JPS62242010A - Vertical joint construction work for continuous underground wall - Google Patents

Abstract

PURPOSE:To shorten the period of construction work by a method in which the cross reinforcing bars of a reinforcing bar cage are connected in a joint casing and a continuous underground wall of high strength is exactly constructed. CONSTITUTION:A reinforcing bar cage 2 whose cross reinforcing bars 3 each have an elastic covering cylinder 4 fitted on one end and a hollow joint casing 23 are alternately set in a trench excavated in the ground 1. Underwater concrete 5 is placed by excluding the inside of the casing 23 and cured. Afterwards, the bars 3 are connected with connecting reinforcing bars 6 in the casing 23, and concrete is placed into the casing 23. Since the bars 3 can be exactly and strongly connected, the strength of the underground continuous wall can be raised. Also, since the connecting operation can be performed in the casing 23, the whole construction period can be shortened.

Description

DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a vertical joint construction method for continuous underground walls, which is employed when constructing large-scale foundations or other structures with high rigidity.

[Prior art]

Conventionally, various types of vertical joints between concrete IJ and concrete walls have been proposed when constructing continuous underground walls, but the ones with a lot of construction experience are mainly lap joints in muddy water. be.

Conventionally, the main types of lap joints known are (1) partition iron plate and crushed stone filling method, (2) temporary hooks method, and (3) joint box method.

As shown in FIG. 58, the method (11) above uses a partition iron plate 9 to partition the area where the preceding wall 8 and the subsequent wall are to be constructed. Add the horizontal reinforcing bars 10 of the reinforcing bar cage of the preceding wall to both ends or one end, and extend the horizontal reinforcing bars 10 of the reinforcing bar basket of the preceding wall to the part where the succeeding wall is planned to be constructed over the length of the lap joint long plate, and before concrete is placed on the preceding wall. After filling the trailing wall side of the partition iron plate with crushed stone to prevent deformation of the partition iron plate and preventing movement of the reinforcing bar cage, a groove 11 for the trailing wall body is excavated, and a rear wall with shear reinforcing bars 12 is installed. A reinforcing bar cage 13 for the row wall body is erected, and the transverse reinforcing bars 14 of the reinforcing bar cage 13 are protruded from the preceding wall body 8.
This is a method of arranging them at intervals within or outside 0. However, in the case of the method (1) above, it becomes difficult to remove the crushed stone if the cement penetrates into the crushed stone, and it is difficult to confirm that the crushed stone has been removed when excavating the groove for the trailing wall. Furthermore, since the effective height Dl of the wall thickness in the lap joint is small, it is structurally disadvantageous with respect to bending moments. Also mentioned above (
In the case of method 2), is it temporary? If concrete, etc. gets around the deck, it will be difficult to pull out the temporary deck. Furthermore, in the case of method (3), there is a problem that the construction procedure is complicated.

Furthermore, in the case of the above-mentioned +11 (2) (31) method, there are the following common problems.

A When the reinforcing bar basket on the trailing side is lifted down, the reinforcing bar basket may come into contact with the lap joint and the reinforcing bars may be deformed, but this cannot be confirmed.

Even if it is known that the lap joint has been deformed, it is impossible to correct the deformation, so it is extremely difficult to ensure the design strength.

B Conventionally, in order to solve problem A above, designs have been made in which the leading side reinforcing bar cage and the trailing side reinforcing bar basket have a margin of space between them. Since the gap with the basket is about 10 m, it is disadvantageous in terms of resistance to bending moments. The value of this reduction in yield strength varies depending on the wall thickness, etc., but the calculated strength is 60 to 60% of the strength of the general part.
It is normal for the temperature to drop to about 80 inches, which poses a problem in terms of economy.

One way to solve the above-mentioned problem with C-lap joints is to install the vertical joints on the wall at locations where the bending moment and shear force are relatively small, but the vertical joints on the wall are limited in construction. It is difficult to solve the above problem because there are many cases where

[Purpose and structure of the invention]

This invention eliminates the above-mentioned problem of overlapping reinforcing bars in vertical joints of continuous underground walls in uncertain muddy water, and instead connects horizontal reinforcing bars in adjacent reinforcing bar cages in the dry space inside the joint box. The purpose of the present invention is to provide a vertical joint construction method for a continuous underground wall that can strengthen the entire continuous underground wall by connecting it by mechanical connection means such as pressure welding, welding, or screw joints through connecting reinforcing bars. The gist of the present invention is to provide a covering constructed by fitting an elastic covering tube 4 into at least one end of a large number of horizontal reinforcing bars 3 in a reinforcing bar cage 2 in a groove provided in the ground 1. Reinforcement cages with cylinders and hollow joint boxes extending vertically are arranged side by side alternately, and underwater concrete 6 is cast in the groove excluding the inside of the joint boxes, and the underwater concrete After the curing time of 6 has elapsed, the inside of the joint box is kept dry, and the horizontal reinforcing bars 3 in adjacent reinforcing bar baskets 2 are pressure-welded via the connecting reinforcing bars 7 inside the joint box.

A vertical joint construction method for a continuous underground wall is characterized in that after the connection is made by mechanical connection means such as welding or screw joints, concrete 8 is poured into the joint box.

〔Example〕

Next, the present invention will be explained in detail using illustrated examples.

19 to 23 show a covered reinforcing bar cage 15 having an elastic covered tubing 4 on one side used in the first embodiment of the present invention, in which a large number of horizontal reinforcing bars 3 extending in the left-right direction are shown. 1 arranged at intervals in the vertical direction on two vertical planes arranged in parallel at intervals in the front-rear direction,
A large number of vertical reinforcing bars 17 extending in the vertical direction are arranged at intervals in the left-right direction and are fixed to each horizontal reinforcing bar B, and have a width near the intersection of the horizontal reinforcing bars 3 and vertical reinforcing bars 17 that are adjacent to each other in the front-back direction. 3. The plurality of transverse reinforcing bars are connected through stop reinforcing bars. A reinforcing bar cage 2 is configured by the vertical reinforcing bars 17 and the stopper reinforcing bars 18.

Box-shaped covering tube body 19 made of metal or hard synthetic resin
One end of the comb cylinder 20 is fitted onto the outer periphery of one end and fixed by pressure welding or adhesive, and the covering cylinder main body 1
A rubber ring-shaped fitting 21 is fitted and locked to the other end of the rubber cylinder 20, and a lid 22 is removably fitted and fixed to the other end of the rubber cylinder 20, thereby forming an elastic covering cylinder 4. An elastic covering tube 4 is attached to one end of each horizontal reinforcing bar 3 in the reinforcing bar basket 2.
A rubber annular backing 21 is slidably fitted therein.

24 and 25 show a reinforcing bar cage 16 with sheathing tubes 4 having elastic sheathing tubes 4 on both sides used in the first embodiment of the present invention. A rubber annular rubber ring 21 is slidably fitted to both ends of each horizontal reinforcing bar 5 in the reinforcing bar cage 2.

FIGS. 26 and 27 show a steel joint box 23 used in the first embodiment of the present invention. A bottom plate 25 is fixed, a water hole 26 is provided in the bottom plate 25, and an on-off valve 27 is attached.
In addition, in the plates 28 and 29 on both the left and right sides of the box 24, a large number of through-holes 30 for inserting horizontal reinforcing bars are provided at the same intervals as the intervals between the ends of the horizontal reinforcing bars 3 in the reinforcing bar basket 2, and further, the through-holes 60
A lid 61 having a male thread is screwed into a female thread provided in the cover 61 .

1 to 18 show a first embodiment of the present invention using the underwater concrete 5 and steel joint box 23. First, as shown in FIGS. 1 and 2,
The ground 1 in the area where the preceding element is to be installed is excavated with a trench excavator using muddy water 32 for preventing collapse of trench walls to provide a groove 63 for the preceding element of a predetermined depth, and then the joint box 26 is lifted by a crane 64. The joint box 26 is carried and lowered while contacting the right end of the groove 33, and the joint box 26 is seated vertically at the bottom of the groove. In this case, the joint box 23 is #3
In order to prevent the muddy water 32 in the groove 33 from descending due to the buoyancy, the on-off valve 27 is opened to allow the muddy water 32 for preventing groove wall collapse in the groove 33 to flow into the joint box 23. is lifted down.

Next, as shown in FIGS. 3 and 4, the crane 3 The reinforcing bar cage 15 with a covered tube is suspended into the groove 36, and then, as shown in FIGS. The hanging reinforcing bars 37 placed on the stand 36 and connected to the upper end of the reinforcing bar cage 2 are inserted through the support beam 35 and the center hole jack 68 for level adjustment placed on it, and the center hole The nut 39 is engaged with the hollow piston of the jack 38, and the level of the reinforcing bar cage 15 with a jacketed tube is adjusted by the jack 38, and the end of each horizontal reinforcing bar 3 in the reinforcing bar cage 15 with a jacket tube is adjusted. The joint box 23 is placed so as to face the horizontal reinforcing bar insertion through-hole 30, and in this state, as shown in FIGS. 8 and 9, underwater concrete 5 is placed in the groove 33.
to be poured.

Next, as shown in FIGS. 10 and 11, after forming the groove 40 for the trailing element using muddy water 62,
As shown in FIG.

The reinforcing bar cage 16 with a sheathed tube, which has elastic sheathing tubes 4 on both left and right sides, and the joint box 23 are lowered into the groove by a crane, and the joint box 26 and the reinforcing bar cage 16 with a sheathed tube inside the groove 40 are removed. Supported by a level adjustment support device using the center hole jack 68 as described above, both ends of each horizontal reinforcing bar 3 in the covered reinforcing bar basket 16 are connected to through holes for passing the horizontal reinforcing bars in the left and right joint boxes 23. 30 so as to face each other, and then, as shown in FIGS. 14 and 15, underwater concrete 5 is placed in the groove 40 between each joint box 230.

Next, after the curing time of the underwater concrete 5 has elapsed, the on-off valve 27 is closed and the muddy water inside the joint box 23 is removed by the pump. 16 to 18, the connecting reinforcing bars 6 are placed across the ends of each horizontal reinforcing bar 3 in the adjacent reinforcing bar cages 2 and fixed by welding, and then the elastic sheathing tube 4 is removed. After filling the inside with mortar, concrete 7 is cast and filled into the joint box 23.

Next, the excavation of the groove 40 for the trailing element, the lifting and lowering of the joint box 26 and the reinforcing bar basket 16 with covered tube, the connection of the horizontal reinforcing bars B with the connecting reinforcing bars B, and the filling of mortar and concrete 7 are repeated as many times as necessary. Then, construct a continuous underground wall of the required length.

If the first elastic sheathing tube 4 is slidably fitted to the horizontal reinforcing bar B as in the above embodiment, even if the horizontal positions of the elastic sheathing tubes 4 are uneven, the left and right positions will be aligned. can be easily adjusted.

After suspending the steel joint box 23 into the groove, when the reinforcing bar cage 15.16 with a coated tube is suspended along the joint box 26, the reinforcing bar cage 15.16 with a coated tube will move in the groove width direction. 28 and 2 for the purpose of preventing deviation.
As shown in FIG. 9, a vertical guide member 4 with a T-shaped cross section is installed in the center of the left and right plates 28 and 29 of the joint box 23.
1 web may be fixed by welding, and the guide member 41 may be used to guide the ends of the horizontal reinforcing bars 6 on both the front and rear sides of the reinforcing bar baskets 15 and 16 with covered tubes while being suspended.

When horizontal reinforcing bars 6 of adjacent reinforcing bar baskets 2 are connected via connecting reinforcing bars, as shown in FIG.

One end of 6B is fixed by welding, and each connecting reinforcing bar 6A
, 6B may be fixed to each other by welding, and as shown in FIG. Connect both ends of 6 and the end of horizontal reinforcing bar B with sleeve nuts 42.
They may be connected by Furthermore, the ends of the horizontal reinforcing bars 6 and the ends of the connecting reinforcing bars 6 may be integrally connected by pressure welding.

As shown in FIGS. 62 and 63, the rubber ring/ceraking 21 is not provided in the covering tube main body 19 of the elastic covering tube 4, and the horizontal reinforcement 3 is inserted into the end plate of the covering tube main body 19 and welded. It may be fixed.

In addition, in order to eliminate the possibility that the rubber cylindrical body 20 is suppressed and deformed due to the pressure of the muddy water 62 and the underwater concrete 5,
The elastic covering cylinder 4 may be filled with granular material such as sand in advance.

Furthermore, when the reinforcing bar cage 16 with covered tubes having the elastic covered tubes 4 on both sides is suspended between the joint boxes 26 on both the left and right sides that have been previously suspended in the groove, the reinforcing bar cage with covered tubes 16
At least one of the left and right elastic sheathing tubes 4 is slidably fitted onto the horizontal reinforcing bars 6, and if necessary, the elastic sheathing tube 4 is slid to adjust the left and right elasticity. The reinforcing bar basket 16 with the covering tube is suspended while bringing the covering tube 4 into contact with the joint box 26. However, when the reinforcing bar basket 16 with sheathing tube and the joint box 23 are hung down alternately, the sheathing tube main body 1 of the elastic sheathing tube 4 is attached to both ends of the horizontal reinforcing bar 3.
9 may be fixed.

FIG. 34 shows a second embodiment in which the present invention is applied to an L-shaped joint part of a continuous underground wall, and shows the outer horizontal iron 'd of reinforcing bar cages 15A and 16B with covered tubes arranged at right angles.
3A and both ends of the L-shaped connecting reinforcing bar 6A are connected by welding, and the reinforcing bar baskets 16A and 16B each have a covered tube.
A straight connecting reinforcing bar 6 is attached to the end of the inner horizontal reinforcing bar 3B in
One end of the connecting reinforcing bar 6B is connected by welding, the other end of the connecting reinforcing bar 6B is fixed to the joint box 23 by welding, and the end of the bare reinforcing bar 46 is fixed to each covered reinforcing bar cage 16A, 16B. The ends of the inclined connecting reinforcing bars 6C are fixed by welding, but the other configurations are the same as in the first embodiment.

FIG. 65 shows a third embodiment in which the present invention is applied to a T-shaped joint part of a continuous underground wall, in which each horizontal reinforcing bar 3A in a reinforcing bar cage 16A with a covering tube faces oppositely with a joint box 23 in between.
Both ends of the connecting reinforcing bar 6A are connected by welding to the end of the connecting reinforcing bar 6A,
One end of the connecting reinforcing bar 6B is fixed by welding to the end of the horizontal reinforcing bar 6B in the reinforcing bar cage with sheathing tube 16B disposed at right angles to the reinforcing bar cage with sheathing tube 16A, and the other end of the connecting reinforcing bar 6B is fixed by welding. Although it is fixed to the joint box 26 by welding, the other structure is the same as that of the first embodiment.

36 to 39 show a fourth embodiment of the present invention. First, as shown in FIGS. 36 and 37, the right end of each horizontal reinforcing bar B of the reinforcing bar cage 2 is connected to a joint box 2
The reinforcing bar cage 44 with a joint box inserted into the reinforcing bar cage 2 is suspended into the groove 33 for the preceding element, and then, as shown in FIGS. 38 and 39, the right side of each horizontal reinforcing bar B A joint box and reinforcing bar cage with covering tube 45 configured by inserting an end into the joint box 26 and fixing or slidably fitting an elastic covering tube 4 to the left end of each horizontal reinforcing bar 5 of the reinforcing bar cage 2. is configured so that the elastic covering tube 4 is suspended while being in contact with the joint box 23, but the other configurations are the same as in the first embodiment.

40 and 41 show a steel joint box 46 used in the fifth embodiment of the present invention, in which two connecting plates perpendicular to the vertical flange plate 47 are installed inside the vertical flange plate 47. are arranged at intervals in the flange plate width direction and fixed by welding, and a stiffening plate 49 is arranged over the inside of each connecting plate 48 and fixed by welding, thereby forming a box unit 50, Two box units 5
0 are arranged in parallel at intervals, a band-shaped cover plate 51 is abutted across the inner surface of the connecting plate 48 in each box unit 50, and bolts 52 are inserted into the cover plate 51 from the inside. is screwed to the connecting plate 48, and the cover plate 51 is removably fixed to the connecting plate 48 by the bolts 52.

42 to 57 show a fifth embodiment of the present invention. First, as shown in FIG. 42 and FIG. Circular vertical holes 53A and 53B of the required depth were created by drilling with an excavator such as Earth-O, etc., and then the joint box 46 was removed using a crane (not shown) as shown in FIGS. ) and transported by lifting to each vertical hole 53.
A.

53B, as shown in FIGS. 46 and 47, a solidifying agent made of silicate powder, cement, etc. is added to the muddy water around the joint box 46 and mixed with stirring to solidify the muddy water. The joint box 46 is fixed by the muddy solidified material 54, and the vertical hole 53 on the right side is fixed.
At a position a predetermined distance away from B to the right, a vertical hole 53C for the trailing element is excavated by an excavator using the muddy water 32 for preventing collapse of the trench wall.

In order to generate the solidified muddy material 54, solidified muddy water such as cement-containing muddy water is injected into the groove to form the muddy water 62.
Alternatively, the groove may be excavated using solidifying muddy water, and the joint box 46 may be suspended into the trench before the solidifying muddy water solidifies.

Next, as shown in FIGS. 48 and 49, vertical holes 53A are formed on both the left and right sides of the portion where the preceding element is to be installed.

The tremie tube (
(not shown) is inserted, concrete 55 is poured into the lower part of the joint box 46, the lower part of the joint box 46 is hardened, and the joint box is inserted into the vertical hole 53C for the trailing element. 46 is lowered.

Note that after the foot protection concrete 55 is poured on the inside and outside of the lower part of the joint box 46 to perform foot hardening, the solidified mud 54 may be generated around the joint box 46 as described above.

Next, as shown in FIGS. 50 and 51, the ground 1 and the solidified mud 54 between the joint boxes 46 on both sides of the part where the preceding element is to be installed are excavated with an excavator using the mud 32. A groove 56A having a depth reaching near the level of the upper part of the foot protection concrete 55 is provided, and the cover plate 51 on the groove 56A side of the joint box 46 is exposed in the muddy water 32 for preventing groove wall collapse in the groove 56A. A foot protection concrete 17 is placed at the bottom of the joint box 46 in the vertical hole 53C for the row element.
- At the same time as pouring the joint box 55, solidified mud 54 is generated around the joint box 46.

Next, as shown in FIGS. 52 and 53, the reinforcing bar cage 16 with a covered tube having the structure shown in FIGS. After being suspended into the groove 56A, the underwater concrete 5 is cast into the groove 56A using a tremie pipe (not shown).

Next, in the same manner as in the case of the preceding element, as shown in FIGS. 54 and 55, the ground 1 and solidified muddy material 54 between the joint boxes 46 on both sides of the planned installation area of the succeeding element are cleaned using muddy water. After excavating and providing a groove 56B deep enough to reach near the level of the upper part of the foot protection concrete 55, the reinforcing bar cage 16 with a covering tube is lowered into #ll 56B, and then underwater concrete 5 is poured into the groove 56B. Set up

Next, after the curing time of the underwater concrete 5 has elapsed, the muddy water in the joint box 46 in the groove 53B is removed, and then the bolts 52 in the joint box 46 are increased in rows and the cover plate 51 is removed. Parts of the concrete of the element and the succeeding element are exposed in the joint box 46, and the lids of the elastic sheathing tubes 4 are added in rows to the state shown in FIG. 56.

Next, as shown in FIG. 57, the connecting reinforcing bars 6 are arranged across the horizontal reinforcing bars 3 of the adjacent reinforcing bar baskets 2 and fixed by welding, and then the elastic covering tube 4 is filled with mortar, and the joint box 46 is closed. Concrete 7 is poured between the pair of configuring box units 50.

Next, the groove 40 for the trailing element is excavated, the joint box 26 and the reinforcing bar cage 16 with a covering tube are suspended, and the connecting reinforcing bar 6 is
Connecting horizontal reinforcing bars B and filling with mortar and concrete 7 are repeated as many times as necessary to construct a continuous underground wall of the required length.

In the case of the fifth embodiment as well, a guide member is added to the box unit 50 or the cover plate 51 in the joint box 46, and the reinforcing bar cage 16 with a covering tube is guided and suspended by the guide member, and the reinforcing bar cage 16 with the covering tube is suspended. The reinforcing bar basket 16 may be accurately installed at a predetermined position.

When carrying out this invention, if the reinforcing bar cage 2 having the stopper reinforcing bars 18 is used, the shearing force applied to the wall can be strongly resisted. Further, by placing reinforcing bars inside the joint box 23.46 and pouring concrete, the strength of the vertical joint part of the continuous underground wall can be further improved. Furthermore, the horizontal reinforcing bars 6 and the connecting reinforcing bars may be integrally connected by pressure welding.

〔Effect of the invention〕

According to this invention, the inside of the joint box is kept in a dry state, and the horizontal reinforcing bars 3 of adjacent reinforcing bar cages 2 are
are pressure-welded via the connecting reinforcing bars 6.

Since the connections are made by mechanical connection means such as welding or threaded joints, the horizontal reinforcing bars 6 of adjacent reinforcing bar baskets 2 can be connected reliably and strongly compared to conventional lap joints performed in muddy water. Since the concrete 7 is placed inside the box, the strength of the vertical joints of the continuous underground wall can be significantly increased, and the reliability of the strength can be improved. It can be easily carried out not only for joints, but also for L-shaped, T-shaped, and ten-shaped cross joints, and the underwater concrete 5 can be carried out by suspending reinforcing bar cages with covered tubes into the grooves on both sides of the joint box. After pouring, regardless of the excavation of a trench for the trailing element at another location, the lifting and lowering of a reinforcing bar cage with a covered tube, the underwater concrete pouring, and the lifting and lowering of a joint box, inside the joint box on both sides. Since the work of connecting the horizontal reinforcing bars 3 in the reinforcing bar cage 2 can be performed, the entire construction period for constructing a continuous underground wall can be shortened. Also, the reinforcing bar cage 2 is suspended along the joint box.
The ends of the horizontal reinforcing bars 3 are covered with the elastic sheathing tube 4, so even if the joint box that has already been lowered is slightly inclined, when the reinforcing bar cage with the elastic sheathing tube is lowered,
The elastic covering cylinder 4 is automatically elastically deformed by the joint box,
The lifting and lowering work can be carried out without any problems, and since the effective height D2 of the wall thickness does not decrease at the joint between the horizontal reinforcing bars 3 and the connecting reinforcing bars 6, the vertical joints in the continuous underground wall do not become weak points. Effects such as being able to install the joint at any position depending on construction convenience can be obtained.

[Brief explanation of drawings]

1 to 27 show a first embodiment of the present invention, in which FIG. 1 is a longitudinal sectional front view showing a state in which a joint box is inserted into a groove for a leading element provided in the ground, and FIG. Figure 2 is a cross-sectional plan view of the same, Figure 6 is a vertical front view showing the reinforcing bar cage with a sheathed tube being suspended in the groove for the preceding element, Figure 4 is its cross-sectional plan view, and Figure 5 is the coated tube. 6 is a plan view showing a state in which the reinforcing bar cage is supported at a predetermined level, FIG. 6 is a longitudinal sectional front view thereof, FIG. Fig. 9 is a longitudinal sectional front view showing a state in which underwater concrete is placed in the trench for the leading element; Fig. 10 is a longitudinal sectional front view showing the state in which the trench for the trailing element has been excavated; Fig. 11 12 is a longitudinal sectional front view showing a state in which the joint box and reinforcing bar cage with sheathing tube are suspended in the trailing element groove; FIG. 13 is a lateral plan view thereof;
Figure 4 is a longitudinal sectional front view showing the state in which underwater concrete is placed in the groove for the trailing element, Figure 15 is a cross-sectional plan view thereof, and Figure 16 is a connection between the horizontal reinforcing bars of adjacent reinforcing bar cages via connecting reinforcing bars. At the same time, Fig. 17 is a longitudinal sectional front view showing the state in which concrete has been poured into the joint box, and Fig. 17 is a cross-sectional plan view thereof.
Fig. 8 is a vertical sectional front view showing an enlarged view of the vicinity of the horizontal reinforcing bar connection part in Fig. 16, and Fig. M19 is a plan view of a reinforcing bar cage with a covering tube having an elastic covering tube on one side used in the first embodiment of the present invention. Fig. 20 is a partially cutaway front view of the same, Fig. 21 is a partially longitudinal front view showing an enlarged view of a part of the reinforcing bar cage with sheathing tube, Fig. 22 is a sectional view taken along line A-A in Fig. 21, 23rd
The figure is a sectional view taken along the line B-B in Fig. 21, Fig. 24 is a plan view of a reinforcing bar cage with sheathing tubes having elastic sheathing tubes on both sides used in the first embodiment of the present invention, and Fig. 25 is a part thereof. 26 is a longitudinal sectional front view of the joint box used in the first embodiment of the present invention, and FIG. 27 is a cutaway front view of the joint box shown in FIG. 26.
It is a sectional view taken along line C. FIG. 28 is a cross-sectional plan view showing the relationship between the guide member added to the joint box and the reinforcing bar cage with a covering tube, and FIG. 29 is a vertical cross-sectional view thereof. FIGS. 30 and 31 are longitudinal sectional front views showing other examples of horizontal reinforcing bar connections in adjacent reinforcing bars, FIG. 32 is a vertical sectional front view of an elastic jacket tube fixed to the horizontal reinforcing bars, and FIG. 32 is a sectional view taken along the line D-D in FIG. 32, FIG. 34 is a cross-sectional plan view showing an L-shaped joint of a continuous underground wall constructed by the method of the second embodiment of the present invention, and FIG. FIG. 7 is a cross-sectional plan view showing a T-shaped joint of a continuous underground wall constructed by the method of the third embodiment. 36 to 39 show the 'I44 embodiment of the present invention, in which FIG. 36 is a longitudinal sectional front view showing a state in which a reinforcing bar basket with a joint box is suspended in the leading element groove, and FIG. FIG. 37 is a cross-sectional plan view thereof, FIG. 38 is a vertical cross-sectional front view showing a state in which a joint box and a reinforcing bar cage with a covering tube are suspended in the trailing element groove, and FIG. 69 is a cross-sectional plan view thereof. FIG. 40 is a partially cutaway longitudinal sectional front view of a joint box used in the fifth embodiment of the present invention, and FIG. 41 is a cross-sectional plan view thereof. 42 to 57 show a fifth embodiment of the present invention, in which FIG. 42 is a longitudinal sectional front view showing a state in which vertical holes are provided on both left and right sides of the portion where the preceding element is scheduled to be installed; Fig. 43 is a cross-sectional plan view of the same, Fig. 44 is a vertical cross-sectional front view showing the joint box suspended in each vertical hole, Fig. 45 is a cross-sectional plan view of the same, and Fig. 46 shows left and right views of the area where the preceding element is to be installed. Along with producing solidified mud in the vertical holes on both sides. A vertical sectional front view showing a state in which a vertical hole is provided on the right side of the area where the trailing element is scheduled to be installed, Figure 47 is a cross-sectional plan view thereof, and Figure 48 is a foot protection at the bottom of the joint box on both the left and right sides of the area where the preceding element is planned to be installed. Fig. 49 is a longitudinal sectional front view showing the state of concrete being poured, Fig. 49 is a cross-sectional plan view thereof, and Fig. 50 shows the excavation of a trench for the leading element and the filling of solidified mud into the vertical hole on the right side of the area where the trailing element is planned to be installed. Fig. 51 is a cross-sectional plan view of the concrete that has been formed and concrete is placed at the bottom of the joint box in the vertical hole, and Fig. 52 shows the reinforcing bar with a covering tube in the groove for the preceding element. Vertical front view showing the state in which the basket is suspended and underwater concrete is poured, No. 5
Figure 3 is a cross-sectional plan view of the same, Figure 54 is a vertical front view showing a state in which a reinforcing bar cage with a covering tube is suspended in the trailing element groove and underwater concrete is poured, and Figure 55 is a vertical cross-sectional plane thereof. Figure 56 is a cross-sectional plan view showing the joint part with the lid plate of the joint box removed, and Figure 57 is a cross-sectional plan view showing the horizontal reinforcing bars in adjacent reinforcing bar baskets connected via connecting reinforcing bars and concrete being poured into the joint box. FIG. FIG. 58 is a cross-sectional plan view showing a conventional wall vertical joint. In the figure, 1 is the ground, 2 is the reinforcing bar, 3 is the horizontal reinforcing bar, 4 is the elastic covering tube, 5 is the underwater concrete, 6 is the connecting reinforcing bar, and 7
is concrete, 15 and 16 are reinforced cages with covered tubes,
17 is the vertical reinforcing bar, 18 is the stopper reinforcing bar, 19 is the covering tube body,
2o is a comb cleft cylinder, 21 is a rubber ring/gutsuking,
22 is a lid, 23 is a steel joint box, 25 is a bottom plate, 26 is a water hole, 27 is an on-off valve, 30 is a through hole for inserting horizontal reinforcing bars, 61 is a lid, 38 is a center hole jack for level adjustment, 41 is a guide member, 44ti is a reinforcing bar basket with a joint box, 45 is a reinforcing bar cage with a joint box and a covering tube, 46 is a joint box, 51 is a lid plate,
52 is a bolt, 53A to 53C are vertical holes, 54 is solidified mud, 55 is foot protection concrete, and 56A and 56B are grooves. Figure 1 Figure 2 Figure 4 Figure 8 Figure 9 Figure 21 Figure 29 Figure 414] Figure 32 Figure 33

Claims (1)

[Claims] A reinforcing bar cage with a covering tube constructed by fitting an elastic covering tube 4 into at least one end of a large number of horizontal reinforcing bars 3 in a reinforcing bar cage 2 in a groove provided in the ground 1, and a hollow joint box extending in the vertical direction. and are arranged side by side alternately in the horizontal direction, and underwater concrete 5 is placed in the part of the groove excluding the inside of the joint box,
After the curing time of the underwater concrete 5 has elapsed, the inside of the joint box is kept dry, and within the joint box, the horizontal reinforcing bars 3 in the adjacent reinforcing bar baskets 2 are welded, welded or screwed together via the connecting reinforcing bars 6. A vertical joint construction method for a continuous underground wall, characterized in that after the joint is connected by a mechanical connection means such as the above, concrete 7 is poured into the joint box.