JPS5844803B2 - Kouyaitaheki no Kochikukohou - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method of constructing a steel sheet pile wall used for constructing a barge quay, earth retaining revetment, river revetment, etc. in a port.

Conventionally, the water depth is 10? ? For revetment structures below level Z, the tie rod type shown in Figure 1 or the self-supporting type r shown in Figure 2 is used.
xWhich steel sheet pile walls are used?

In other words, the tie rod type steel sheet pile wall shown in Fig. 1 has steel sheet piles a continuously driven in front of the quay wall, and a support C provided on the back side of the steel sheet piles a and the head of the steel sheet piles a. tie rod d
They were connected together to support the tonosho working on the steel sheet pile wall.

In addition, the self-supporting steel sheet pile wall shown in Fig. 2 can be used in cases where the existing structure f is close to the back of the steel sheet pile wall e and it is difficult to install tie rods and buttresses as described above, or when the It is used when a quay is installed in a place with a small water depth, and the stability of the quay can be maintained with steel sheet piles alone without any support work.

On the other hand, for seawall structures where the water depth exceeds about 10m,
The caisson type shown in the figure is often adopted.

In other words, a caisson-type quay is constructed by manufacturing a concrete caisson g in a yard near the construction site, towing it to the construction site by a crane ship, etc., and filling the caisson g with filling materials such as stones or earth and sand. It is a structure in which the building is placed on ground that has been improved with replacement sand, etc., and the back is backfilled.

However, the conventional seawall structure described above has the following problems.

In other words, ■ In the conventional method of constructing revetment structures using steel sheet pile walls, as the water depth increases, the slope on the back of the sheet pile wall increases. It is impossible to construct it in a place where the height exceeds 10m.

■ Self-supporting steel sheet pile walls can only be applied to water depths of approximately 6 m at most due to constraints such as head displacement of the sheet piles and generated stress.
Limited to the following locations.

■ Tie-rod type steel sheet pile walls in port reclaimed areas:
When the reclaimed soil undergoes consolidation settlement, the support works also sink and tilt, resulting in a lack of strength, which leads to the destruction of the steel sheet pile walls.

■ For caisson-type quays, a large-scale caisson manufacturing yard is required on land near the site, and caisson towing and
Disadvantages include the need for a large crane ship for the installation, and the large horizontal and vertical reaction forces generated by the weight of the tosho and caisson, requiring large-scale replacement work.

In addition, in a construction method that tries to reduce the earth pressure applied to the sheet pile wall by driving the sheet pile wall at an angle to the back side, the inclination angle of the sheet pile with respect to the vertical direction with the conventional driving technique is 30 °, 25° is the limit for boat driving, the efficiency of sheet pile driving work is significantly reduced when the above inclination angle becomes 20 to 300 degrees, and so-called diagonal hammers that can drive slanted sheet piles are: In Japan, there are problems such as limited numbers and lack of versatility.

The purpose of this invention is to eliminate the various drawbacks mentioned above, to make it possible to incline the steel sheet pile wall toward the landfill side at any angle, to reduce the earth pressure acting on the steel sheet pile wall, and to reduce the earth pressure that exceeds the conventional limit. The purpose of this paper is to propose a construction method for steel sheet pile walls that makes it possible to construct underwater walls using steel sheet piles.

This invention pivots the lower end of the shaped steel along the longitudinal direction of the steel sheet pile, and connects a plurality of these steel sheet piles to the ground with the shaped steel facing the reclaimed side until it reaches the pivoting position of the shaped steel. After fixing earth retaining material made by mutually connecting different steel sheet piles between each section of adjacent steel sheet piles, the earth retaining material is tilted toward the reclaimed side together with the section steel. , relates to a construction method for a steel sheet pile wall in which the upper end of the shaped steel is supported between the driven steel sheet pile by a horizontal member and the back side of the earth retaining material is backfilled.

Next, one embodiment of the present invention will be explained with reference to the drawings.

In this invention, the following processing is performed prior to driving the steel sheet pile into the foundation.

That is, as shown in FIGS. 4a and 4b, a pair of joint pipes 2 with slits are installed on both sides of a steel sheet pile, that is, a steel pipe pile 1.
Adjacent steel pipe piles 1 are fixed along the longitudinal direction in such a direction that the slits can be interlocked with each other.

As shown in FIGS. 4 and 5, two connecting fittings 3 are welded and fixed to the steel pipe pile 1 between these joint pipes 20 at intervals.

Bolt holes 3a passing through each of the connecting fittings 3 are bored, and one end of the web from which the flange of the section steel 4 (H section steel in the illustrated example) has been partially removed shown in FIG. 6 is passed through the bolt hole 4a. Pin bolt 5 placed over the connection fitting 3
As shown in FIG. 7, the H-section steel 4 is pivotally attached to the steel sheet pile 1 and temporarily fixed to the steel pipe pile 1 with wires 6.

Note that the size of the connecting fitting 3, the mounting position, and the number of bolt holes 3a are determined in advance in consideration of ground conditions, the designed thickening length of the steel pipe pile 1, and the like.

Next, the steel pipe piles 1 are transported to the construction site, and as shown in Fig. 8, the H-beams 4, which have been pivoted and temporarily fixed to each steel pipe pile 1, are turned toward the landfill side (Fig. 8F), as shown in Fig. 9. As shown in , each joint pipe 2 is driven into the ground G from the interlocking position to the pivot position.

In this case, if there is a soft clay layer in the ground G near the construction location of the steel sheet pile wall, replace it with good quality sand S in advance, as shown in Figure 10.In addition, in the above description, each steel pipe Although the case is shown in which each of the piles 1 has an H-shaped steel 4 pivotally attached to it, as shown in FIG.
As shown in FIG. 2, the joint pipes 2 of the drawing pipe piles 1 and 7 may be interlocked with each other alternately and driven into the ground G.

At this driving stage, the penetration of the steel pipe pile 1 became irregular,
If the head of the H-beam 40 is not aligned, correct it by removing the above-mentioned pin-pol (5) 5-4 and replacing the bolt hole 4a of the H-beam 4 with the appropriate bolt hole 3a position due to diving work, etc. Can be done.

Note that the steel pipe piles 1 and 7 may be driven at a slight inclination toward the landfill side (FIG. 8F), if necessary.

On the other hand, on the reclaimed side (reverse side) of the steel pipe piles 1 and 7, each steel pipe pile 1,
A plurality of steel piles 8 are driven at a predetermined distance from the steel piles 7 as shown in FIG.
Weld and fix in a horizontal position.

On the other hand, on land, as shown in FIG. 13, a backing 11 made of channel steel is fixed to a web of earth retaining material 10 made of a plurality of steel sheet piles (H-shaped in the illustrated example) whose ends are connected to each other. A short H-shaped steel 12 is welded and fixed to the upper end of the H-shaped #44 as shown in FIG. 14, and the earth retaining material 10 is moved by a crane (not shown) As shown in FIG. Lower it until it touches the top and stops.

In this case, since the lower end of the earth retaining material 10 will stop at the attachment position of the connecting fitting 3, it is preferable to determine the dimensions of the earth retaining material 10 in advance.

In addition, when the earth retaining material 10 is lowered along the H-beams 12 and 4, if the frictional resistance between them is too large,
You can easily achieve your goal by using a vibro-nummer.

Thereafter, as shown in FIG. 16, the H-shaped steel 12°4 is tilted toward the landfill side using a crane (not shown), its upper end is supported by the horizontal conductor 9 that has been prepared in advance as described above, and the steel pipe The upper end of the pile 1 and the upper end of the H-shaped Ia 12 are
As shown in Figure 7, they are connected by horizontal members 13, and reinforced concrete 14 is placed on top of them.

Finally, the backs of the H-beams 4 and 11 and the retaining material 10 are backfilled with chestnut stone or earth and sand, and when the steel piles 8 are deemed unnecessary, they are pulled out and removed to construct a steel sheet pile wall. complete.

In addition, in the above embodiment, by burying a retainer on the back side of the earth retaining material 10 (FIG. 8F) and connecting the retaining material 10 and the retainer with a tie rod, it is possible to eliminate the conventional sheet pile type 1 method. It becomes possible to construct quite large steel sheet pile walls, which were impossible to design.

As is clear from the above description, in this invention,
It has the following effects.

(1) After the earth retaining material is fixed between the steel sections pivoted to the steel sheet piles, this earth retaining material is tilted toward the landfill side together with the steel sections, which makes it impossible to insert the earth retaining material using the conventional driving method. Ta.

It can be tilted at an angle of 30° or more, and therefore the earth pressure acting on the earth retaining material can be significantly reduced.

(2) Due to the above-mentioned significant reduction in earth pressure, it is now possible to construct steel sheet pile walls in deep water, which would have been impossible to design using conventional tie rods, in a self-supporting manner without the use of tie rods. It is possible to shorten the construction period and reduce construction costs.

(3) Even if the conventional tie-rod type cannot be used because an existing structure is close to the back of the steel sheet pile wall and it is difficult to install a backing, it is possible to construct a steel sheet pile wall that can sufficiently withstand the landslide.

(4) Since it can sufficiently withstand the tonosho even without the use of retainers, the stability of the steel sheet pile wall will not be adversely affected even if the reclaimed soil at the back undergoes consolidation settlement.

(5) Since multiple steel sheet piles are driven into the foundation up to the pivot point of the structural steel, there is no need for large-scale replacements like in conventional caisson-type quays, and the steel sheet piles are installed on site. A processing yard for sheet piles or earth retaining materials does not require a very large area.

[Brief explanation of drawings]

Figures 1 to 3 are explanatory diagrams of conventional seawall structures, and Figures 4 to 3 are explanatory diagrams of conventional seawall structures.
FIG. 17 shows one embodiment of this invention. Figure 4 a + b is a side view and longitudinal sectional view of a steel pipe pile, Figure 5 is an enlarged side view of a connecting fitting, Figure 6 is a perspective view of a section steel, and Figure 7 is a steel pipe with a section steel pivotally connected. A side view of the pile, Figure 8 is an explanatory diagram of the driving state of steel pipe piles, Figure 9 is an explanatory diagram showing the arrangement of steel pipe piles, Figure 10 is an explanatory diagram of replacement, and Figure 11 is an explanatory diagram of other steel pipe piles. Fig. 12 is an explanatory diagram showing the arrangement of other steel pipe piles, Fig. 13 is a perspective view of the earth retaining material, Fig. 14 is an explanatory diagram of the lowering work of the earth retaining material, and Fig. 15 is the same (plan view). , FIG. 16 is an explanatory diagram of the inclined position of the earth retaining material, and FIG. 17 is an explanatory diagram showing the completed state after construction of the steel sheet pile wall. 1.7...Steel sheet pile, 4...Shaped steel, 10...Earth retaining material.

Claims (1)

[Claims] 1 The lower end of the shaped steel along the longitudinal direction is pivoted to the steel sheet pile, and the plurality of steel sheet piles are lined up and driven into the ground with the shaped steel facing the landfill side until they reach the pivoting position of the shaped steel. After installing and fixing the earth retaining material by mutually connecting another steel sheet pile between each of the sections of adjacent steel sheet piles, the earth retaining materials and the sections are tilted toward the reclaimed side, and the section steel is A construction method for a steel sheet pile wall, characterized by supporting the upper end of the wall between the driven steel sheet pile using horizontal members and backfilling the back of the earth retaining material.