KR100975033B1 - Construction method of a soil retaining wall using PHC pile - Google Patents

Abstract

The present invention relates to a construction method of the mud wall, and more particularly, to a construction method of the mud wall using the P. H. pile.

According to a preferred embodiment of the present invention, (a) perforating the ground using a drilling machine appropriately selected according to the ground characteristics and the drilling length along the interface of the earth to be destroyed, and (b) maintaining a predetermined distance in the longitudinal direction. Plural sockets with female threads are installed and installed in the outer surface, and injection grooves are formed in the lengthwise direction on the surfaces facing each other, and P.P. piles with joint grooves formed along the circumference to connect the piles to both ends by using a connection ring Connecting each other to the required length, (c) inserting the PHS pile into the drilled hole, (d) placing a hat beam on the head of the PSI pile and coupling it to the pile using a connecting device, (e) excavating to a certain depth; (f) installing the bracket on the exposed pile surface; (g) placing a belt on the bracket, In the steps for installing beotimbo, (h) the construction method of the retaining wall with pieyichi said pile characterized in that it comprises the step of drilling to the (d) to (g) repeat steps planned depth is provided.

Wall, P.C Pile, Bracket, Sash, Hat Beam

Description

Construction method of a soil retaining wall using PHC pile}

The present invention relates to a construction method of the mud wall, and more particularly, to a construction method of the mud wall using the P. H. pile.

The earthen block is constructed for the purpose of resisting the side pressure such as earth pressure and water pressure during the digging work, and for the purpose of subsidence of the surrounding ground and the protection of adjacent structures. It is composed of the earthen wall directly contacting the earth and the supporting ball to support it. Differentiate according to the type of material and support. As shown in FIG. 9, the currently used mud wall includes H-pile + earth plate, steel sheet pile, column-type mud wall (C.I.P, S.C.W, etc.), underground continuous wall, and the like. In general, H-pile + earth plate is installed where there is no groundwater, and in the case where groundwater exists, the main-walled mud wall and underground continuous wall are used. In addition, support beams and anchors are used as support beams, and there is a method of using beams and slabs of underground structures as support materials (reverse drilling method).

On the other hand, instead of using the pile as a cast-in-placement pile in the heat-sucking wall, there has been proposed a method of using the PE pile, which is a kind of ready-made concrete pile. In order to use PA piles as a wall, it is necessary to solve the problem of installing a bracket for supporting the belt. That is, in the case of conventional CIP or SCW, the ground is excavated to remove concrete from the exposed pile, and the H-shaped steel inserted into the stress bearing material is exposed, and then the bracket is installed using this H-shaped steel. There is a problem that the conventional method applied in CIP or SCW cannot be applied as it is.

In addition, to install a bracket to support the belt, the bracket 10 is most commonly used in the prior art is shown in FIG. As shown, the bracket 10 is composed of a pedestal 11 and the support 12 and is bonded to the H stake 20, constituting the earth wall, more specifically the earth wall by using welding or bolts. However, in the case of the bracket 10, the pedestal 11 and the support 12 must be joined to the H pile 20, respectively, so the installation work is not easy, and it is necessary to consider a proper joining method according to the wall of the earth wall to be installed. There is a disadvantage that the manufacturing cost is high.

In addition, the gap between adjacent piles may occur due to an error between the drilled hole and the pile diameter for inserting the pile when installing the PI pile. Accordingly, in the ground where the retaining wall should also function as the order wall, the chemical solution is injected into the back surface between the pile and the pile to form the order wall. However, since there is a gap between the pile and the pile, there is a concern that the chemical liquid may leak to the front due to the injection pressure, and there is a problem that a separate perforation is required for the chemical liquid injection.

In addition, when the depth of the trench is deeper than the length of the PI pile, the PI pile should be connected and used. Conventionally, as shown in FIG. 11, the end of the PC steel rod 10 disposed therein to introduce a compressive force to the PI pile as shown in FIG. In order to fix it, the metal seat plates 20 installed on the upper and lower ends of the PI piles were welded to each other to connect the PI piles. However, in the case of connecting the PI piles by welding, all of the welds along the circumference of the metal seat plate have to be welded, thus increasing the amount of welding, and the quality control of the connection was difficult.

In addition, when applying the reinforcement method to the support wall of the retaining wall using the PI pile, it is necessary to fill the groove formed between the retaining wall and the strip. That is, as shown in the figure, after the construction of the earthen wall excavated to a predetermined depth to expose the P. H. stakes, bonded brackets to the exposed P. H. stakes after mounting the girders and placing the brace in the horizontal direction Build a wall brace. However, in case of constructing the wall of the wall, there is a case that the grounding with the strip is not uniform because the pile is not uniform, so the earth pressure is not evenly transmitted to the strip. Conventionally, by filling a grooved material made of concrete or mortar into the groove while pushing the P. H. pile of the retaining wall with a backhoe, the ground plane of each pile and the strip is uniform. However, there was a problem that an accident of falling worker during home filling work occurred due to the narrow working space of the worker working on the belt.

On the other hand, the wall is a horizontal movement in the horizontal direction due to the earth pressure, the earth load and water pressure, or the displacement occurs at the upper end, such as a phenomenon may occur in the stability of underground earthworks workers. In particular, when the wall is made of CIP or H-peg, the individual piles are not connected to each other, so they are independently resisted to the lateral force. Therefore, the horizontal movement, displacement, and full load on the lateral force do not occur. In order to do this, the piles are placed more than 4m above the planed pit, and the bands and struts are arranged at the top. However, since the upper end of the pile is a free end state, displacement occurs easily due to the lateral force, and as the soil moves, many problems occur such as settlement of surrounding ground, tilting of the building, and cracking.

The present invention has been devised in view of the above circumstances, and has a structure that can easily fix the bracket, easy to install and dismantle, easy to respond according to the installation environment and has a bracket that can minimize the manufacturing cost It is to provide a method for constructing the wall of the mud using.

It is another object of the present invention to provide a construction method of the wall of the mud wall which can be configured very easily or not very easily for the injection of the chemical liquid used for the purpose of effectively blocking the inflow of groundwater between the mud wall. It is.

Still another object of the present invention is to provide a construction method of a retaining wall, which can ensure a simple and simple connection.

Still another object of the present invention is to provide a construction method of the retaining wall which can be easily dismantled after the completion of the digging work while connecting the upper end of each pile constituting the retaining wall like a fixed point.

According to a preferred embodiment of the present invention, (a) perforating the ground using a drilling machine appropriately selected according to the ground characteristics and the drilling length along the interface of the earth to be destroyed, and (b) maintaining a predetermined distance in the longitudinal direction. Plural sockets with female threads are installed and installed in the outer surface, and injection grooves are formed in the lengthwise direction on the surfaces facing each other, and P.P. piles with joint grooves formed along the circumference to connect the piles to both ends by using a connection ring Connecting each other to the required length, (c) inserting the PHS pile into the drilled hole, (d) placing a hat beam on the head of the PSI pile and coupling it to the pile using a connecting device, (e) excavating to a certain depth; (f) installing the bracket on the exposed pile surface; (g) placing a belt on the bracket, There is provided a method of constructing a retaining wall using a PI stake, characterized in that it comprises the step of installing the brace between, and (h) repeating the steps (d) to (g) to the planned depth. .

In addition, after the step (c) inserting the shielding plate in the injection grooves of the neighboring P. H. pile, the soil barrier using the P. C. pile further comprising the step of injecting a chemical solution through the injection groove of the P. A method of constructing walls is provided.

And the connection ring is formed so that the projections inserted into the grooves formed at both ends of the pile are projected inward and divided into at least two, each connected by welding or pin joint.

In addition, the connecting ring has a coupling protrusion formed at one of the coupling protrusions and the coupling protrusion is inserted at the other for the pin connection, and the coupling protrusion and the coupling groove are in communication with each other through which the through holes are formed, respectively. It is characterized by.

In addition, the hat beam is composed of H-shaped steel and the abdomen is characterized in that a plurality of connecting holes that can be installed to connect the connection device for more secure the coupling with a plurality of grouting holes and piles.

In addition, the connection device is characterized in that it comprises a head plate and a hollow tube coupled to the lower surface of the head plate and a filler filled in the inside of the hollow tube.

The bracket may further include: a fixing channel having a flat plate portion, leg portions which are bent at right angles from the flat plate portion, and having a hole for bolt insertion in the flat plate portion, and at least one hole formed in the leg portions; A first end inserted into a space surrounded by the flat plate and the leg portions, a second end inserted into a hole formed in the leg portions, and a multi-stage bending portion bent in multiple stages while connecting the first end and the second end; It characterized in that it comprises a pair of supporting flexors.

And the multi-stage bending portion of the support bending muscles, the support portion extending horizontally from the first end, the vertical support portion extending vertically downward from the support portion, the inclined downwardly extending from the vertical support portion connected to the second end It is characterized by consisting of the support.

In addition, the strip is a groove filled with a H-beam body in contact with the earth wall, a charging portion inserted into the groove between the H-beam body and the earth wall and an elastic coupling portion to elastically couple the charging portion to the H-beam body. It is characterized by including the ash.

According to the present invention as described above has a structure that can be easily fixed to the bracket for supporting the belt, easy installation and disassembly, easy to respond to the installation environment and can minimize the construction cost.

In addition, it is not necessary to puncture separately or very easily for the injection of the chemical liquid used for the purpose of effectively blocking the inflow of the groundwater between the walls of the retaining wall.

In addition, it is possible to reliably and easily connect the gaps between the PI piles that constitute the wall.

It can also be easily dismantled after the digging work, by connecting the top of the individual piles that make up the retaining wall like fixed points.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.

1 is a perspective view showing a P. C. pile for soil wall applied to the present invention, Figure 2 is an enlarged sectional view of the main portion showing a state connected by a connection ring, Figure 3a, 3b is a perspective view showing a connection ring.

The HS pile 100 according to the present invention may be prestressed in the same manner as the known PE pile, and has a hollow hollow cross-sectional shape. However, unlike the known PI stakes, a plurality of sockets 110 having female threads processed at predetermined intervals in the longitudinal direction are installed, and the injection groove 120 is formed in the longitudinal direction on the surfaces facing each other. At both ends, the joint groove 130 is formed along the circumference to connect the piles to each other. Since the socket 110 is a female thread is installed in this way it is possible to simply install a bracket that is installed to support the belt on the wall of the earth without damaging the pile simply by bolting.

And the injection groove 120 formed in the longitudinal direction opposite to each other on the outer surface is a passage for the injection of the chemical solution so there is no need to drill separately for the injection of the chemical solution unlike the prior art.

In addition, since both ends are formed with a groove 130, the connection ring 200 to be described below can be used to connect the pile to each other easily and reliably. That is, as shown in FIG. 2, the joint is connected to the upper portion of the metal seat plate 20 installed at the upper and lower ends of the PC pile to fix the end of the PC steel rod 10 disposed therein to introduce the compressive force to the P pile in advance. The groove 130 is formed, and the protrusion 210 of the connection ring 200 divided into at least two is inserted into the joint groove 130, and then the welded or pin-joined of the divided connection ring 200 to the The joint is complete. On the other hand, it is preferable that the diameter of the metal seat plate 20 is smaller than the diameter of the HPC pile so that the connection ring 200 protrudes less from the outer surface of the HPC pile.

As shown in FIGS. 3A and 3B, the connecting ring 200 is divided into at least two parts 200a and 200b, each connected by welding or pin jointing. In addition, the connection ring 200 is formed so that the protrusion 210 inserted into the joint groove 130 formed at both ends of the pile protrudes inward. In particular, the coupling protrusion 220 is formed on one of the coupling protrusions 220 and the coupling protrusions 220 are inserted into the coupling protrusion 220, and the coupling protrusion 220 and the coupling groove 230 are in communication with each other. Through holes 222 and 232 are formed respectively so that the pins can be inserted (see FIG. 3B).

Figure 4a is an exploded perspective view showing the support for the belt of the earth wall in accordance with the present invention, Figure 4b is a perspective view of the bonded state.

As shown, the bracket 300 according to the present invention consists of a fixed channel 310 and a pair of support bending muscles 320a and 320b that are coupled to the fixed channel 310 to support the bands. do.

The fixed channel 310 is composed of leg portions 314a and 314b that are bent and extended at right angles from the plate portion 312 and the plate portion 312, respectively. The plate portion 312 is formed with a bolt insertion long hole 311 so that the bolt for joining the fixed channel to the earth wall. The long hole 311 is formed in the longitudinal direction of the flat plate portion 312 and has a long length in the longitudinal direction to adjust the height of the installation so as to easily match the horizontal with the adjacent brackets. At least one hole 313 is formed in the leg portions 314a and 314b. As described later, the second end 322 of the support bending muscles 320a and 320b is inserted into the hole 313.

Supporting bending muscle 320 is coupled to the fixed channel 310 and the first end 321, the second end 322 and the first and second ends 321, 322, which is bent in multiple stages connected to each other It has a bent portion 323. Each portion constituting the support bending muscle 320 is composed of a separate member can be integrally welded to each other, but preferably bent one of the reinforcing bars to configure each part. The support bending muscle 320 configured as described above inserts the first end portion 321 into the space 315 surrounded by the plate portion 312 and the leg portions 314a and 314b and the second end portion 322 into the leg portion. It can be easily coupled to the fixed channel 310 by inserting it into the hole 313 formed in the (314a) (314b).

The multi-stage bending portion 323 of the support bending muscle 320 may be bent in a variety of shapes to have a support surface that can support the belt long, but preferably the support portion 323a extending horizontally from the first end 321 And a vertical support portion 323b extending vertically downward from the support portion 323a and an inclined support portion 323c extending inclined downward from the vertical support portion 323b and connected to the second end portion 322. do. Here, the extension length of the support portion 323a is assumed to be a length that can be supported in a stable state in anticipation of the distance between the earth wall and the strip due to the construction error.

Figure 5 is a perspective view showing a strip length without the groove filling according to the present invention.

As shown, the belt 400 according to the present invention includes an H-beam main body 410 and a charging unit 421 and the charging unit 421 inserted into a groove between the H-beam main body 410 and the retaining wall. It is composed of a groove filling material 420 composed of an elastic coupling portion 422 elastically coupled to the H-shaped beam body 410. The charging unit 421 is formed of any one of wood, plastic or metal material and has a suitable shape to fill the groove between the piles constituting the earth wall. Therefore, the shape is not limited to the shape shown in Figure 5 may have a variety of shapes, such as cylindrical, triangular prism. The elastic coupling part is preferably composed of a coil spring, but is not limited thereto. Any elastic coupling part may have any elasticity, so long as the charging part 421 can be brought into close contact between grooves between piles constituting the wall.

6 is a perspective view showing a hat beam according to the present invention, Figure 7 is a cross-sectional view showing a connecting device for coupling the hat beam with the pile.

Hat beam 500 is composed of H-shaped steel and a number of grouting holes 511 are formed in the abdomen and a plurality of connection holes so as to install a connection device for further solidifying the pile as described below ( 512 may be formed. At this time, the grouting hole 511 is formed so that the pile 100 and the pile 100 in contact with each other. Hat beam 500 is applied to have a size slightly larger than the pile diameter to be able to fit smoothly. Thus, as the cap beam 500 is placed on the upper part of the pile 100, the upper ends of the individual piles are connected to each other as fixed points, and the displacement of the individual upper ends of the piles can be suppressed as much as possible by the lateral force (lateral pressure). Therefore, it is possible to omit the top brace and the strap. On the other hand, after the underground construction is completed, it can be easily removed and reused.

The pile 100 and the hat beam 500 is preferably connected to each other integrally with a connecting device. The connecting device 520 is a hollow tube 522 coupled to the head plate 521 and the lower surface of the head plate 521 and the filler 523 filled in the hollow tube 522 as shown in FIG. 7. It is composed. Head plate 521 is larger than the connection hole 512 of the hat beam 500 to be caught when inserted and the hollow tube 522 is inserted into the pile 100 through the connection hole 512 and the connection hole 512 The shape and the size are determined corresponding to the shape and the size. And filling the filling material 523 consisting of mortar or concrete to reinforce its strength so that the hollow tube 522 inserted into the pile 100 through the connection hole 512 is not destroyed by the side pressure.

The method of constructing the retaining wall using the P. pi stake, the bracket, the gasket and the hat beam which do not need the filling, as described above is as follows.

8a to 8e are views showing important steps in the construction method of the wall of the earth according to the present invention.

First, the ground is drilled using a drilling machine appropriately selected according to the ground characteristics and the drilling length along the boundary of the ground to be excavated.

Next, a plurality of sockets 110 are machined and installed with a predetermined distance in the longitudinal direction, and the injection groove 120 is formed in the longitudinal direction on the surface facing each other on the outer surface and to connect the piles at both ends. PSI pile 100 formed along the circumference is connected to each other by the required length using the connection ring 200 (see Fig. 2).

Next, the PSI pile 100 is inserted into the drilled hole.

Next, as illustrated in FIG. 8A, the shielding plate 600 is inserted into the injection grooves 120 of the PPC piles 100 adjacent to each other. The shape of the shielding plate 600 corresponds to the shape of the injection groove 120 is determined. By using the shield plate 600 can prevent the leakage of the chemical solution to the front portion of the retaining wall and can guide the injection pressure toward the back so that the chemical liquid is naturally injected to the back. The material of the shielding plate 600 is not particularly limited, and plastic, paper, and metal may be selectively used.

Next, as shown in Figure 8b, if the order is required to inject the chemical liquid through the injection groove 120 of the P. C pile. As the chemical injection method, known LW method, SGR method, JSP method may be selectively applied. If the chemicals are properly selected, the individual piles can be connected to each other so that they can be integrally resisted to the lateral forces.

Next, as shown in FIG. 8C, the hat beam 500 is covered with the exposed PSI pile 100. At this time, it is preferable that the pile 100 and the hat beam 500 are firmly coupled to each other using the connecting device 600 so that the pile beam 100 and the side beam may be integrally behaved.

Next, excavation is carried out to a certain depth. The excavation is carried out to the depth that can be attached to the bracket supporting the one-stage band. In this state, the soil on the back of the retaining wall is supported only by the retaining wall, and the primary excavation will propel the depth of the retaining wall to the depth that is free from harmful displacement.

Next, the bracket 300 according to the present invention is installed on the exposed PSI pile 100 surface as shown in FIG. 8D. The bracket 300 is bolted to the socket 110 installed in the P. C pile 100 using bolts, and the vertical gap of the bracket 300 is determined according to the installation interval of the belt 400.

Next, as shown in FIG. 8e, the belt 400 is placed on the bracket 300, and a support (not shown) is installed between the belt and the belt.

Finally, the excavation work is completed by repeating the above steps to the planned depth.

1 is a perspective view showing a P. C. pile for the earth wall to be applied to the present invention.

Figure 2 is an enlarged cross-sectional view of the main portion showing a state connected by a connecting ring.

3A and 3B are perspective views illustrating the connection ring.

Figure 4a is an exploded perspective view showing the support for the belt of the earth wall in accordance with the present invention, Figure 4b is a perspective view of the bonded state.

Figure 5 is a perspective view showing a strip length without the groove filling according to the present invention.

6 is a perspective view showing a hat beam according to the present invention.

7 is a cross-sectional view showing a connecting device for coupling the hat beam with the pile.

8a to 8e are views showing important steps in the construction method of the wall of the earth according to the present invention.

9 is a view showing the type of earthen wall generally used.

10 is a side view showing a conventional bracket.

11 is a cross-sectional view showing a joint of a conventional PE stakes.

Claims (9)

(a) drilling the ground using a drilling machine appropriately selected according to the ground characteristics and drilling lengths along the boundary of the ground to be destroyed; (b) A plurality of female threaded sockets are installed at regular intervals in the longitudinal direction, and outer grooves are provided with injection grooves in the longitudinal direction on opposite sides thereof, and both grooves have a joint groove along the periphery to connect the piles to each other. Connecting the formed PPC piles to each other by the required length using a connection ring, (c) inserting a PE stake into the perforated hole; (d) putting a hat beam on the head of the P.H stake and using a connecting device to connect it with the stake, (e) excavating to a certain depth, (f) installing the brackets on the exposed pile face, (g) placing a strap on the bracket and installing a brace between the strap and the strap; (h) Repeating the steps (d) to (g) to the excavation to the planned depth, the construction method of the earth wall using P. C pile. According to claim 1, Inserting the shielding plate into the injection grooves of the neighboring HS piles after the step (c), and injecting the chemical solution through the injection grooves of the HS piles, the soil barrier using the HS piles Construction method of the wall. The method according to claim 1 or 2, The connecting ring is formed so that the projections inserted into the joint grooves formed at both ends of the pile are formed to protrude inwards and are divided into at least two, each of which is connected by welding or pin joints. Way. The method of claim 3, The connecting ring has a coupling protrusion formed at one of the coupling protrusions and a coupling protrusion at which the coupling protrusion is inserted at one end thereof. The coupling protrusion and the coupling groove communicate with each other so that the through-holes are formed so that the pins can be inserted. The construction method of the wall of mud using the PI pile which is characterized by the above-mentioned. The method according to claim 1 or 2, The hat beam is made of H-beams, and the abdomen using a pile of P, characterized in that the abdomen is formed with a plurality of connection holes to install a connection device for more firmly coupled with a plurality of grouting holes and piles Construction method of the wall. The method according to claim 1 or 2, The connecting device is a construction method of the earth wall using the P. C pile, characterized in that it comprises a head plate and a hollow tube coupled to the lower surface of the head plate and a filler filled in the interior of the hollow tube. The method according to claim 1 or 2, The bracket includes a flat plate, a fixed channel extending at right angles from the flat plate, the fixing channel having a hole for bolt insertion in the flat plate, and at least one hole formed in the legs; A first end inserted into a space surrounded by the flat plate and the leg portions, a second end inserted into a hole formed in the leg portions, and a multi-stage bending portion bent in multiple stages while connecting the first end and the second end; A construction method of the wall of the mud using the PE pile, characterized in that it comprises a pair of support bending muscles. The method of claim 7, wherein The multi-stage bending portion of the bent muscle is a support portion extending horizontally from the first end, a vertical support portion extending vertically downward from the support portion, and an inclined support portion extending obliquely downward from the vertical support portion and connected to the second end portion. Construction method of the wall of the mud using the PE stakes, characterized in that consisting of. The method according to claim 1 or 2, The strip is a groove-filled material comprising an H-shaped beam body in contact with the wall of the retaining wall, a charging portion inserted into the groove between the H-shaped beam body and the retaining wall, and an elastic coupling portion for elastically coupling the charging portion to the H-shaped beam body. Construction method of the wall of the mud using the PE stakes, characterized in that it comprises a.

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