JP2009275434A - Steel slit dam and method for constructing the same - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a steel slit dam constructed by burying a sheath tube in a concrete sleeve section and inserting a beam into the sheath tube, capable of effectively transmitting a shearing stress generated by the load transmitted to the sheath tube through the beam, and enabling the construction efficiency to be increased and also provide a method for constructing the steel slit dam. <P>SOLUTION: This steel slit dam comprises concrete dam bodies 2 formed on both sides of a river in the river width direction, center columns 16 vertically installed between the dam bodies 2 at predetermined intervals in the river width direction, reinforcement members 21 assembled upward from the bottom side and buried in the dam bodies 2, sheath tubes 22 supported by the reinforcement members 21 and buried in the bank bodies 2 in such a manner as to open toward the center of the river, and a beam 14 having both ends inserted into the sheath tubes 22 and installed between the bank bodies 2 while crossing the center columns 16. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to a steel slit dam suitable for river debris flow countermeasures or driftwood countermeasures, and a construction method thereof.

  Conventionally, a transmission-type sabo dam has been proposed that can capture boulders, driftwood, and a large amount of sediment when a debris flow occurs to prevent outflow downstream of the river (see, for example, Patent Document 1). The disclosed technique of Patent Document 1 has been devised from the viewpoint of preventing re-flow of gravel and sediment trapped when debris flow occurs while maintaining the sediment control function. The longitudinal direction of the river and the transverse direction of the river A frame constructed by laying rod-shaped members on the riverbed is installed on the river bed.

  However, according to the disclosed technique of Patent Document 1, a rod-shaped member must be installed in the longitudinal direction of the river. This increases the cost of the member and increases the work effort, resulting in a significant increase in the construction cost. In addition, in the disclosed technique of Patent Document 1, since a three-dimensional structure is provided by providing rod-shaped members in the longitudinal and transverse directions of the river, when earth and sand etc. enter and mix inside the three-dimensional solid surrounded by a grid, It is difficult to take this out of the solid and remove it.

  In addition, a steel slit dam is proposed in which a beam material is installed between concrete sleeve portions formed on both banks in the river width direction of the river (see, for example, Patent Document 2). In the disclosed technique of Patent Document 2, the levee body installed on both river banks, the girder connected to the levee body and passed between the two dam bodies in the river width direction, and the girder and the base of the river bottom position are connected. A columnar steel slit dam structure is configured by arranging vertical members in a columnar shape at a required interval in the river width direction. That is, with this slit dam structure, the structure can be simplified and strengthened as much as possible, and the manufacturing cost can be reduced.

  Conventionally, this columnar slit dam structure has the disadvantage that the length between the fulcrums of the vertical members is long and the impact force absorption performance of the debris flow is inferior. The structure which arrange | positions a horizontal girder member in the intermediate part of this is proposed. However, in such a configuration, in order to receive the impact, it is difficult to sufficiently receive the impact force because the lower base portion of the vertical member and the upper beam portion installed on the sleeve portion must be handled. Therefore, it is necessary to increase the diameter of the steel pipe member or to increase the thickness of the steel pipe member. In addition, in order to receive relatively small gravel other than boulders, it is necessary to reduce the distance between the vertical members, which necessitates an increase in the number of members, resulting in an increase in production and installation costs. There was a point.

  Furthermore, as an example of such a steel slit dam, as shown in Patent Document 3, for example, the lower end portion of a pillar material is embedded in a foundation concrete placed at the bottom between concrete dam bodies, and the pillar is The beam is joined to the head of the material. Further, a sheath pipe is embedded in the concrete bank body facing the river center, and the end portion of the beam material is inserted into the sheath pipe and fixed. By adopting a configuration in which the end portion of the beam material is inserted into the sheath tube, a slidable structure capable of absorbing the stretching strain of concrete, the beam material, and the column material between the sheath tube and the end portion of the beam material, and Voids can be formed, and thermal stress can be eliminated to prevent cracks in the concrete.

  However, in the disclosed technique of Patent Document 3, when a boulder, driftwood, or the like collides vigorously, a large load is applied to the sheath tube via the beam material. However, the sheath tube is merely embedded in the concrete and is not supported by any reinforcing material. For this reason, the shear stress based on the load transmitted to the sheath pipe through the beam material cannot be sufficiently transmitted, and there is a concern that the stress concentration occurs and the crack of the concrete is generated from the periphery of the sheath pipe.

Further, in the disclosed technique of Patent Document 3, when the sheath pipe is embedded in the concrete bank, a member for fixing the sheath pipe is not particularly provided until the concrete is solidified. For this reason, until concrete solidifies, special equipment and equipment are required to hold the sheath tube so that it does not move, and the construction labor increases and the construction cost increases. there were.
JP-A-7-82725 JP 2002-121728 A JP 2007-277972 A

  Therefore, the present invention has been devised in view of the above-described problems, and the object of the present invention is to embed a sheath tube in a concrete sleeve and insert a beam material into the sheath tube. A steel slit dam capable of effectively transmitting a shear stress based on a load transmitted to a sheath pipe through a beam material, and capable of improving workability, and a construction method thereof It is to provide.

  The steel slit dam to which the present invention is applied is a column erected by embedding the lower end in the foundation concrete between concrete levee bodies formed on both sides of the river width direction of the river in order to solve the above-mentioned problems. Both ends of the beam connected to the material are inserted into and supported by a sheath pipe embedded in the levee, and the sheath pipe is supported by a reinforcing material embedded in the levee body. To do.

  In order to solve the above-described problems, the steel slit dam construction method to which the present invention is applied erected the pillar material by burying the lower end of the foundation concrete at predetermined intervals in the river width direction of the river, and Assemble the reinforcing material upward from the foundation concrete on both banks in the river width direction of the pillar material to be installed, and support the sheath tube with the reinforcing material, so that the beam material with both ends inserted into the sheath tube is inserted between the reinforcing materials. In addition, the beam member is fixed to the column member, and the reinforcing member and the sheath tube are buried with concrete, thereby forming a bank body on both sides in the river width direction of the river.

  In order to solve the above-described problems, the construction method of the steel slit dam to which the present invention is applied assembles a reinforcing material upward from the concrete foundation on both banks in the river width direction, and the sheath pipe is directed toward the river center by the reinforcing material. By embedding the reinforcing material and the sheath tube with concrete, a levee body is formed on both banks in the river width direction of the river, and the lower end is embedded in the foundation concrete at predetermined intervals in the river width direction of the river The column material is erected by inserting the end beam material into the sheath pipe, and both ends of the beam material are connected to the end beam material inserted into the sheath pipe, thereby connecting the end beam material to the dam body. It is constructed in the middle.

  In this invention which consists of the structure mentioned above, after making a sheath pipe the state supported by the reinforcing material, a levee body can be constructed by burying these with concrete. That is, in the process of burying the sheath pipe in the concrete dam body, the sheath pipe can be held so as not to move until the concrete is solidified. For this reason, a special apparatus, equipment, etc. for making a sheath tube still become unnecessary, it becomes possible to reduce the burden of construction labor, and it becomes possible to hold down construction cost.

  In addition, the reinforcing material for supporting the above-described sheath tube is also effective in improving the strength and durability of the bank body itself.

  Moreover, in this invention which consists of an above-described structure, when a boulder, driftwood, etc. collide vigorously, a big load will be added to a sheath pipe via a beam material. However, the sheath tube is not simply embedded in the concrete, but is supported by a reinforcing material. For this reason, the shear stress based on the load transmitted to the sheath pipe through the beam can be transmitted to the concrete dam body, and the crack of the concrete can be prevented from occurring around the sheath pipe without stress concentration. It is also possible.

  Hereinafter, as a best mode for carrying out the present invention, a steel slit dam applied to a river or the like will be described in detail with reference to the drawings.

  The steel slit dam to which the present invention is applied is applied to a river 10 as shown in FIG. This river 10 has a concrete dam body 2 formed on both sides of the river width direction H, and a concrete foundation 3 formed on the river bottom, and is surrounded by the dam body 2 and the concrete foundation 3. Water flows from the upstream to the downstream in the flow path formed by this.

  A steel slit dam 1 to which the present invention is applied includes a foundation column member 17 that is embedded and standing with respect to a concrete foundation 3, and a center column member 16 provided at the upper end of the foundation column member 17. A reinforcing member 21 assembled from the bottom side and embedded in the dam body 2 and supported by the reinforcing material 21 and embedded in the dam body 2 so as to open toward the river center 22 and a beam member 14 that is inserted between the two ends of the sheath tube 22 and is laid between the dam bodies 2 while being joined to the central column member 16. The beam member 14 includes a central beam member 13 and end beam members 12 attached to both ends thereof.

  FIG. 2 shows a front view of the steel slit dam 1. A flange is attached to one end side of the end beam member 12. The flange may have any shape, but in the following description, a case where the flange is formed in a disk shape will be described as an example.

  Incidentally, this flange is formed not only on one end side of the end beam member 12 but also on each end of the center beam member 13, the center column member 16, the foundation column member 17 and the like. May be. Further, any conventional method may be applied as a method for joining the flanges. Also, the end beam member 12, the center beam member 13, the center column member 16, and the foundation column member 17 can be joined by bolting via a disk-shaped flange attached to the tip of the joint, It is good also as welding joining. Further, as an alternative to providing a flange, the end member 12, the central beam member 13, the central column member 16, and the base column member 17 are opened at the distal ends of the joints, and the mating member to be joined to this opening portion It is good also as a sheath tube structure which inserts, and you may fix these mutually by welding etc.

  The central beam member 13 is provided with a beam member joint 35 branched downwardly at a predetermined interval. That is, the beam member 35 is provided in the center beam member 13 in a T shape.

  The central column 16 has a shape including a vertical steel pipe 41 having a large diameter and a cross member 42 having a small diameter branched from the vertical steel pipe 41 toward the river width direction H on both sides. Become.

  The levee body 2 has a portion corresponding to a non-overflow portion raised from the concrete foundation 3 and a sleeve portion provided above the non-overflow portion. The reinforcing member 21 embedded in the dam body 2 has a reinforcing column member 52 bonded to a bottom portion reinforcing member 51 provided on the concrete foundation 3 as shown in FIG. 59 is assembled. Incidentally, FIG. 3 (b) shows a front view on the AA 'plane in FIG. 3 (a), and FIG. 3 (c) shows a front view on the BB' plane in FIG. 3 (a). Yes.

  The bottom reinforcing member 51 has reinforcing column members 52 joined to both end portions and an intermediate portion of the strip steel plate 54, and the strip steel plates 54 are arranged in two rows so that the longitudinal direction thereof is parallel to the river width direction H. A connecting member 57 is provided at the lower ends of the reinforcing column members 52 at both ends. The connecting member 57 connects the bottom surface reinforcing members 51 adjacent to each other in the upstream and downstream directions. Incidentally, the anchor bolt 58 is inserted into the hole 55 and the hole 56 formed in the strip-shaped steel plate 54 and the connecting member 57 of the bottom surface reinforcing member 51 and fixed to a predetermined height in the concrete foundation 3. .

  The reinforcing member 21 is formed by connecting a reinforcing column member 52 to a predetermined height above the bottom surface reinforcing member 51. These connections are made via a bonding material 59 as shown in FIG. The bonding material 59 includes an L-shaped steel 60 extended in the longitudinal direction, and a mounting plate 61 protruding above and below the L-shaped steel 60. The reinforcing column members 52 can be joined to each other by welding or bolt joining via the mounting plate 61. A stand 62 is temporarily provided above the reinforcing member 21. In the gantry 62, a horizontal member 63 is installed on the reinforcing column member 52 in a direction orthogonal to the river width direction H. A connecting member 64 is installed on the horizontal member 63 in a direction parallel to the river width direction H. The sheath tube 22 is placed on the gantry 62. On the horizontal member 63, two steel rods 66 having a circular cross section may be further provided at positions corresponding to both sides of the connecting member 64. When the sheath tube 22 is placed on the gantry, it may be supported on the connecting member 64 or placed between the two steel bars 66.

  The reinforcing member 21 having the above-described configuration is not limited to the above-described form, and may be any component or member as long as it is assembled from the concrete foundation 3. Moreover, although the upper end of the reinforcing material 21 is extended to the position higher than the height of the mount 62 as shown to Fig.3 (a), it is not limited to this.

  4A and 4B show an example of the sheath tube 22 placed on the gantry 62. FIG. The sheath tube 22 is made of a steel tube, and has a structure in which one end side is closed from the viewpoint of preventing concrete from entering. A mounting plate 68 is provided at the lower part of the sheath tube 22.

  An anchor member 66 is attached to the attachment plate 68. The anchor member 66 is exemplified as a case made of L-shaped steel, but is not limited to this, and can be replaced with any cross-sectional shape such as C-shaped steel. The anchor member 66 is joined to the mounting plate 68 by welding or bolt joining. The tip of the anchor member 66 is formed in a flat shape, and for example, a flat plate 67 is formed. Since the flat plate 67 is provided so that the plane direction thereof is substantially perpendicular to the axial direction of the anchor member 66, the sheath tube 22 comes out when concrete is placed as described later. Can be more effectively prevented. However, the arrangement angle of the flat plate 67 is not limited to the above-described configuration, and may be any angle.

  Incidentally, the mounting plate 68 and the anchor member 66 are disposed so as to form an angle θ with respect to each other from the front in FIG. 4A and are configured in two steps in the depth direction. However, the present invention is not limited to this, and at least one sheet may be provided. Further, the mounting plate 68 and the anchor member 66 may be omitted.

  The sheath tube 22 having such a configuration is supported by the reinforcing material 21 by being placed on the mount 64 in the reinforcing material 21. Incidentally, when the sheath tube 22 is supported by the reinforcing material 21, it may be supported by any member in the reinforcing material 22 in addition to being realized by placing the sheath tube 22 on the mount 64 described above. Further, the supporting method is not limited to the above-described method.

  FIG. 5 shows an example in which the end beam 12 in the beam 14 is inserted into the sheath tube 22. The inner diameter of the sheath tube 22 is configured in a state where the diameter is slightly increased by the outer diameter of the end beam member 12. And since the sheath pipe 22 is embedded in the levee body 2 so as to open toward the river center, the end beam member 12 is simply inserted into the dam body 2 from the river center. The bank body 2 can be easily fixed.

  FIG. 6 shows an example of a steel slit dam 1a in which the beam members 14 are formed in two stages. In the example of FIG. 6, the same components and members as those in FIGS.

  In the steel slit dam 1a, two steps of the beam member 14a and the beam member 14b are provided. The beam member 14a in the first stage is provided so as to intersect the central column member 16a assembled on the basis of the base column member 17, and the end beam member 12a constituting the end portion thereof is a sheath tube. By being inserted into 22a, it is constructed between the dam bodies 2. A central column member 16b is further provided above the central beam member 13a in the beam member 14a. The central column member 16b has substantially the same configuration as the central column member 16a. A beam member 14b having substantially the same structure as the beam member 14a is attached to the upper end of the central column member 16b, and the end beam member 12b constituting the end of the beam member 14b is inserted into the sheath tube 22b. By doing so, it is constructed between the levee bodies 2.

  The sheath tube 22a is supported by being placed on the gantry 62a in the reinforcing member 21, and is buried in concrete. Further, the sheath tube 22b is supported by being placed on the gantry 62b in the reinforcing member 21, and is buried in concrete.

  Next, the 1st construction method of the slit dam 1 to which this invention is applied is demonstrated in detail, referring drawings.

  First, in step S11 in the flowchart of the first construction method shown in FIG. 7, floor digging is performed on the site where the slit dam 1 is constructed, and leveling is performed. Next, the process proceeds to step S12, and the primary concrete is cast to the height at which the foundation column material 17 is installed on the site where floor digging and leveling have been performed, and the concrete foundation 3a is formed. FIG. 8 (a) shows the state of the site after placing this primary concrete. In step S12, after the reinforcing bars are disposed inside, the primary concrete may be placed from above. Incidentally, after the process of this step S12 is complete | finished, each member which comprises the steel pipe unit 1 will be carried in to the spot.

  In step S13, as shown in FIG.8 (b), arrangement | positioning of the member which comprises a base part is performed. The foundation column material 17 is erected on the concrete foundation 3 a and fixed through anchor bolts 58. Further, the strip-shaped steel plate 54 and the connecting material 57 at the lower end of the bottom surface reinforcing member 51 are fixed on the concrete foundation 3 a via the anchor bolts 58. Incidentally, the mounting order of the foundation column member 17 and the bottom surface reinforcing member 51 may be preceded, or may be executed simultaneously with each other.

  Next, it transfers to step S14 and the center part pillar material 16 is installed. The central column material 16 is assembled on the foundation column material 17 fixed on the concrete foundation 3a. In step S14, the remaining reinforcing material 21 is installed. Specifically, the reinforcing column member 52 is attached to the bottom surface portion reinforcing member 51 through the bonding material 59. Then, the reinforcing column member 52 is further attached to the reinforcing column member 52 via the bonding material 59.

  Next, it transfers to step S15 and the grounding of the beam material 14 is performed. FIG. 9 (a) shows an example of the beam member 14 that has been previously ground. In step S15, the beam member 14 is produced by joining the central beam member 13 and the end beam member 12, and the sheath tube 22 is inserted into the end beam member 12. I do.

  Next, the process proceeds to step S16, and the work of attaching the beam member 14 that has been ground is performed. In this attaching operation, as shown in FIG. 9 (b), first, the lower end of the central beam member 13 is placed on the central column member 16, and the sheath tube 22 is placed on the mount 62 in the reinforcing member 21. Since the central beam member 13, the end beam member 12, and the sheath tube 22 are respectively assembled and integrated, it is possible to complete the placement thereof in one operation. Then, by attaching the central beam member 13 to the central column member 16, they are firmly fixed to each other. Further, the sheath tube 22 may be placed on the gantry 62 as described above to create a state supported by the reinforcing member 21. However, the sheath tube 22 is not shown through a rope or U bolt (not shown). This may be supported by fixing the tube 22 to the reinforcing member 21. At the end of step S16, the bolt is finally tightened.

  Next, the process proceeds to step S17, and the concrete foundation 3b is placed up to the finished height of the concrete foundation 3 as shown in FIG. The concrete foundation 3b is placed so as to cover at least the bottom part reinforcing member 50 and the base part of the foundation column 17.

  Next, the process proceeds to step S18, and if it is necessary to construct the beam material over two or more stages, the process returns to step S14 again. On the other hand, when the beam material 14 is constructed over one stage and finished, the process proceeds to step S19.

  In the case where the beam material 14 is constructed over one stage and is finished, when the process proceeds to step S19, placement of secondary concrete is performed. In the placement of the secondary concrete, as shown in FIG. 10, the concrete constituting the dam body 2 is further placed on the concrete foundation 3b placed in step S17. In such a case, the embankment body 2 is formed on both sides in the river width direction of the river by embedding the reinforcing member 21 and the sheath tube 22 with concrete. Since the sheath tube 22 is supported by the reinforcing material 21, it can be stopped at one place without being displaced even when the concrete is placed. As a result, it is possible to fix the sheath tube 22 in a stable state in the dam body 2 without causing a positional shift. In addition, it is desirable that the height of each joint when placing concrete in a plurality of stages is different from the height of the bonding material 59.

  Finally, the process proceeds to step S18, and coating is performed on each member constituting the steel slit dam 1 to complete the construction.

  In addition, in the case where the beam material 14 is constructed in two stages and is finished, when the process proceeds to step S14, the steps proceed thereafter in the order indicated by the dotted lines. First, in step S14, as shown in FIG. 11A, the remaining central column material 16b corresponding to the second stage is installed. The central column member 16b is assembled on the beam member 14a. In step S14, the remaining reinforcing material 21 is installed.

  Next, it transfers to step S15 and the grounding of the beam material 14b is performed.

  Next, the process proceeds to step S16, and the attaching work of the beam member 14b that has been ground is performed. As shown in FIG. 11 (b), first, the lower end of the central beam member 13b is placed on the central column member 16b, and the sheath tube 22 is placed on the second stage frame 62b of the reinforcing member 21. Put it on. Then, by attaching the central beam member 13b to the central column member 16b, they are firmly fixed to each other. After finishing this step S16, it transfers to step S19 as it is, and performs placement of secondary concrete. At this time, as shown in FIG. 11 (c), the concrete constituting the dam body 2 is placed in both the first and second stages in this step. Moreover, you may make it perform the placement of the 1st-stage concrete which comprises the bank 2 simultaneously with step S16.

  Incidentally, in the case where the beam member 14 is composed of three or more stages, after the process of step S16 is completed, the process proceeds to step S14 again, and this is repeated until the construction of all stages is completed.

  Instead of executing the construction along the above-described steps S15 and S16, the central beam member 13, the end beam member 12, and the sheath tube 22 may be attached individually. In addition, after the sheath tube 22 is first placed on the mount 62, the end beam member 12 is inserted into the sheath tube 22, and finally the central beam member 13 is attached to the end beam member 12. Good. Alternatively, the sheath tube 22 may be first inserted into the end beam member 12 and then placed on the gantry 62, and then the central beam member 13 may be attached to the end beam member 12. In addition, the central beam member 13 is first attached to the end beam member 12 to complete only the horizontal beam 14, and then attached to the central column member 16, and then the sheath tube 22 is inserted into the end beam member 12. The procedure may be as follows.

  In this invention which consists of the structure mentioned above, after making the sheath pipe 22 the state supported by the reinforcing material 21, the embankment body 2 can be constructed by burying concrete in these. That is, in the process of burying the sheath pipe 22 in the concrete dam body, the sheath pipe 22 can be held so as not to move until the concrete is solidified. For this reason, the special apparatus, equipment, etc. for making the sheath tube 22 stationary become unnecessary, it becomes possible to reduce the burden of construction labor, and it becomes possible to hold down construction cost.

  Further, the reinforcing member 21 for supporting the above-described sheath tube 22 also exhibits effectiveness in improving the strength and durability of the dam body 2 itself.

  Moreover, in this invention which consists of an above-described structure, when a boulder, driftwood, etc. collide vigorously, a big load will be added to the sheath pipe 22 via the beam material 14. FIG. However, the sheath tube 22 is not simply embedded in the concrete but is supported by the reinforcing material 21. For this reason, the shear stress based on the load transmitted to the sheath tube 22 via the beam member 14 can be transmitted, and the occurrence of cracks in the concrete from the periphery of the sheath tube can be prevented without causing stress concentration. It becomes possible.

  In addition, this invention is not limited to the 1st construction method of the slit dam 1 mentioned above, You may make it apply the 2nd construction method demonstrated below.

  First, in step S21 in the flowchart of the second construction method shown in FIG. 12, floor digging is performed on the site where the slit dam 1 is constructed, and leveling is performed. Next, the process proceeds to step S22, and the primary concrete is cast to the height at which the reinforcing material 21 is installed on the site where floor digging and leveling are performed, and the concrete foundation 3 is formed. FIG. 13 (a) shows the state of the site after placing this primary concrete. In this step S22, concrete is cast only on both sides corresponding to the dam body 2 except for the central portion corresponding to the river 10, and the concrete foundation 3 is constructed. Moreover, in this step S22, after arranging a reinforcing bar inside, you may make it place primary concrete from there.

  In step S23, installation of the reinforcing material 21 is started on the concrete foundation 3. First, as shown in FIG. 13 (b), the strip-shaped steel plate 54 and the connecting material 57 at the lower end of the bottom surface portion reinforcing member 51 are fixed on the concrete foundation 3 through anchor bolts 58. Moreover, in this step S23, as shown in FIG.13 (c), the remaining reinforcement material 21 is installed. Specifically, the reinforcing column member 52 is attached to the bottom surface portion reinforcing member 51 through the bonding material 59. Similarly, at this time, it is desirable that the height of each joint when placing concrete in a plurality of stages is different from the height of the bonding material 59. Then, the reinforcing column member 52 is further attached to the reinforcing column member 52 via the bonding material 59. At this time, the concrete constituting the dam body 2 may be placed in a portion excluding the reinforcing column member 52 to which the mount 62 is attached, among the reinforcing column members 52 in the reinforcing member 21.

  Next, it transfers to step S24 and the sheath tube 22 is installed. The installation of the sheath tube 22 may be configured such that the sheath tube 22 is placed on the gantry 62 and is supported by the reinforcing member 21. Moreover, this may be supported by fixing the sheath tube 22 to the reinforcing member 21 via a rope or U bolt (not shown), or may be supported by the reinforcing member 21 by any other method. Good.

  In step S25, the placement of concrete constituting the dam body 2 is completed. In this concrete placement, as shown in FIG. 14 (a), the embankment body 2 is formed on both sides in the river width direction of the river by embedding the reinforcing member 21 and the sheath tube 22 with concrete. Since the sheath tube 22 is supported by the reinforcing material 21, it can be stopped at one place without being displaced even when the concrete is placed. As a result, it is possible to fix the sheath tube 22 in a stable state in the dam body 2 without causing a positional shift.

  Next, the process proceeds to step S26, and when it is necessary to construct the beam member 14 in two or more stages, the process returns to step S23 again, and the above-described processing is repeatedly executed. On the other hand, when the beam material 14 is constructed over one stage and finished, the process proceeds to step S27.

  In step S27, first, as shown in FIG. 14 (b), concrete constituting the concrete foundation 3 is placed up to a height at which the foundation column member 17 is installed between the dam bodies 2. Next, the process proceeds to step S <b> 28, where the foundation column 17 is erected on the concrete foundation 3 and fixed via the anchor bolts 58.

  Next, the process proceeds to step S29, and the end beam member 12 is inserted into the sheath tube 22 as shown in FIG. Further, as shown in FIG. 15 (b), the central column member 16 is attached to the foundation column member 17. Note that either the insertion of the end beam member 12 or the attachment of the central column member 16 may be performed in advance.

  Next, the process proceeds to step S30, and the central beam member 13 is attached as shown in FIG. At the time of attaching the central beam member 13, the central column member 16 has already been assembled, and the end beam member 12 has already been inserted into the sheath tube 22. For this reason, the attachment of the beam member 14 is completed by attaching the central beam member 13 to the central column member 16 and the end beam member 12.

  Next, the process proceeds to step S31, and the concrete foundation 3 is placed up to the finished height of the concrete foundation 3 as shown in FIG. The concrete foundation 3 is placed so as to cover at least the base portion of the foundation column 17. The placement of the concrete foundation 3 in step 31 is performed only when the first stage of the beam material 14 is constructed, and is not performed when the second stage or more of the beam material 14 is constructed.

  Next, the process proceeds to step S32, and when it is necessary to construct the beam material 14 in two or more stages, the process returns to step S28 again and the above-described processing is repeatedly executed. On the other hand, when the beam material 14 is constructed over one stage and finished, the process proceeds to step S33.

  In step S33, each member constituting the steel slit dam 1 is painted to complete the construction.

  In step S26, since the beam member 14 has two or more steps, when the process proceeds to step S23, the reinforcing member 21 is added upward as shown in FIG. 17 (a). And after completing the addition of the reinforcing material 21, the sheath tube 22b is installed in step S24.

  Next, it transfers to step S25 and the concrete which comprises the dam body 2 is laid as shown in FIG.17 (b). That is, in this step S25, the concrete of the levee body 2 corresponding to the second stage is placed. Even when the beam member 14 is formed in three or more stages, this procedure is repeated.

  In the case where the beam member 14 is composed of two or more steps, when the process proceeds from step S32 to step S29 again, the end beam member 12b constituting the second step is inserted as shown in FIG. 17 (c). Then, the central column member 16b is attached. And it transfers to step S30 and the center part beam material 13b is attached. Even in the case of applying this second construction method, it is needless to say that the same effects as those of the first construction method can be obtained.

  The present invention is not limited to the embodiment described above. FIG. 18 shows an example in which the dam body 2 includes a non-overflow portion 2a and a buttress portion 2b. In particular, when the river width is wide, it is generally performed that the buttress portion 2b is provided between the non-overflow portions 2a constituting both banks and the beam member 14 to be laid is relayed. In the present invention, the buttress portion 2b may be interpreted as the dam body 2 described above, and the reinforcing member 21 and the sheath tube 22 may be embedded therein. In such a case as well, the end portion of the beam member 14 is inserted into the sheath tube 22 supported by the reinforcing member 21 and is installed between the non-overflow portion 2a.

  Further, in the present invention, the height of the sheath tube 22 may be freely adjustable. In particular, since the sheath tube 22 is assembled upward independently of the central column member 16, it is necessary to suppress the occurrence of displacement in the stage of attaching the beam member 14. For this purpose, when the horizontal member 63 of the gantry 62 is attached to the reinforcing column member 52 of the reinforcing member 21, the height may be finely adjusted by, for example, increasing the diameter of a hole for screwing. Moreover, the bottom surface of the bottom surface reinforcing member 51 may be finely adjusted up and down.

  FIG. 19 shows an enlarged view of the lower end of the bottom surface reinforcing member 51. In the bottom reinforcing member 50, reinforcing column members 52 are joined to both ends and an intermediate portion of the strip-shaped steel plate 54, and a connecting member 57 is attached to the lower part of the reinforcing column members 52 at both ends. Although not shown, the screw 111 is inserted into a through hole formed in the strip steel plate 54, and the nuts 112 and 113 are vertically moved on the screw 111 so as to sandwich the upper and lower surfaces of the connecting member 57 and the strip steel plate 54. Screw. Incidentally, the lower part of the screw 111 is fixed by being embedded in the concrete foundation 3 with an anchor 114 attached thereto. By adopting such a configuration, it is possible to adjust the height of the bottom surface reinforcing member 51 only by shifting the positions of the nuts 112 and 113 up and down.

It is a perspective view of the steel slit dam to which the present invention is applied. It is a front view of a steel slit dam. It is a figure for demonstrating the structure of a reinforcing material. It is a figure for demonstrating the structure of a sheath tube. It is a figure which shows the example which inserted the edge part beam material in a steel pipe beam in a sheath pipe. It is a figure which shows the example which arrange | positions a steel pipe beam over two steps. It is a flowchart which shows the 1st construction method of the steel slit dam to which this invention is applied. It is a figure for demonstrating the 1st construction method of the steel slit dam to which this invention is applied. It is another figure for demonstrating the 1st construction method of the steel slit dam to which this invention is applied. It is another figure for demonstrating the 1st construction method of the steel slit dam to which this invention is applied. It is a figure for demonstrating the case where a steel pipe beam is arrange | positioned over 2 steps | paragraphs by the 1st construction method of the steel slit dam to which this invention is applied. It is a flowchart which shows the 2nd construction method of the steel slit dam to which this invention is applied. It is a figure for demonstrating the 2nd construction method of the steel slit dam to which this invention is applied. It is another figure for demonstrating the 2nd construction method of the steel slit dam to which this invention is applied. It is another figure for demonstrating the 2nd construction method of the steel slit dam to which this invention is applied. It is a figure which shows the steel slit dam completed by the 2nd construction method to which this invention is applied. It is a figure for demonstrating the case where a steel pipe beam is arrange | positioned over two steps by the 2nd construction method of the steel slit dam to which this invention is applied. It is a figure which shows the example comprised by the non-overflow part and the buttress part as a dam body. It is an enlarged view of the lower end of a bottom face part reinforcement.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Steel slit dam 2 Dike body 3 Concrete foundation 10 River 12 End beam material 13 Center beam material 14 Beam material 16 Center column material 17 Foundation column material 21 Reinforcement material 22 Sheath pipe 35 Beam material connection 41 Vertical steel pipe 42 Cross member 51 Bottom reinforcement 52 Reinforcement pillar 54 Strip steel plate 55, 56 Through hole 57 Tie material 58 Anchor bolt 59 Joint material 60 L-shape steel 61 Mounting plate 62 Base plate 63 Horizontal material 64 Tie material 66 Anchor member 67 Flat Flat plate 68 Mounting plate

Claims (12)

Inside the sheath tube where both ends of the beam connected to the pillar material standing between the concrete dike bodies formed on both sides of the river in the width direction of the river and embedded in the bottom of the foundation concrete are embedded in the above levee Inserted and supported,
The steel slit dam, wherein the sheath pipe is supported by a reinforcing material embedded in the levee body. The reinforcing material is assembled upward from the foundation concrete, and the height of the sheath pipe to be supported can be adjusted before the concrete constituting the bank body is placed. The steel slit dam according to claim 1. The steel slit dam according to claim 1, wherein an anchor member is attached to the sheath pipe. The steel slit dam according to claim 3, wherein the tip of the anchor member is formed in a flat shape. 5. The cross member according to claim 1, further comprising a cross member that is branched and extended from the column member in the river width direction and is smaller in diameter than the column member and the beam member. Steel slit dam. The column material is erected by burying the lower end of the foundation concrete at a predetermined interval in the river width direction of the river, and the reinforcing material is assembled upward from the foundation concrete on both banks in the river width direction of the column material to be erected,
By supporting the sheath tube with the reinforcing material, the beam material having both ends inserted into the sheath tube is installed between the reinforcing materials, and the beam material is fixed to the column material,
A method for constructing a steel slit dam, characterized in that a bank is formed on both sides of a river in the river width direction by embedding the reinforcing material and the sheath pipe with concrete. The steel slit dam construction method according to claim 6, wherein both ends of the steel pipe beam are inserted into the sheath pipe after the sheath pipe is supported by the reinforcing material. The steel slit dam construction method according to claim 6, wherein after fixing the beam material to the column material, the sheath tube is inserted into both ends of the beam material and supported by the reinforcing material. Assemble the reinforcing material upward from the concrete foundation on both banks in the river width direction,
The sheath is supported by the reinforcing material so as to open toward the river center,
By embedding the reinforcing material and the sheath pipe with concrete, a bank body is formed on both banks in the river width direction,
The column material is erected by burying the lower end in the foundation concrete at predetermined intervals in the river width direction of the river, and the end beam material is inserted into the sheath pipe,
A method for constructing a steel slit dam, wherein both ends of a central beam member are connected to an end beam member inserted into the sheath pipe, and this is installed between the bank bodies. The construction method for a steel slit dam according to any one of claims 6 to 9, wherein the sheath pipe to which the anchor member is attached is supported by the reinforcing material. The construction method for a steel slit dam according to claim 10, wherein the sheath pipe to which an anchor member having a flat tip is attached is supported by the reinforcing material. The method for constructing a steel slit dam according to any one of claims 6 to 11, wherein a column member having a cross member that is branched and extended in the river width direction is erected.

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