JP5326895B2 - Construction method of shaft - Google Patents

Description

The present invention relates to a method for constructing a standing pit, in particular to a method for constructing a valid stand pit to pit, such as deep and high water pressure.

  Generally, in vertical shafts such as large depths and high water pressures, the wall surrounding the shaft is restricted in order to suppress the blistering phenomenon (a phenomenon where the ground of the impermeable layer near the bottom of the excavation is lifted by pressurized water). The pressure of the pressure water is resisted by using the weight of the inner earth and sand and the shear resistance between the earth and sand and the inner wall surface of the wall. Moreover, in order to suppress the lifting of the whole vertical shaft, the shear force between the outer wall surface of the wall body and the ground outside thereof is used as a resistance force to resist the pressure by the pressurized water.

  In addition, when the above-mentioned resistance force alone cannot resist the pressure of the pressurized water, concrete is placed at a predetermined thickness on the top of the earth and sand inside the wall, and the above-mentioned resistance force is The weight and the shear resistance force between the concrete and the inner wall surface of the wall body are added, and these resistance forces resist the pressure by the pressurized water.

  Furthermore, a steel shell girder composed of steel in a well shape is installed on the upper part of the earth and sand inside the wall, and concrete is cast at a predetermined thickness on the upper part of the earth and sand so that the steel shell girder is embedded inside. By adding the weight of the steel shell girder and concrete to the weight of the earth and sand, the weight of these earth and sand, steel shell girder and concrete, the shear resistance between the concrete and the inner wall of the wall, and the steel The bending strength of the shell girder is used as a resistance force, and the resistance force is used to resist the pressure of the pressurized water.

  By the way, in order to obtain a predetermined resistance force that resists the pressure of the pressurized water by the method as described above, the construction depth of the wall body must be taken very deep with respect to the required shaft depth. . Moreover, in order to obtain a predetermined resistance, the thickness of the concrete to be placed must be considerably increased, and the thickness of the steel shell girder must also be increased, so that the ground inside the wall body is excavated. You have to take a lot. For this reason, it takes time, labor, and expense to construct the shaft, the construction cost is high, and the construction period is long.

  On the other hand, Patent Document 1 describes another example of a shaft construction method. This shaft construction method consists of assembling a steel frame on the bottom side of the rebar, providing a non-permeable bag made of a biodegradable sheet so as to close the opening of the steel frame, It is built in and filled with biodegradable gel inside the bag body through the injection tube, and concrete is placed in the groove hole in this state, and the biodegradable sheet and biodegradable in the presence of alkali with concrete. The gel is dissolved, and a wall body in which a portion corresponding to the steel frame is recessed in the slot is constructed.

  Then, the ground of the inner portion of the wall body is excavated to expose the concave portion formed in the portion corresponding to the steel frame of the reinforcing bar of the wall body, and concrete is placed inside the wall body in this state. Thus, it is possible to construct a bottom plate in which convex portions engaged with the concave portions of the wall body are integrally provided on the peripheral surface, and the wall body and the bottom plate can be integrated via the concave portions and the convex portions. Is.

  In the shaft having such a structure, since the concave portion of the wall body and the convex portion of the bottom plate are engaged, the shear resistance force between the bottom plate and the wall body is provided with the concave portion and the convex portion. Not higher than wall and bottom plate.

JP 2003-328377 A

  However, since the thickness of the lower end portion of the wall body becomes thin due to the presence of the concave portion, the bending strength of that portion is insufficient.

The present invention has been made in view of the conventional problems as described above, and can reduce the construction cost, shorten the construction period, and further reduce the pressure water without damaging the strength of the wall body. and to provide a method for constructing a sufficient resistance is that standing pit obtained to resist the pressure by.

In order to solve the above-mentioned problem, the present invention is a shaft construction method in which the periphery is surrounded by a wall body and a bottom plate is installed at the bottom, and the ground of the construction site of the shaft is excavated to form a groove, By inserting a reinforcing bar made in advance in the groove hole and placing concrete in the groove hole, at least one protrusion projecting inward is formed at a portion facing the peripheral surface of the bottom plate. A step of constructing the provided wall body, a step of excavating the portion of the ground surrounded by the wall body, and at least one protrusion projecting outward on the peripheral surface on the bottom surface of the excavated portion. The provided bottom plate is lowered from above, and the bottom plate is installed so that the protrusions on its peripheral surface do not interfere with the protrusions on the wall body, and the bottom plate is moved so that the protrusions on the bottom plate And a step of positioning at a position engaging with a protrusion on the body. Characterized in that it comprises.

Further, the present invention comprises a steel shell girder that is surrounded by a wall body and is formed by assembling steel materials in a well girder at the bottom, and concrete that is placed so that the steel shell girder is embedded therein. A method for constructing a shaft with a bottom slab installed therein, in which the ground at the construction site of the shaft is excavated to form a slot, a pre-fabricated reinforcing bar is inserted into the slot, and the inside of the slot Constructing a wall body provided with at least one protrusion projecting inwardly in a portion facing the peripheral surface of the bottom slab by placing concrete on the bottom plate, and the ground surrounded by the wall body A step of excavating a portion, and lowering the steel shell girder provided with at least one protrusion projecting outwardly on the peripheral surface on the bottom surface of the excavated portion from above, and The steel shell girder is installed so that the projection on the surface does not interfere with the projection on the wall. Moving the steel shell girder so that the projection of the steel shell girder engages with the projection of the wall body from below, and placing the concrete constituting the bottom slab so that the steel shell girder is embedded And a step of performing

  Furthermore, in the present invention, a shear reinforcement member is rotatably provided on the portion of the reinforcing bar rod corresponding to the protrusion of the wall body through the rotation positioning means, and the shear reinforcement member is directed in the vertical direction. The reinforcing bar rod may be inserted into the slot, and after the insertion, the shear reinforcing member may be rotated to protrude in a substantially horizontal direction.

  According to the shaft construction method of the present invention, the shear reinforcement member does not get in the way when the reinforcing bar rod is inserted into the slot. Further, since the shear reinforcement member can be disposed inside the projection of the wall body, the strength of the projection of the wall body can be increased, and the projection of the wall body and the projection of the bottom plate can be kept engaged.

Further, in the present invention, on the ground of where to build the vertical shafts, laying rail so as to surround the vertical shaft, arranged drivable on the crane on the rail, said by該揚heavy bottom plate or the steel The shell girder may be lifted.

According to method for constructing a vertical shaft of the present invention, fried by using heavy equipment, bottom plate or the bottom plate to engage the projections of the steel shell digit projections and wall or efficiently work positioning work such as steel shell digit It can be carried out.

As described above, according to the method of constructing a standing pit of the present invention, it is possible to increase the protrusion Therefore Bearing resistance of the inner wall surface of the wall. Further, the strength of the wall body is not reduced by the protrusions on the inner wall surface of the wall body. Furthermore, compared to conventional shafts that do not have protrusions on the inner wall surface of the wall and the peripheral surface of the bottom slab, the wall construction depth is shallower, the bottom slab is thinner, and the ground inside the wall is excavated. Since the amount can be reduced, the time, labor and cost required for construction can be reduced, construction cost can be reduced, and the construction period can be shortened.

It is the schematic which showed the whole one Embodiment of the shaft by this invention. It is the schematic sectional drawing which showed the relationship between the protrusion of the wall body of FIG. 1, and the protrusion of a bottom plate. It is the schematic of the shear reinforcement member vicinity of the reinforcement bar of the wall of FIG. It is explanatory drawing which showed the construction method of the shaft by this invention, Comprising: It is explanatory drawing which showed the state which formed the slot. It is explanatory drawing which showed the state which inserted the reinforcing bar rod in the slot. It is explanatory drawing which showed the state which casts concrete in a slot and constructed | assembled the wall body corresponding to a slot. It is explanatory drawing which showed the state which excavated the ground inside a wall body by predetermined depth. It is explanatory drawing which showed the state which installed the steel shell girder on the excavation bottom face. It is explanatory drawing which showed the state which cast concrete on the excavation bottom face, and embedded the steel shell girder inside the concrete. It is the schematic which showed other embodiment of the vertical shaft by this invention, Comprising: It is the schematic of the state which installed the bottom slab on the excavation bottom face. It is the schematic which showed the state which engaged the protrusion of the bottom plate with the protrusion of the wall body.

Hereinafter, embodiments of the present invention will be described with reference to the drawings.
1 to 3 show an embodiment of a shaft and a shaft construction method according to the present invention. FIG. 1 is a schematic view showing the whole shaft, FIG. 2 is an explanatory view showing a relationship between a steel shell girder of a bottom slab and a wall, and FIG. 3 is an explanatory view showing a state in the vicinity of a shear reinforcement member of a reinforcing bar. .

  That is, the shaft of the present embodiment is effective for shafts such as large depth and high water pressure, and as shown in FIG. 1, an annular wall 8 constructed so as to surround the shaft 6, The bottom plate 17 of the shaft 6 is comprised by the upper surface 17a of the bottom plate 17, and the disk-shaped bottom plate 17 installed on the excavation bottom surface 5 inside the wall body 8 is provided.

  Further, the shaft 6 of the present embodiment includes the weight of the bottom plate 17, the shear resistance force between the peripheral surface 17 b of the bottom plate 17 and the inner wall surface 9 of the wall body 8, the outer wall surface 10 of the wall body 8 and the contact with it. The shear resistance between the ground 1 and the ground to be used is used as a resistance, and the resistance is resisted by the pressure of the pressurized water below the bottom surface 5 of the excavation, and the uplift phenomenon of the shaft 6 is suppressed.

  The wall body 8 is made of reinforced concrete (or made of steel reinforced concrete), and is manufactured in advance in an annular groove 2 excavated so as to surround the shaft 6 as shown in FIGS. The inserted reinforcing bar 11 is inserted and concrete 14 is placed in the slot 2 to form an annular shape that matches the shape of the slot 2.

  As shown in FIG. 1 and FIG. 2, at least one (in the center direction of the vertical shaft 6) protrudes in the portion of the lower end portion of the wall body 8 facing the peripheral surface 17 b of the bottom plate 17. In this embodiment, a plurality of projections 15 are integrally provided at predetermined intervals in the circumferential direction, and the projections 20 of the peripheral surface 17b of the bottom plate 17 described later are engaged with the projections 15 of the inner wall surface 9 from below. Thus, the shear resistance between the inner wall surface 9 of the wall body 8 and the peripheral surface 17b of the bottom plate 17 is enhanced.

  For example, the protrusion 15 of the inner wall surface 9 is formed in a plane parallel to the inner wall surface 9, the left side surface and the right side surface are formed in a plane perpendicular to the inner wall surface 9, and the upper end surface is predetermined above the inner wall surface 9. The lower end surface is formed in a substantially trapezoidal shape that is perpendicular to the inner wall surface.

  As shown in FIG. 3, a bar-like or plate-like shear reinforcing member 12 made of steel or the like can be rotated in the vertical direction via the rotation positioning means 13 at the portion of the reinforcing bar 11 corresponding to the protrusion 15 of the inner wall surface 9. The reinforcing bar 11 is inserted into the slot 2 with the shear reinforcing member 12 oriented in the vertical direction, and the shear reinforcing member 12 is rotated and oriented in the horizontal direction after insertion. Can be disposed horizontally on the portion corresponding to the protrusion 15, and the strength of the protrusion 15 can be increased. The rotation positioning means 13 is not particularly limited as long as it has a function capable of rotating the shear reinforcement member 12 and positioning it at a predetermined angle, and various hinges and the like can be used.

  The protrusion 15 on the inner wall surface 9 is not limited to the shape described above, and may be any shape that can engage with the protrusion 20 on the peripheral surface 17b of the bottom plate 17 to be described later in the vertical direction.

  As shown in FIGS. 1 to 3, projections 16 projecting outward are integrally provided on the portion of the outer wall surface 10 corresponding to each projection 15 of the inner wall surface 9 of the wall body 8. The protrusion 16 can increase the shear resistance between the outer wall surface 10 and the ground 1 in contact with the outer wall surface 10.

  The shape of the protrusion 16 on the outer wall surface 10 is not particularly limited, and may be formed in a trapezoidal shape similar to the protrusion 15 on the inner wall surface 9 or may be formed in another shape. In short, any shape that can increase the shear resistance between the outer wall surface 10 and the ground 1 may be used. Note that the protrusion 16 of the outer wall surface 10 is not necessarily provided, and may be provided as necessary.

  As the bottom plate 17, for example, as shown in FIGS. 1 and 2, a plate-shaped steel shell girder 18 formed by assembling a plurality of steel materials 19 in a well girder, and the steel shell girder 18 is disposed inside a concrete 21. It is possible to use a disk-shaped material that is embedded in the material, a precast concrete material, or the like. In the present embodiment, a disk-shaped plate in which the steel shell girder 18 is embedded in the concrete 21 is used as the bottom plate 17.

  As shown in FIGS. 1 to 3, at least one (a plurality in this embodiment) projections 20 projecting outward (in the direction of the inner wall surface 9 of the wall body 8) are provided on the circumferential surface 17 b of the bottom plate 17 in the circumferential direction. Are integrally provided at the same interval as the protrusions 15 on the inner wall surface 9 of the wall body 8, and the protrusions 20 of the bottom plate 17 are engaged with the protrusions 15 on the inner wall surface 9 of the wall body 8 from below. .

  The projection 20 of the bottom plate 17 is not particularly limited as long as it has a shape that can be engaged with the projection 15 of the inner wall surface 9 of the wall body 8 from below, and in the present embodiment, the steel material 19 constituting the steel shell girder 18. Is projected outward from the peripheral surface of the steel shell girder 18 and a rectangular projection 20 is formed at the projected portion, and this projection 20 is directed downward to the projection 15 of the inner wall surface 9 of the wall 8. Is engaged. Then, with the projections 20 of the steel shell girders 18 and the projections 15 of the wall body 8 engaged, the concrete 21 is placed on the excavation bottom surface 5 to embed the steel shell girders 18 inside the concrete 21. A disc-shaped bottom plate 17 is constructed.

  The weight of the bottom plate 17, the shear resistance between the peripheral surface 17 b of the bottom plate 17 and the inner wall surface 9 of the wall body 8, the bending strength of the steel shell girder 18 of the bottom plate 17, and the outer wall surface 10 of the wall body 8. The shear resistance force between the ground and the ground 1 is used as a resistance force, and the resistance force resists the pressure by the pressurized water.

Next, an embodiment of the construction method of the shaft 6 according to the present invention will be described.
First, as shown in FIG. 4, while supplying a stable liquid such as bentonite mud to the ground 1 where the shaft 6 is constructed, an excavator surrounds a portion having a predetermined depth so as to surround the portion that becomes the shaft 6. The inner surface side and the outer surface side of the deepest portion of the groove hole 2 are further excavated, and convex portions 3 and 4 that swell inwardly or outwardly are formed at the predetermined intervals in the circumferential direction. Form every.

  Next, as shown in FIG. 5, a reinforcing bar 11 that has been manufactured in advance is inserted into the slot 2. At this time, by directing the shear reinforcement member 12 attached to the portion of the reinforcing bar 11 corresponding to the convex portion 3 on the inner surface side of the deepest portion of the slot 2 through the rotation positioning means 13 in the vertical direction, The reinforcing bar 11 can be inserted into the slot 2 without the shear reinforcement member 12 getting in the way (see FIG. 3).

  Then, after inserting the reinforcing bar 11 into the slot 2, an operation member (not shown) such as a rope connected to the rotation positioning means 13 is operated from the ground, and the shear reinforcement member 12 is rotated to substantially The shear reinforcement member 12 is disposed substantially horizontally in a portion corresponding to the convex portion 3 on the inner surface side of the slot 2 toward the horizontal direction.

Next, as shown in FIG. 6, the concrete wall 14 is cast in the slot 2 and solidified to construct an annular wall body 8 that matches the shape of the slot 2. In this case, projections 15 and 16 projecting inward and outward from the inner wall surface 9 of the wall body 8 are respectively formed at portions corresponding to the respective convex portions 3 and 4 of the groove 2, and Inside the protrusion 15, the shear reinforcement member 12 is arranged in a state of facing substantially the horizontal direction.
Note that the shear reinforcement member 12 may also be disposed inside each protrusion 16 on the outer wall surface side.

  Next, as shown in FIG. 7, the ground 1 inside the wall body 8 is excavated to a predetermined depth while supplying a stable liquid such as bentonite mud. Then, as shown in FIG. 8, the previously produced steel shell girder 18 is lowered from the ground and installed on the excavation surface 5. In this case, a rail 22 is laid in advance on the ground 1 around the portion to be the shaft 6, and a plurality of lifting machines 23 such as cranes are installed on the rail 22 so as to be able to travel. By suspending the steel shell girder 18, the steel shell girder 18 is supported rotatably in the circumferential direction of the wall body 8.

  Then, the steel shell girder 18 is rotated in the circumferential direction of the wall body 8 by the lifting machine 23 so that the projection 20 on the circumferential surface does not interfere with the projection 15 on the inner wall surface 9 of the wall body 8. In this state, the steel shell girder 18 is lowered by the lifting machine 23 and installed on the excavation bottom surface 5.

  And the steel shell girder 18 is slightly lifted from the excavation bottom surface 5 by the lifting machine 23, and in this state, the lifting machine 23 is rotated in the circumferential direction of the wall body 8, so that the steel shell girder 18 is moved to the wall body 8. The projections 20 of the steel shell girder 18 are positioned so as to engage with the projections 15 of the inner wall surface 9 of the wall body 8 from below, and the steel shell girder 18 is moved by the lifting machine 23 at that position. Lower and install on the excavation surface 5.

Then, as shown in FIG. 9, concrete 21 is cast on the excavation surface 5 with a predetermined thickness, and a disk-shaped bottom plate 17 with a predetermined thickness in which a steel shell girder 18 is embedded inside the concrete 21. The shaft 6 having the upper surface 17a of the bottom slab 17 as the bottom surface 7 can be constructed at the inner portion of the wall body 8 by draining a stabilizing liquid such as bentonite mud.
The steel shell girder 18 is lifted from the excavation bottom surface 5 and the projections 15 of the inner wall surface 9 are brought into contact with the projections 20 of the steel shell girder 18. In this state, a predetermined thickness is formed on the excavation surface 5. Concrete 21 may be cast and the steel shell girder 18 may be fixed in a state where it floats up from the excavation bottom surface 5.

  In the shaft 6 and the construction method of the shaft 6 according to the present embodiment configured as described above, the weight of the steel shell girder 18 and the concrete 21 of the bottom slab 17, the peripheral surface 17 b of the bottom slab 17, and the wall body 8 The shear resistance between the wall surface 9, the bending strength of the steel shell girder 18, and the shear resistance between the outer wall surface 10 of the wall body 8 and the ground 1 are used as resistance forces. Since it can resist the pressure caused by the pressurized water, the uplift of the shaft 6 can be reliably suppressed.

  Further, a projection 15 projecting inward is provided on the inner wall surface 9 of the wall body 8, and a projection 20 projecting outward is provided on the peripheral surface 17 b of the bottom plate 17 corresponding to the projection 15. Since the projections 20 on the peripheral surface 17b of the bottom plate 17 are engaged with the projections 15 on the wall surface 9 from below, the shear resistance between the peripheral surface 17b of the bottom plate 17 and the inner wall surface 9 of the wall body 8 is increased. Can greatly increase.

  Furthermore, since the shear reinforcement member 12 is disposed on the protrusion 15 on the inner wall surface 9 of the wall body 8, the strength of the protrusion 15 on the inner flange surface 9 of the wall body 8 can be increased, and the protrusion on the inner wall surface 9 of the wall body 8. 15 and the projection 20 on the peripheral surface 17b of the bottom plate 17 can be kept engaged.

  Accordingly, the wall 8 can be made shallower and the bottom plate 17 can be made thinner than the conventional wall having no projections on the inner wall surface and no projections on the peripheral surface of the bottom plate. The excavation depth (excavation amount) of the inner part of the body 8 can be reduced, and the time, labor and cost required for the construction of the shaft 6 can be reduced.

  Furthermore, the steel shell girder 18 is installed on the excavation surface 5, the position of the steel shell girder 18 in the circumferential direction of the wall body 8 is adjusted, and the projection 20 of the steel shell girder 18 is moved to the inner wall surface 9 of the wall body 8. When engaging with the projection 15 from below, the lifting machine 23 that can run on the rail 22 installed on the ground can be used, so that the time, labor, and cost required to install the steel shell girder 18 can be reduced. .

  10 and 11 show another embodiment of a shaft and a shaft construction method according to the present invention. The present embodiment is applied to a substantially rectangular shaft 6, and an angular ring-shaped wall body 8 is constructed so as to surround the substantially rectangular shaft 6, and an excavation bottom surface 5 inside the wall body 8 is constructed. The bottom plate 17 having a substantially rectangular plate shape is installed thereon, and other configurations are the same as those shown in the above embodiment.

  Projections 15 projecting inward are integrally provided at predetermined intervals on a portion of the inner wall surface 9 of the wall body 8 facing the peripheral surface 17b of the bottom plate 17, and the peripheral surface 17b of the bottom plate 17 is provided outwardly. The protrusions 20 projecting to the wall body 8 are integrally provided at the same pitch as the protrusions 15 of the wall body 8, and the protrusions 20 of the peripheral surface 17b of the bottom plate 17 are engaged with the protrusions 15 of the inner wall surface 9 of the wall body 8 from below. ing.

  In this case, when the bottom plate 17 is lowered and installed on the excavation bottom surface 5 so that the projection 15 of the wall body 8 and the projection 20 of the bottom plate 17 do not interfere with each other, the left side of the wall body 8 and the bottom plate 17 in FIG. A slight gap is formed between the tips 15a and 20a of the lower projections 15 and 20 and the counterpart, and a large gap is provided between the tips 15a and 20a of the right and upper projections 15 and 20 and the counterpart in FIG. By setting the lengths and widths of the projections 15 and 20 of the wall body 8 and the bottom plate 17 so that the bottom plate 17 is installed on the excavation bottom surface 5, the bottom plate 17 is formed as shown in FIG. By moving in the direction of the middle arrow (obliquely upward in the figure), as shown in FIG. 11, the protrusion 20 of the bottom plate 17 can be engaged with the protrusion 15 of the wall body 8 from below.

  Even in the shaft 6 of the present embodiment configured as described above, the same operational effects as those of the embodiment are exhibited.

DESCRIPTION OF SYMBOLS 1 Ground 2 Groove hole 3 Convex part (inner surface side) 4 Convex part (outer surface side)
DESCRIPTION OF SYMBOLS 5 Excavation bottom face 6 Vertical shaft 7 Bottom face 8 Wall body 9 Inner wall surface 10 Outer wall surface 11 Reinforcement rod 12 Shear reinforcement member 13 Rotation positioning means 14 Concrete 15 Protrusion (inner wall surface) 15a Tip 16 Protrusion (outer wall surface) 17 Bottom plate 17a Upper surface 17b Circumferential surface 18 Steel shell girder 19 Steel 20 Protrusion 20a Tip 21 Concrete 22 Rail 23 Lifting machine

Claims (5)

It is a method of constructing a shaft that is surrounded by walls and has a bottom slab installed at the bottom,
By excavating the ground at the construction site of the shaft and forming a groove hole, inserting a reinforcing bar made in advance into the groove hole and placing concrete in the groove hole, Constructing a wall body provided with at least one protrusion projecting inwardly at a portion facing the surface;
Excavating a portion of the ground surrounded by the wall;
The bottom plate provided with at least one protrusion projecting outward on the peripheral surface on the bottom surface of the excavated portion is lowered from above, and the protrusion on the peripheral surface of the bottom plate interferes with the protrusion on the wall body. The bottom plate is moved and positioned so that the projection of the bottom plate engages with the projection of the wall body from below;
The construction method of the shaft characterized by comprising. A vertical shaft in which the perimeter is surrounded by a wall, and a bottom slab is installed at the bottom, which is composed of a steel shell girder constructed by assembling steel materials in a well girder and concrete placed so that the steel shell girder is embedded inside The construction method of
By excavating the ground at the construction site of the shaft and forming a groove hole, inserting a reinforcing bar made in advance into the groove hole and placing concrete in the groove hole, Constructing a wall body provided with at least one protrusion projecting inwardly at a portion facing the surface;
Excavating a portion of the ground surrounded by the wall;
The steel shell girder provided with at least one protrusion projecting outward on the peripheral surface on the bottom surface of the excavated portion is lowered from above, and the protrusion on the peripheral surface of the steel shell girder is the wall body. Installing the steel shell girder so as not to interfere with the projection of the steel shell, and positioning the steel shell girder at a position where the projection of the steel shell girder engages with the projection of the wall body from below;
Placing the concrete constituting the bottom slab so that the steel shell girder is embedded;
A construction method of a vertical shaft characterized by comprising: A portion of the reinforcing bar rod corresponding to the protrusion of the wall body is provided with a shear reinforcing member rotatably via a rotation positioning means, and the reinforcing bar rod is inserted into the groove with the shear reinforcing member facing up and down. method for constructing a vertical shaft according to claim 1 or 2, characterized in that inserted into the hole, protrudes by rotating the shear reinforcement member after insertion in a substantially horizontal direction. A rail is laid on the ground where the shaft is constructed to surround the shaft, a hoist is disposed on the rail to be able to travel, and the bottom plate is lifted by the hoist. The construction method of the shaft of Claim 1 . A rail is laid on the ground where the shaft is constructed to surround the shaft, a hoisting machine is disposed on the rail to be able to travel, and the steel shell girder is lifted by the hoisting machine. The construction method of the shaft according to claim 2 .

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