CA1277843C - Method for building a protective wall when constructing an underwater base - Google Patents
Method for building a protective wall when constructing an underwater baseInfo
- Publication number
- CA1277843C CA1277843C CA 279605 CA279605A CA1277843C CA 1277843 C CA1277843 C CA 1277843C CA 279605 CA279605 CA 279605 CA 279605 A CA279605 A CA 279605A CA 1277843 C CA1277843 C CA 1277843C
- Authority
- CA
- Canada
- Prior art keywords
- protective wall
- base slab
- underwater
- end portion
- wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired
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- Revetment (AREA)
Abstract
SCHEDULE I
ABSTRACT OF THE DISCLOSURE
A method of building a protective wall when constructing an underwater base, utilizing in-line vertically extending elements joined by vertical joints, so that the protective wall is constructed substantially inside the range limited by the outer perimeter of the formwork, and extends from somewhat below the top of the base slab up to above the water level, and wherein the base slab is underwater concreted to seal the bottom of the protective wall.
ABSTRACT OF THE DISCLOSURE
A method of building a protective wall when constructing an underwater base, utilizing in-line vertically extending elements joined by vertical joints, so that the protective wall is constructed substantially inside the range limited by the outer perimeter of the formwork, and extends from somewhat below the top of the base slab up to above the water level, and wherein the base slab is underwater concreted to seal the bottom of the protective wall.
Description
~ ~7~R43 MET~OD FOR BUILDING A PROTECTIVE WALL
WHEN CONSTRUCTING AN UNDERWA~ER ~ASE
The present invention is concerned with a protective wall that stands the pressure of water and that is required in order to produce an underwater construction as dry work within the space limited by said protective wall. In the present specification, by underwater base is meant the underwater portion of a bridqe, wharf, or any other construction to be built in water that is not concreted by means of an underwater method (so-called Contractor concreting).
Protective walls are previously known which are made of wooden or steel planks with grooves and tongues and extending from the bottom of the water up to above the water level. In such a case, with wooden wall with matched joints, the section of the wall placed at the base slab has been used as the mould of the base slab, and the section above the base slab as the protective wall for the dry-work. In steel walls with matched joints, correspondingly, the section at the base slab has, wholly or partly, constituted mould face, whereby, in the latter case, part of the wall has been lined P~'\
with a wooden mould. The section above has~ protective wall in the way corresponding to the wooden wall with matched joints. ;~
e~
The above methods involve the drawback of high expenses, which result from expensive preliminary and finishing work (working bridges), from large quantity and losses of material, as well as from increased overhead expenses caused by the prolonged construction period.
The method in accordance with the invention is characterized in that the protective wall does not extend substantially outside the outer perimeter of the formwork of the base slab and the protective wall vertically extends from somewhat below the top of the base slab up to above the water level, said base slab being poured by underwater concreting ? to seal the bottom of the protective wall.
The most important advantages are obtained from the use of the method concerned when constructing a vertical wall of steel with matched joints and with an increasing depth of water. However, it is also possible to obtain savings when using a vertical wooden wall with vertical matched joints or a protective wall made of any other type of elments. The most important advantages are those listed below:
1. The material consump~ion is reduced. In the case of a steel wall, the section at the base slab is omitted, and in the case of a wooden wall with matched joints, each component wall can be dimensioned ~.277843 in the way best suitable for the construction work.
WHEN CONSTRUCTING AN UNDERWA~ER ~ASE
The present invention is concerned with a protective wall that stands the pressure of water and that is required in order to produce an underwater construction as dry work within the space limited by said protective wall. In the present specification, by underwater base is meant the underwater portion of a bridqe, wharf, or any other construction to be built in water that is not concreted by means of an underwater method (so-called Contractor concreting).
Protective walls are previously known which are made of wooden or steel planks with grooves and tongues and extending from the bottom of the water up to above the water level. In such a case, with wooden wall with matched joints, the section of the wall placed at the base slab has been used as the mould of the base slab, and the section above the base slab as the protective wall for the dry-work. In steel walls with matched joints, correspondingly, the section at the base slab has, wholly or partly, constituted mould face, whereby, in the latter case, part of the wall has been lined P~'\
with a wooden mould. The section above has~ protective wall in the way corresponding to the wooden wall with matched joints. ;~
e~
The above methods involve the drawback of high expenses, which result from expensive preliminary and finishing work (working bridges), from large quantity and losses of material, as well as from increased overhead expenses caused by the prolonged construction period.
The method in accordance with the invention is characterized in that the protective wall does not extend substantially outside the outer perimeter of the formwork of the base slab and the protective wall vertically extends from somewhat below the top of the base slab up to above the water level, said base slab being poured by underwater concreting ? to seal the bottom of the protective wall.
The most important advantages are obtained from the use of the method concerned when constructing a vertical wall of steel with matched joints and with an increasing depth of water. However, it is also possible to obtain savings when using a vertical wooden wall with vertical matched joints or a protective wall made of any other type of elments. The most important advantages are those listed below:
1. The material consump~ion is reduced. In the case of a steel wall, the section at the base slab is omitted, and in the case of a wooden wall with matched joints, each component wall can be dimensioned ~.277843 in the way best suitable for the construction work.
2. It is easy to disassemble the protective wall, for which reason its elements are not damaged and can, consequently, be used several times.
3. The wall elements can be placed in position and disassembled by means of considerably smaller machines than when using the former methods. For example, if the depth from the water level to the bottom is 10 metres and that to the top face of the base slab is 5 metres and if planks with tongues and grooves of a length of 12 and 7 metres are available, when lifting, the support point with the known method must be at a height of at least 9 metres and with the method now described at a height of at least 6 metres from the water surface.
In this way, the use of large cranes as well as working bridges for such cranes are avoided. Often it is possible to install the planks with tongues and grooves by means of a small excavator placed on pontoons.
In this way, the use of large cranes as well as working bridges for such cranes are avoided. Often it is possible to install the planks with tongues and grooves by means of a small excavator placed on pontoons.
4. ~he transport costs for the wall elements are reduced.
5. If the construction object or the working objects comprise several underwater constructions, the following procedure might be economical: A
raft is constructed that includes anchoring means, ` ~ 277~43 e.g., legs supportable against the ~ottom, and that is provided with equipment suitable for underwater concreting. The mould of the base slab is placed on the bottom, the raft is brought above the mould, the casting of the base slab is performed, the raft is replaced by a co~plete protective wall construction supported by pontoons, which construction is lowered onto the base slab and, by means of the mould of the base slab, supported at predetermined position.
The attached drawing illustrates an embodiment of the invention that illustrates the use of the method in bridge construction work. Figure 1 shows a vertical section of a bridge pier in the longitudinal direction of the bridge. Figure 2 shows the same section as supplemen~ed by means of the steel scaffold - construction placed above. Reference numeral 1 denotes the base slab, 2 the mould of the base slab, 3 working scaffold and support scaffold for the protective wall, 4 the protective wall, 5 the portion of the bridge pier to be concreted in the dry space limited by the protective wall, 6 support columns of the scaffolds of the deck construction, 7 the section of the bridge pier placed above the water level, 8 the scaffolds of the deck construction, 9 the deck construction of the bridge, and 10 supporting of the protective walls on the concreted section ~ 2'77843 5 of the bridge pier.
In the solution in accordance with Fig. 1, the protective wall 4 is at its lower end supported on the mould 2 of the base slab. The wall can also be built so that it is suspended on a scaffold placed above. Thereby the protective wall can be made shorter, but, on the other hand, the expenses are increased, because a stronger scaffold 3 is required.
In the solution in accordance with Fig. 2, the construction of the intermediate support 7 is simplified. Since the width of the wall-shaped portion S of a bridge pier in the longitudinal direction of the bridge is small, it has been necessary to perform the work, when using steel scaffolds with the scaffold columns supported on said construction S, so that first a framework supporting the mould of the pier 7 has been made, then the mould, the casting has been performed, the moulds disassembled together with the concreting scaffolds, and only then has it been possible to place the support columns of the scaffold supports in position. If the columns are supported on the steel wall with tongues and grooves, they can be used as concreting scaffolds and for supporting the pier mould, in which case time and expenses are saved. Other advan~ages could also be obtained by means o~ the ~ 277843 metllod concerned, The span of the steel supports would become shorter and, since the lengtn of ~he base slab 1 in the transverse direction of the bridge is larger than the corresponding dimension of the pier 5 placed on same, the support face of the profile steel beam placed underneath the scaffold columns would become longer. Thus, it would be possible to use beams of a profile smaller than what was possible in previous methods.
In the embodiment in accordance with Fig.
2, in which the scaffold loads are transferred over the protective wall to the base slab and further to the base ground, when planning and performing the work, consideration must, however, be given to the unusually eccentric loads straining the construction and the ground.
The thickness of the base slab of a bridge pier is, as a rule, determined by the depth of the water, i.e. the thickness of the base slab must be at least large enough that its weight corresponds the pressure of water acting upon the bottom of the slab. When this method is used, the thickness of the base slab can be reduced to some extent.
This may be necessary at least when the height of the top face of the base slab is affected by the depth of the passage in the bridge opening and when the ground in the bottom is hard to remove.
raft is constructed that includes anchoring means, ` ~ 277~43 e.g., legs supportable against the ~ottom, and that is provided with equipment suitable for underwater concreting. The mould of the base slab is placed on the bottom, the raft is brought above the mould, the casting of the base slab is performed, the raft is replaced by a co~plete protective wall construction supported by pontoons, which construction is lowered onto the base slab and, by means of the mould of the base slab, supported at predetermined position.
The attached drawing illustrates an embodiment of the invention that illustrates the use of the method in bridge construction work. Figure 1 shows a vertical section of a bridge pier in the longitudinal direction of the bridge. Figure 2 shows the same section as supplemen~ed by means of the steel scaffold - construction placed above. Reference numeral 1 denotes the base slab, 2 the mould of the base slab, 3 working scaffold and support scaffold for the protective wall, 4 the protective wall, 5 the portion of the bridge pier to be concreted in the dry space limited by the protective wall, 6 support columns of the scaffolds of the deck construction, 7 the section of the bridge pier placed above the water level, 8 the scaffolds of the deck construction, 9 the deck construction of the bridge, and 10 supporting of the protective walls on the concreted section ~ 2'77843 5 of the bridge pier.
In the solution in accordance with Fig. 1, the protective wall 4 is at its lower end supported on the mould 2 of the base slab. The wall can also be built so that it is suspended on a scaffold placed above. Thereby the protective wall can be made shorter, but, on the other hand, the expenses are increased, because a stronger scaffold 3 is required.
In the solution in accordance with Fig. 2, the construction of the intermediate support 7 is simplified. Since the width of the wall-shaped portion S of a bridge pier in the longitudinal direction of the bridge is small, it has been necessary to perform the work, when using steel scaffolds with the scaffold columns supported on said construction S, so that first a framework supporting the mould of the pier 7 has been made, then the mould, the casting has been performed, the moulds disassembled together with the concreting scaffolds, and only then has it been possible to place the support columns of the scaffold supports in position. If the columns are supported on the steel wall with tongues and grooves, they can be used as concreting scaffolds and for supporting the pier mould, in which case time and expenses are saved. Other advan~ages could also be obtained by means o~ the ~ 277843 metllod concerned, The span of the steel supports would become shorter and, since the lengtn of ~he base slab 1 in the transverse direction of the bridge is larger than the corresponding dimension of the pier 5 placed on same, the support face of the profile steel beam placed underneath the scaffold columns would become longer. Thus, it would be possible to use beams of a profile smaller than what was possible in previous methods.
In the embodiment in accordance with Fig.
2, in which the scaffold loads are transferred over the protective wall to the base slab and further to the base ground, when planning and performing the work, consideration must, however, be given to the unusually eccentric loads straining the construction and the ground.
The thickness of the base slab of a bridge pier is, as a rule, determined by the depth of the water, i.e. the thickness of the base slab must be at least large enough that its weight corresponds the pressure of water acting upon the bottom of the slab. When this method is used, the thickness of the base slab can be reduced to some extent.
This may be necessary at least when the height of the top face of the base slab is affected by the depth of the passage in the bridge opening and when the ground in the bottom is hard to remove.
Claims (5)
1. A method of building a protective wall when constructing an underwater concrete base consisting of positioning formwork at a prepared location, positioning a protective wall above and inside said location so that the protective wall does not extend substantially outside the outer perimeter of the formwork, said protective wall being formed by inline vertically extending elements joined by vertical joints and extending from somewhat below the top of a base slab up to above the water level, and underwater concreting the base slab in said formwork to seal the bottom of the protective wall.
2. The method of claim 1, wherein underwater concreting at least in the juncture of the protective wall and the base slab is done after positioning the protective wall.
3. The method of claim 1, wherein underwater concreting at least in the juncture of the protective wall and the base slab is done immediately before positioning the protective wall.
4. An underwater construction including in combination a base slab of concrete having a lower end portion engaging the ground, an upper end portion, and an outer perimeter, a protective wall having a lower end portion supported in the region of the periphery of said upper end portion which upper part at least in the juncture of the protective wall and the base slab, is formed by underwater concreting, said protective wall being formed by in-line vertically extending elements joined by vertical joints and said protective wall being annularly continuous and defining a space from which water may be pumped to produce a dry space for underwater construction, and said protective wall having a perimeter of such size that it does not extend outside the perimeter of said base slab.
5. An underwater construction as claimed in claim 4, wherein a concrete support pier is located within said protective wall, said support pier having a lower end portion engaging said upper end portion of said base slab and an upper end portion extending to a height at least near the upper end portion of said protective wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA 279605 CA1277843C (en) | 1977-06-01 | 1977-06-01 | Method for building a protective wall when constructing an underwater base |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA 279605 CA1277843C (en) | 1977-06-01 | 1977-06-01 | Method for building a protective wall when constructing an underwater base |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CA1277843C true CA1277843C (en) | 1990-12-18 |
Family
ID=4108783
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA 279605 Expired CA1277843C (en) | 1977-06-01 | 1977-06-01 | Method for building a protective wall when constructing an underwater base |
Country Status (1)
| Country | Link |
|---|---|
| CA (1) | CA1277843C (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113152497A (en) * | 2021-02-25 | 2021-07-23 | 宁夏晨禹水利水电建筑工程有限责任公司 | Floating arch cofferdam reinforcement construction method |
-
1977
- 1977-06-01 CA CA 279605 patent/CA1277843C/en not_active Expired
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113152497A (en) * | 2021-02-25 | 2021-07-23 | 宁夏晨禹水利水电建筑工程有限责任公司 | Floating arch cofferdam reinforcement construction method |
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| Date | Code | Title | Description |
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| MKLA | Lapsed |