, which are arranged around the tubes and hold the tubes in position.
Furthermore in accordance with the invention a rnethod is made possible in the case of which after continuous filling ~(~S(~Z8~
in of the mu~ flush an apparatus is used to insert continuous tuhes extendin~ as ~ar as the bottom of the trench and follow~
ing tlliS a sealing composition, which can corsist of sand, cLay and cement, is filled in u~ to the top rim of the trench and followina this a stiffeninc~ construction is removed from the holes and then ~hrough these holes holes are produced in the hard soll or rock and cement or other binding agents is introduced through the holes for continuin~ the sealina action in the hard ~round or rock so as to ~roduce injected or pressure-inserted structures.
In accordance with a further form of invention firstly the trench is excavated, while being continuouslv filled up with mud flush, as far as the hard soil layer and following this the reinforcin~ basket structure with built-in tubes is p]aced ln the trench, the trench is then filled with concrete and hole~ are then bored in the hard soil layer through the passed in pipes and cement suspension is then injected through the tubes into the holes in order to fill-up crevices in the hard soil layer and finally the support elements or reinforcing elements are placed in position and concrete is cast into the holes and the tubes. The performance of this method is there-fore to be understood to involve injection of the cement sus-pension only at the beginnin~ of the operation in order to fill and seal the crevices, ~"hile castin~ concrete into the holes and tubes only occurs after this operation has ~een completed. In the case of a fou~t~ embodiment o the inven-tion irstly the trench is excavated - and while it beiny excavated it is continuously filled with mud flush - as far as 105028~
the top of the hard soil layex and then tubes are placed in a spaced array in the trench so that throu~h the tuhes holes ean be hore~ into t~e rock, follo~7inq which reinforcin~ or ~sll~r~ort, elel!lent~- can })e inserted into t~le t~lhes an~1 holes ,lnd follo~,7iI1{J this the tubes are pulled out o position and then concrete is cast into the holes in the hard soil layer and in the trench, the tubes being held by holding means above the top edge of the trench in position until the tubes are dra~n out of position.
By way of clarification it is to be noted that in not one of the forms of the method of the invention described is it necessary to use a basket-shaped reinforcing structure as an essential component. As an alternative in accordance with particular circu,mstances the reinforcing steel components can also be placed one by one and jolned toyethex ln the trench.
Finally it i5 to be pointed out that in accordance with the particular form of the method it may be appropriate to secure the inserted tubes by means of holding means, arranged above the trench, until the concrete is cast round the tubes or they are pulled out of position.
For the method of the inventlon it is preferred to use a form of reinforcement in the form of a pre-fabricated re-inforcing frame-work and consisting of the tubes and the steel reinforcing elements arranged between them and which hold the tubes in the predetermined position.
In accordance with the invention an apparatus for carrying out the method is provided in the case of which the rock or the hard soil is sealed. This apparatus is 1~50289 characterised by holdin~ means with parallel arms and ad-justable s~acing and which has the purpose of fixing the 1_ubes until the sealing filling composition has hardened, ~ithin the diaphragm wall and offers the possibility of pullin~
S out the above mentioned holding means. In accordance with the invention furthermore the above mentioned holding means can be provided with a packiny device or a device which has the purpose of carrying out the first injection operation even before pulling out the holding means. This means con-sists of a cylindrical, elastic body, which is fixed to aninner and an outer tube. By adjusting the inner tube the cylindrical body is spread out and forms a seal which can be removed at any time.
The invention offers the advantage that even in the lmmediate neighbourhood of houses and other huildincJ structures it ls posslble to anehor a diaphragm wall in the roek and to completely avoid vibrations. Alternatively the invention offers the advantage that owing to the additlonal sealin~ of the roek or the hard layer it is possible to extend the sealiny wall or diaphragm wall as far as the hard layer.
One embodiment of ~e method in accordance with the invention additionally offers the advantage that the pile bodies lo-eated in the roek are eonnected by an array of eoncrete ties, which are produeed by injeetion of the eonerete into erevices in the roek. This not only seals and eompacts the roek layer but also produees a better conneetion between the pile bodies and the roek or the hard yround.
In the drawing embodiments for the method in accordance ~050289 with the invention and furthermore forms of apparatus for carrying out the methoGs are shown.
Figure 1 shows diagrammatically one view of a section of a diaphragm wall.
S Figure 2 shows a view of a basket-sha~ed reinforcing structure with tubes fitted in it.
Figure 3 shows a plan view of the structure of figure 2.
Figures 4 to 11 show the performance of the method in accordance with the invention in accordance with the second embodiment.
Figure 12 shows the performance of a third form of the method.
Figures 13 to 15 show the performance of a fourth form of the methods in accordance with the invention.
Figure 16 shows diagrammatically a view of an a~aratus which serves for carrying out the method for sealing the rock or the hard soil.
Figure 17 shows diagrammatically the fu~her conduct of the method for sealing the rock or hard soil.
Figure 18 shows a *iew of the apparatus as shown in figure 16.
Figure 19 shows diagrammatically a front view of the device, which carries the so-called packing device or sealing piston.
Figure 1 shows diagrammatically a view of the trench 1 which has been made and which is delimited at its two ends by joint tubes 4. Outside the joint tubes 4 loose soil 2 is located. Underneath the diaphragm wall 1 there is the rock 3.
.
1(~50289 Figure 2 shows a basket-shaped reinforcing structure with tu~es 7 incor'~orated in it between which reir~forcing steel ele-ment., 6 are arranged. Such a basket-shaped reinforcing struc-ture can prefera~ly be prefabricated so that it can be lowered as a ~//hole into the trench 1. Figure 3 shows a plan view corresponding to the showing of figure 2.
Figures 4 to 11 show the performance of the method. As ls shown in figure ~ the basket-shaped reinforcing structure has been put in position. The trench is filled through a hopper with concrete 5. Figure 5 shows a plan view in this respect.
Figure 6 shows the diaphragm wall filled with concrete 5. In it the pipes 7 are located. Through these pipes 7 holes 8 are driven into the rock soil 3. Figure 7 shows a plan view in this respect. Figure 8 sho~7s the condition after the insertion 1~ ~f the support elements 9, which are illustrated in the form of T-girders. Figure 9 shows the plan view of what is shown in figure 8~ Figures 10 and 11 show the final condition. The support elements 9 have concrete cast arounc7 them so that the diaphragm wall is now anchored to the rock.
The view of figure 12 shows a third embodiment of the method. Concrete 5 has already been poured into the trench so that the pipes 7 are in a fixed position. Holes 8 are bored ~nto the hard soil layer through the tubes. The injection of the cement suspension through the tubes takes place by means of a packing device 11. This material 13 under pressure fills up the crevices 12 in the rock and provides a sealing action. After the forcing into position of the cement suspen-sion the support elements can be placed in the tubes 7 and concrete can be cast in the holes 8 anc~ the tubes 7.
Fi~3ures 13 to 15 show the performance of a fourth metho~.
~I'his rnethod differs advantageousl~ from the method just des-cri~)ed in that the tubes can be recovered after use a~ain.
In accordance with what is shown in fiqure 13 tubes 15 are placed upright in the trench filled with the mu~ flush 14.
Through the tubes 15 the holes ~ are bor~d, for example in accordance with the Duplex method. The support elements 9 are then placed in position. Figure 15 shows the condition after with~rawing the tubes. Following this concrete is cast through concret~ pipes into the holes 8 and then into the trench, in which the support elements 9 are located. On carrying out the method it is appropriate to provide temporary hol~irlg means at the top end for the support elements ~ after withdrawincJ the tuhcs 15 so that the support elements cannot chancJe their positlon.
Figure 16 shows dia~rar~matically the section delimited by the joint tubes 4, of a trench for producing a diaphragm wall, which is to be anchored in a sealing fashion to the underlying harder soii or rock. In the upper part of the figure there is a cross-piece 1~, which is arranged on a support means 19. This cross-piece 1~, which for example can be in the fo~n of a piece of U-gir~er, carries the rneans sho~m in figures 1~ to 20 on arms 3~ hose spacirg can be set as required. The means carry at their lo~7er end a so-called packing device or sealin~ piston 2~. l'he trench sec-tion shown in figure 1~J iS fi~ed ~1ith a mucl flush for example in the form of a bentonite suspension or slurry 14, which in a conventional manner serves for reventing co1la~seof thc si~e walls. ~urthermore ~lastics pipes 7 are provided, which in accordance ~it~l what is shown in igure 17, serve to pro-vide injection holes 32. These holes 32 are in the hard S rock or soil into which matcrial can be injected and which in accordance with the view of figure 7 can have material in-jected into it as indicated by the arrows and accordinglv is made liquid-tiyht. Between the pipes 7 a sealing composition 3~ is poured in. It can consist for example of sand, clay and cement and after withdrawal of the tubes 7 forms a sealing wall, which, cooperating with the hard soil or rock, ~ervaded with injected material, performs a sealing function extending for some depth.
Fi~ures 1~, to 20 show the apparatus which serves to hold the pipes 17 or some time in their position. Figure 1 shows a view from above of a cross~piece, which for example can be made of U-girder 18 as will be seen from what is shown in figure 20. In this cross-piece 18 four holding means ~, are arranged so that they can be s~t lonyitudinally and they can be clamped in position b~ means of nuts 21. On the sides eyes 19 are arranged, which serve for suspending the holding system 19. Reference 22 denotes guide discs and reference 23 denotes the longitudinal slot which serves for displacing the holding means. As will be seen from figure 20 the holding means is in the form of an elastic cylinder 26, which is arranged on an inner tube 25 and an outer tube 30.
The two tubes can be slid in relation to each other and fixed in relative positions as required. On displacing lOSOZ89 these pipes the diameter of the holding cylinder 26 so chal1ges that the whole device in the pipes 7 can he clamped at a certain heigh-t as reuired. Reference 27 denotes screw attachment rneans, with whose help the cylinder ~6 can be clamp-ecl at the desired height so that the pipes 7 can be helcl bymeans of the apparatus shown in figure 20, in their position.
In this respect the discs 22 also serve as a fixing element on the cross-piece 18. Fixina in position is carrte~ out using nuts 21, as is shown in the representation in accordance with figure 19. At the lower end of the pipes there are pro-tective cover caps 28, which are initiallv to prevent dirt from getting into the interior of the pipes 7. Before carry-ing out injection operations, as is shown ln fiyure 17, these caps 28 are pierced in order to allow entry of the liquicl used for injection so that it can pass into the hard soil or rock 3~.
Claims (7)
PROPERTY OR PRIVILEGE IS CLAIMED ARE DEFINED AS FOLLOWS:
1. A method for anchoring a diaphragm wall in a rock or rock-like hard soil layer which is covered by a softer soil layer which method comprises excavating a trench in the softer soil layer overlying the hard soil or the rock layer, filling the trench with mud flush as far as its top rim, placing tubes in the trench so as to be generally vertical, boring holes through these tubes into the rock or hard soil layer, introducing reinforcing means or support elements into the holes and injecting a binding agent into position in the holes, a diaphragm wall being cast into said trench.
2. A method as claimed in claim 1 in which the binding agent is cement.
3. A method in accordance with claim 1, in which after the production of the trench and continuous filling of mud flush, a reinforcing means, which comprises tubes extending as far as the bottom of the trench, is placed in position so as to extend as far as the bottom of the trench, concrete is poured in until the top of the trench is reached to form the diaphragm wall, pile holes are bored through the tubes, surrounded by cast concrete, into the rock, the reinforcing means or support elements are placed in the tubes and the pile holes and concrete is cast into the tubes and the pile holes.
4. A method in accordance with claim 1, in which after the continuous filling of the mud flush, continuous tubes, extending as far as the bottom of the trench, are placed in position, a sealing composition is filled in as far as the top of the trench to form the diaphragm wall, a stiffening construction is removed from the holes, through these holes, holes are produced in the hard soil or rock and a binding agent is introduced through the holes for continuing the sealing action in the hard core or rock layer so as to produce injected or pressure-inserted structure.
5. A method in accordance with claim 1 in which the trench is excavated as far as the hard soil layer and is kept filled with mud flush, a basket-shaped reinforcing structure with built-in tubes is placed in the trench, the trench is filled with concrete to form the diaphragm wall, through the tubes in the concrete,holes are bored into the hard soil layer, the holes are used for injection of cement suspension passing through the tubes and filling the crevices, the support elements are placed in position and the holes and the tubes subsequently have concrete cast therein.
6. A method in accordance with claim 1, in which the trench is excavated as far as the top of the hard soil layer, the trench being kept filled with mud flush, tubes are arranged vertically in a spaced array, holes are bored into the rock through the tubes, reinforcing means or support elements are mounted in the tubes and the holes, the tubes are then pulled out and then concrete is cast in the holes in the hard soil layer and in the trench to form the diaphragm wall and until the time of the drawing the tubes the latter are held in position by holding means disposed above the top edge of the trench.
7. An apparatus for use in a method of anchoring a diaphragm wall in rock or rock-like hard soil which is covered by a softer soil layer, comprising a holding device with a plurality of adjustably spaced tube holding means adapted to hold tubes in position until a sealing filling within a trench has hardened, each tube holding means comprising an injection arm on which injection arm at the lower end a packing device or holding piston is provided which holds the associated tube in position.
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Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA279,090A CA1050289A (en) | 1977-05-25 | 1977-05-25 | Method and apparatus for anchoring a diaphragm wall in rock or in hard soil |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA279,090A CA1050289A (en) | 1977-05-25 | 1977-05-25 | Method and apparatus for anchoring a diaphragm wall in rock or in hard soil |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CA1050289A true CA1050289A (en) | 1979-03-13 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA279,090A Expired CA1050289A (en) | 1977-05-25 | 1977-05-25 | Method and apparatus for anchoring a diaphragm wall in rock or in hard soil |
Country Status (1)
| Country | Link |
|---|---|
| CA (1) | CA1050289A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110130360A (en) * | 2019-05-10 | 2019-08-16 | 中国建筑西南勘察设计研究院有限公司 | A kind of post-tensioned prestressing supporting construction and its construction method |
-
1977
- 1977-05-25 CA CA279,090A patent/CA1050289A/en not_active Expired
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110130360A (en) * | 2019-05-10 | 2019-08-16 | 中国建筑西南勘察设计研究院有限公司 | A kind of post-tensioned prestressing supporting construction and its construction method |
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