JP4358040B2 - Caisson etc. - Google Patents

Description

  The present invention relates to a submerged pipe construction method such as caisson, and more particularly to a construction method in which pipes such as precast concrete pipes having medium and small diameters used in sewer shafts and various building foundations are buried in the ground.

  Conventionally, in order to embed a small- and medium-sized pipe body having a caisson inner diameter of about 1500 to 4000 mm in the ground, as shown in FIG. 4, it is possible to dug the blade edge by forming a blade edge 9 at the end of the pipe body 1 The pipe body 1 is sunk by its own weight while digging the hole bottom 7, or the anchors 20 and 20 for retraction are installed in the ground in the diameter direction of the hole 8, A beam member 21 is connected to the upper end at right angles in a horizontal position, and thrust jacks 3 and 3 are interposed between the lower portion of the beam member 21 and the tube 1 to drive the thrust jacks 3 and 3 simultaneously. A thrust in the center line direction was generated in the tube body 1 and pushed into the ground.

  When a sufficient reaction force cannot be obtained with the retracting anchors 20, 20, as shown in FIG. 5, the H-shaped steels 22, 22 are installed relative to each other in the diameter direction of the hole 8, and the H-shaped steels 22, 22 A horizontally arranged beam member 23 is orthogonally connected to the upper end portion, and although not shown, the thrust jacks 3, 3 are interposed between the lower portion of the beam member 23 and the pipe body 1, and the thrust jacks 3, 3 are connected. By simultaneously driving, thrust in the center line direction was generated in the tube body 1 and pushed into the ground.

  The prior art does not relate to a known literature invention.

  In the above prior art, the method of obtaining the pulling reaction force with the pulling anchor and the H-shaped steel is all big, and a driving machine for driving the anchor and the H-shaped steel into the ground is necessary. Expenses incur and increase costs. Moreover, in the soft ground, there is a problem that the pulling anchor and the H-shaped steel may not obtain a satisfactory effect.

  Therefore, the present invention can obtain a sufficient pushing force (thrust) by a simple construction method using the frictional force on the back surface of the liner plate, and provides a self-sinking control force when the soil around the blade edge is soft. A caisson and other sub-tube construction method is provided.

  According to the first aspect of the present invention, in the method of embedding a pipe body such as a caisson in the ground, a liner plate is stretched on the upper inner peripheral surface of a hole excavated in the ground in advance, and the liner plate near the ground surface is provided. The caisson and other sub-tube construction method is characterized in that a frictional force generated between the liner plate and the back soil layer by applying a thrust load is set as a reaction force of a settling load and a self-settling control force.

  According to claim 2, the thrust load is arranged by crossing at least a pair of thrust load generators in which a thrust jack is interposed between load bearing members such as cavities whose both ends abut against the liner plate, The sub-tube construction method of caisson or the like according to claim 1, wherein the thrust jack is generated by driving.

  According to a third aspect of the present invention, the set load is generated by interposing a thrust jack between a lower portion of the thrust load generator and an upper portion of the tubular body and driving it. The substituting method such as caisson described in 1 or 2 is adopted.

  According to a fourth aspect of the present invention, the self-sinking control force is performed by connecting the thrust load generator and the tubular body with a rope or the like and, when there are a plurality of tubular bodies, mutually connecting them. A latent tube method such as a caisson according to claim 1, 2, or 3.

  According to the present invention, the liner plate is stretched on the inner peripheral surface of the hole, and the frictional force generated between the liner plate and the back soil layer is used as the reaction force of the settling load and the self-settling control force. This eliminates the need for driving anchors and H-shaped steels into the ground, reducing labor and costs, and allows for easy control of self-sinking on soft ground. Can be buried in the ground, and the tool set can be reused as it is at other construction sites, so that it is economical.

  The present invention relates to a method for embedding a pipe body such as a caisson in the ground, a liner plate is stretched on an upper inner peripheral surface of a hole excavated in the ground in advance, and a thrust load is applied to the liner plate near the ground surface. The frictional force generated between the plate and the back soil layer is a reaction force of the settling load and a self-settling control force. That is, the sinking load forms a thrust by using a friction force generated between the liner plate and the back soil layer as a reaction force.

  FIG. 1 is a cross-sectional view showing an embodiment of the present invention. In the figure, reference numeral 1 denotes a tube, 2 denotes a thrust jack, 3 denotes a thrust jack, 4 denotes a torsion which is a load-bearing member, and 5 denotes a stiffening device. A plate, 6 is a liner plate, 7 is a hole bottom, and 8 is a hole. A cutting edge 9 is formed at the lower end portion of the tube body 1 so that the cutting edge of the hole bottom 7 can be dug.

  The liner plate 6 is in close contact with the back soil layer 10 by a member such as a corrugated pipe or a segment that is stretched on the inner peripheral surface of the hole 8 at a site close to the ground surface. The stiffening plate 5 in close contact with the inner peripheral surface of the liner plate 6 has a smooth surface with which the waistline 4 abuts. The trunk 4 is opposed to the diameter of the liner plate 6 in the diameter direction, and as shown in FIG. 2, a thrust jack 3 is interposed at the center thereof.

  Therefore, if the thrust jack 3 is driven to extend the trunk 4, a thrust load is generated on the liner plate 6, and a frictional force is generated between the liner plate 6 and the rear soil layer 10. Further, if the thrust jack 3 is driven to contract the trunk 4, the frictional force between the liner plate 6 and the back soil layer 10 disappears, and the thrust load generator 11 composed of the trunk 4 and the thrust jack 3 is removed. be able to.

  A plurality of thrust load generators 11 are set in order to generate a sufficient frictional force between the liner plate 6 and the back soil layer 10 in order to obtain a sufficient reaction force for pushing the tube body 1 into the hole 8. It is desirable. For that purpose, at least one pair crossed in the diameter direction of the tubular body 1 is arranged. Therefore, the thrust jacks 3 and 3 are vertically stacked and integrated. Note that the upper and lower thrust jacks 3 and 3 to be stacked may be separated.

  As shown in FIG. 2, the surplus space 12 where the thrust load generator 11 is installed can be used as an entrance / exit of a bucket for excavation, etc., and there is no hindrance to excavation of the hole bottom 7, but it is still inconvenient, When the pipe body 1 is to be stacked and the new pipe body 1 is to be carried into the hole 8, the trunk 4 is contracted and the thrust load generator 11 is removed from the liner plate 6. In addition, the liner plate 6 is usually in a range of about 2 m from the surface of the earth, with a pile of backfill soil near the surface and a low-strength, collapsible soil, and up to 1.5 m below the surface, along with future buried object construction, This is a countermeasure when steel materials should be removed. After the pipes are installed, structures such as manholes are installed and then removed and backfilled with high quality sandy soil.

  Therefore, the thrust jacks 2 and 2 are interposed between the upper end portion of the tube body 1 and the upper and lower shells 4 and 4 of the thrust load generator 11, and the tube body 1 is newly formed with the hole 8 by driving them. It moves toward the hole bottom 7 made. That is, the sinking load is a reaction force that is a friction force generated between the liner plate 6 and the back soil layer 10. When the tube body 1 is composed of a plurality of pipes, the first tube body 1 is embedded as described above, and then the thrust load generator 11 is removed from the upper portion of the hole 8 to place a new tube body 1 in the hole 8. After inserting and connecting the two appropriately, the thrust load generator 11 is again placed in contact with the liner plate 6 at the upper part of the hole 8 to return to the original state.

  In addition, when the pipe body 1 is sunk by itself because the soil around the blade edge of the pipe body 1 is soft, the ropes 14 and 14 are suspended on the thrust load generator 11 as shown in FIG. The lower ends thereof are appropriately connected to the upper end portions of the tubular body 1 by lowering. And when it consists of the multiple tube body 1 which piled up, the tube bodies 1 are mutually connected suitably suitably. That is, as an example, a tie fitting includes fittings 15 and 15 projecting from the upper inner peripheral surface of the lower tube 1 and mounting brackets 16 and 16 projecting from the lower inner peripheral surface of the upper tube 1. 17 and the like.

  Thus, the cutting edge can be excavated in the vicinity of the lowermost cutting edge of the tubular body 1 suspended from the thrust load generator 11 by the ropes 14 and 14, and after the excavation, the ropes 4 and 4 are loosened and the pipe is released. The body 1 can sink to the hole bottom 7 by its own weight. That is, self-sedimentation control of the tubular body 1 is possible by the tension and relaxation of the ropes 4 and 4.

Construction sectional view of the submerged pipe method Construction plan of the submerged pipe method Cross section of construction of the sub-tube method according to the present invention in the case of self-sink control Cross-sectional view of conventional pipe construction method Cross-sectional view of construction of other conventional sub-tube method

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 ... Tube 2 ... Thrust jack 3 ... Thrust jack 4 ... Trench 5 ... Stiffening plate 6 ... Liner plate 7 ... Hole bottom 8 ... Hole 9 ... Cutting edge 10 ... Back soil layer 11 ... Thrust load generator 11
12 ... Space part 14 ... Rope 15, 16 ... Mounting bracket 17 ... Tie bracket

Claims (4)

  In the method of embedding a caisson or other tubular body in the ground, a liner plate is stretched on the upper inner peripheral surface of a hole excavated in the ground in advance, and a thrust load is applied to the liner plate near the ground surface so that the liner plate and back soil A caisson sub-tube method characterized in that the frictional force generated between the layers is the reaction force of the settling load and the self-settling control force.   The thrust load is arranged by crossing at least a pair of thrust load generators in which a thrust jack is interposed between load bearing members such as cavities whose both ends abut against the liner plate, and driving the thrust jack The substituting method for caisson or the like according to claim 1, wherein the method is generated.   3. The caisson according to claim 1, wherein the sinking load is generated by interposing a thrust jack between a lower portion of the thrust load generator and an upper portion of the tubular body and driving the jack. 4. Subtube method such as. The self-sinking control force is performed by connecting the thrust load generator and the pipe body with a rope or the like and, when there are a plurality of pipe bodies, connecting them to each other. Caisson and other sub-tube construction methods as described in 1, 2 or 3.

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