JP2697558B2 - Independent mountain retaining wall method - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION The present invention relates to a retaining wall construction for excavating a ground to prevent collapse of a surrounding ground.

[0002]

2. Description of the Related Art Conventionally, when the excavation plane is large on a soft ground and one side exceeds 100 m, or when earth pressure is applied to one side in an area close to a river, the sea, or a slope, etc., a horizontal cutting has been conventionally performed. The beam method, the ground anchor method, and the island method are used.

[0003]

Conventionally, the horizontal beam cutting method is used in a case where the excavation area is about 100 m on a side, or in a region close to a river, the sea, or an inclined land, or the like, in which earth pressure is applied from one side. In such a case, it is no longer possible to support the axial force by the horizontal beam, and the axial force varies so much that the quality of the retaining wall cannot be guaranteed. In addition, the diagonal ground anchor method adopted under such conditions is often difficult to adopt due to restrictions on site conditions.

[0004] In such a case, the island construction method is adopted. However, since this construction method is a division work, the construction period is long, the construction cost is high, and it is not preferred at present.

[0005] In order to solve these problems, it is an object of the present invention to provide a self-standing mountain retaining wall construction method that enables excavation without using a cutting beam, a belly, or the like.

[0006]

Means for Solving the Problems Usually, a portion corresponding to a sheet pile is excavated into a flat panel shape, and a reinforced concrete panel portion cast in a hole excavated in a panel shape and a site forming pile are connected to a portion connecting the panel portion. Cast and integrated with the flat panel part.

[0007] The continuous flat panel-shaped reinforced concrete wall and the on-site formation pile are used to perform mountain retaining. The earth pressure of the mountain retaining is borne by the reinforced concrete wall and the on-site formation pile.

[0008]

FIG. 1 shows a top view of an embodiment of the present invention. The right side of the figure is the excavated ground 1. Hereinafter, the method of the present invention will be described step by step.

(A) The flat panel-shaped excavation hole 2 is continuously excavated between the on-site formation pile 4 and the pile 4 with an interval corresponding to the pile.

(B) When concrete is poured into the flat panel-shaped excavation hole 2, the concrete leaks to both ends,
A locking pipe having a cross-sectional shape that does not interfere with the pile-hole excavator is inserted at a slight distance from both ends of the flat panel-shaped excavation hole 2 so as not to hinder the excavation of the hole 4 ′ of the formed pile.

(C) Insert a reinforcing bar into the flat panel-shaped excavation hole 2 and cast concrete.

(D) A hole 4 ′ for a site forming pile is excavated so as to overlap with a slightly remaining space of the flat panel-shaped excavation hole 2 and to be biased toward the ground excavation side.

(E) The locking pipe is removed.

(F) An iron core cage 8 provided with a ground anchor sleeve 5 for reinforcing a pile is inserted into the pile hole 4 'at a position deviated in a direction where the earth pressure is applied.

(G) Concrete is cast so that the formation pile 4 and the flat panel-shaped concrete wall 2 are integrated.

(H) Excavate a ground anchor through the anchor sleeve 5.

(I) A PC steel wire 9 is inserted through the ground anchor and grouted and fixed to the support layer ground at the lower part.

(3) The PC steel wire 9 is tightened and tightened at the top of the pile 4.

(L) Finally, the ground on the excavation side is excavated.

The earth pressure is borne by the continuous flat panel-shaped concrete wall and the on-site formation pile.

Because of the locking pipe, even if concrete is poured into the flat panel-shaped excavation hole 2, concrete does not leak to both sides, and does not adversely affect the formation of the formation pile 4 in a later process.

Further, since the PC steel wire biased to the side receiving the earth pressure on the pile 4 is tensioned to give an initial compressive stress, the drag can be effectively exerted when receiving the earth pressure.

FIG. 2 is a view as viewed from A in FIG. 1, and FIG. 3 is a view for explaining the method of the present invention in order from (a) to (j).

(A) Flat panel drilling (b) Locking pipe insertion (c) Reinforcing bar insertion in flat panel drilling hole (d) Concrete casting in flat panel drilling hole (e) Hole drilling for on-site formation pile (f) ) Pulling out the rocking pipe (g) Insert the iron core cage for reinforcing the pile and the sleeve for the ground anchor (h) Insert the reinforcing steel into the space between the pile hole and the rocking pipe, then place concrete and integrate the pile and flat panel part. (I) Drilling holes for ground anchors (j) Insert a PC steel wire, grout the bottom and fix it to the support layer ground, and tighten and bind the PC steel wire

[0025]

The effect of the present invention is to perform mountain retaining with a flat reinforcing panel-shaped wall and an in-situ formed pile, which does not use a bulge that is released from the unstable axial force of the cutting beam. An anchor biased to the side receiving the earth pressure is tensioned on the on-site development pile, and it gives an initial compressive stress.
Therefore, the quality of the retaining wall can be maintained even when the excavation plane is large or when one side receives earth pressure. In addition, it is possible to work in an underground space without obstacles, enabling labor-saving construction, prefabrication, mechanization, etc.,
Shortening the construction period and improving working conditions.

Further, by providing a connecting vertical joint to the connecting portion between the continuous wall of the reinforcing bar flat panel and the on-site construction pile, it can also serve as a permanent underground wall, a permanent pile, and a permanent underground pillar, respectively.

[Brief description of the drawings]

FIG. 1 is a top view of the present invention.

FIG. 2 is a view as viewed from A in FIG. 1;

3 (a) to 3 (j) are diagrams showing a construction procedure.

[Explanation of symbols]

1: excavated ground, 2: flat panel reinforced concrete, 3:
Locking pipe, 4: Pile for construction on site, 4 ': Hole for pile, 5
... Soil for ground anchor, 6 ... Hole for ground anchor, 7
... flat panel rebar, 8 ... iron core cage, 9 ... PC steel wire.

Claims (1)

(57) [Claims] The present invention relates to a method in which a rocking pipe is inserted by excavating a gap between an on-site formation pile and a pile continuously in a flat panel shape, and slightly apart from both ends of each of the flat panel holes. Reinforcement is inserted into a flat panel-shaped hole, concrete is poured, holes are drilled in the site-created pile at the pile position biased toward the ground excavation side, the rocking pipe is removed, and the earth pressure is applied. An iron core cage for pile reinforcement provided with an anchoring sleeve at a position biased to the hole is inserted into the pile hole, concrete is poured between the pile hole and the flat panel reinforced concrete, and the flat panel and the pile are connected. The ground anchor is excavated by the anchor sleeve, the PC steel wire is inserted,
A self-standing mountain retaining wall construction method, characterized in that a steel C wire is grouted and fixed to the ground of a support layer, and is tied at a pile top.