JP2009180054A - Construction method of underground vibration barrier - Google Patents

Abstract

An object of the present invention is to provide an underground vibration barrier construction method that is excellent in workability without using large heavy machinery.
An excavation step of excavating the ground to form a concave groove 9; an arrangement step of inserting a vibration-proof block 10 into the concave groove; and a backfill material 11 obtained by mixing cement with earth and sand. And a backfilling step for filling, wherein the excavation step excavates a pre-groove 2 to a width substantially the same as a concave groove to be excavated, A frame is formed by the slide rail unit 5 including the pair of slide rails 3 and 3 and the cut beam 4 and the earth retaining panel 7 inserted between the slide rails facing each other of the slide rail units. It comprises a step of forming a concave groove by pushing the frame body into a pre-groove while excavating between the retaining panels and below the retaining panel, and the backfilling step includes the vibration isolation block and the side walls of the concave groove While holding backfill material between It comprises the step of pulling up the panel.
[Selection] Figure 5

Description

  The present invention relates to a construction method for underground vibration barriers installed around the facilities in order to reduce vibration transmitted from the roadway or railway to the ground.

  On the ground adjacent to roadways and railways, vibrations associated with the driving of cars and trains are transmitted through the ground to buildings such as houses, condominiums, schools, and hospitals, and there are complaints from residents and residents of those buildings. May be issued. In order to prevent this, various vibration isolation methods have been proposed.

  The simplest way to prevent vibrations traveling on the ground from roadways and railroads is to create deep grooves around those facilities. In this case, since the hardness of the ground is greatly different from the hardness of the air, the transmittance of vibration can be reduced at the boundary between the ground and the air.

  However, in reality, it is impossible to provide a permanent groove for preventing vibration, and it is often necessary to flatten the ground. For this reason, it has been proposed and practiced to dig a groove, fill it with a low-density object, and backfill it (for example, Patent Document 1).

  In Patent Document 1, a vibration-proof block made of a thermoplastic resin foam is disposed in a concave groove dug in a line along a road or the like, and a gap between the excavated concave groove and the vibration-proof block is provided in the earth and sand. Then, it is back-filled by using a heavy machine for rolling work such as a vibrating roller.

JP 2005-188264 A

  By the way, conventionally, as a ground excavation method, a construction method called a driving-type lightweight steel sheet pile construction method has been often used. This driving-type lightweight steel sheet pile method uses a large heavy machine such as a vibro hammer to drive the sheet pile into the ground. A large amount of space is required to secure a work zone for large heavy machinery, but underground vibration barriers are often constructed on the side of main roads, and large heavy machinery impedes vehicle traffic. was there. In addition, there are many office buildings and residential areas in the vicinity of the construction site, and noise and vibration when driving a sheet pile have been a major problem. Furthermore, the driven-in lightweight steel sheet pile method is an excellent method for excavating wide and deep grooves, but it is necessary to install a support while excavating to prevent deformation and collapse of the sheet pile due to earth pressure. Therefore, the construction cost is high.

  On the other hand, in order to secure a work zone and to minimize noise, it is called the built-in lightweight steel sheet pile method, which is a method of building a sheet pile after excavating to a desired depth without driving a sheet pile There is a method, but this method is limited to the case where the excavated ground can stand on its own, and it can not be used for general soft ground, but it is also supported to prevent deformation and collapse of the sheet pile. This method is costly because it requires work.

  In addition, the construction of underground vibration barriers is often performed in a narrow and limited place such as on the side of a road, and the above-described heavy machinery for compaction work cannot be used, and rolling by a small machine such as a small tamper is not possible. Since there are many cases where only pressure is possible, the rolling pressure tends to be insufficient. Furthermore, in the vicinity of the boundary between the anti-vibration block and the backfill material, if the rolling is performed, the anti-vibration block may be damaged. Therefore, it is difficult to perform the rolling in a narrow area. Here, in the propagation of vibrations in the ground, in soft ground that is not sufficiently compacted, vibrations are often amplified at that location, and in particular, immediately after construction, the compaction is insufficient. As a result, the vibration isolation effect of the underground anti-vibration wall is not fully demonstrated, and there are many cases where complaints are received from residents in the vicinity.

  Therefore, the inventors of the present invention have previously proposed a backfill material obtained by filling cement between soil and sand, that is, a so-called soil cement, in a gap between the groove and the vibration isolating block. According to this construction method, even when the ground pressure after backfilling cannot be sufficiently achieved, the periphery of the anti-vibration block is hardened in a short time, so that the anti-vibration effect can be obtained with certainty. The effect could be obtained immediately after the construction work. In addition, even if the ground loosens due to heavy rain when the ground is not sufficiently compacted after construction, the ground is already hardened, so the vibration amplification phenomenon that tends to occur at such times does not occur. It was.

  However, when soil cement is used for the backfill material, when the above-mentioned built-in lightweight steel sheet pile method is used for the excavation method of the ditch, since the backfill material hardens quickly, the sheet pile over time after backfilling. However, it became difficult to pull out, and workability sometimes deteriorated.

  The present invention has been made in view of the actual situation of the ground excavation method in the background art described above, and can reduce noise, vibration, and construction cost without using a large heavy machine, and can be easily constructed. It aims at proposing the construction method of the underground vibration barrier.

  As a result of various investigations to achieve the above-described object, the present inventors have been employed in the embedding of water pipes and the like in order to eliminate problems when using soil cement as a backfill material. The present invention has been completed by paying attention to a method called a built-in simple earth retaining method suitable for excavation of a narrow and shallow groove, particularly a slide-rail type simple earth retaining method.

  That is, the construction method of the underground vibration isolation wall according to claim 1 includes an excavation step of excavating the ground to form a concave groove, and an arrangement in which a vibration isolation block made of a thermoplastic resin foam is inserted and disposed in the concave groove. An underground vibration isolation wall construction method including an installation step and a backfilling step of filling a backfilling material obtained by mixing cement with earth and sand in a gap between the concave groove and the vibration isolation block, the excavation step A pair of slide rails having a guide groove along the longitudinal direction on both the left and right side surfaces in the pre-dig groove, and a pair of slide rails. A slide rail unit constructed of a plurality of beams spanned between the front surfaces of the rail, and built in a state in which the pair of slide rails stand up at predetermined intervals so as to follow both side walls of the pre-dig groove, Those slide rail units face each other A frame body is formed by a retaining panel that is slidably inserted into the guide groove between ride rails, and the frame body is pushed into the pre-groove while excavating between the retaining panels and below the retaining panel. Forming the groove by repeating in the longitudinal direction of the groove, and the backfilling step fills the earth retaining material while filling the backfilling material between the anti-vibration block and the side wall of the groove. It consists of the process of pulling up the panel.

  According to a second aspect of the present invention, in the first aspect of the invention, in the invention of the first aspect, the next anti-vibration block connected to the previous anti-vibration block disposed in the concave groove is arranged in the concave groove. When installing, a backfilling material is filled between the previous vibration isolation block and the side wall of the concave groove, and located between the previous vibration isolation block and the next vibration isolation block. The end face of the next anti-vibration block is disposed in front through the space between the slide rails formed by removing the cut beam, except for the lower beam of the slide rail unit. It is made to contact | abut to the end surface of an anti-vibration block.

  According to a third aspect of the present invention, there is provided a method for constructing an underground vibration isolation wall according to the first aspect of the invention, wherein the next vibration isolation block connected to the previous vibration isolation block disposed in the concave groove is arranged in the concave groove. When installing, a backfilling material is filled between the previous vibration isolation block and the side wall of the concave groove, and located between the previous vibration isolation block and the next vibration isolation block. The slide rail unit is pulled up so that the lowest beam is positioned higher than the height of the anti-vibration block, and the slide rail unit is lifted up through the space between the slide rails formed below the beam. Then, the end face of the next anti-vibration block is brought into contact with the end face of the previous anti-vibration block.

  Here, in the second and third aspects of the invention, the groove may be excavated each time when the vibration isolating block is disposed, and the length of the plurality of vibration isolating blocks is previously set. You may excavate to the corresponding length. In addition, the backfill material needs to be finally backfilled to the same height as the ground. First, the backfill material is filled between the vibration isolating block and the side wall of the concave groove. Further filling may be performed every time each anti-vibration block is arranged, or may be simultaneously performed after arranging a plurality of anti-vibration blocks. Further, the slide rail unit may be completely lifted every time each anti-vibration block is disposed, or may be simultaneously performed after a plurality of anti-vibration blocks are disposed.

  Moreover, the construction method of the underground vibration-proof wall of Claim 4 is the invention in any one of the said Claims 1-3, The ditch | groove formed in the said ground is 1-2.5m in width, and depth 1.5. It is ˜3 m.

Moreover, the construction method of the underground vibration proof wall according to claim 5 is the invention according to any one of claims 1 to 4, wherein the vibration proof block is a thermoplastic resin foam having a density of 10 to 50 kg / m ^3. It is characterized by being.

  According to a sixth aspect of the present invention, there is provided a method for constructing an underground vibration-damping wall, wherein the vibration-damping block is formed by combining a plurality of thermoplastic resin foam pieces in the invention of any one of the first to fifth aspects. It consists of a one-piece molded body, has a large number of voids opened on the surface, and has a porosity of 10 to 60%.

  According to a seventh aspect of the present invention, there is provided a method for constructing an underground vibration barrier according to the sixth aspect of the present invention, wherein the thermoplastic foam piece is a styrene resin foam having a longest length of 5 to 50 mm. It is a body.

  Moreover, the construction method of the underground vibration-proof wall of Claim 8 is the invention in any one of the said Claims 1-7, The said vibration-proof block is length 1800-2000mm, width 900-1000mm, thickness 400-500mm. It is a rectangular parallelepiped.

The construction method of the underground vibration barrier according to claim 9 is the invention according to any one of claims 1 to 8, wherein the backfill material is obtained by mixing 50 to 200 kg of cement with 1 m ^{3 of} earth and sand. It is characterized by being.

  Furthermore, the construction method of the underground vibration barrier according to claim 10 is characterized in that, in the invention of any one of claims 1 to 9, the earth and sand are on-site excavated soil.

  According to the first aspect of the present invention, the gap between the concave groove and the vibration isolating block is filled with a backfill material (soil cement) obtained by mixing cement with earth and sand. Even if the ground cannot be fully pressed, the area around the anti-vibration block is hardened in a short time, so the anti-vibration effect can be obtained reliably, especially after the anti-vibration work. be able to. Further, even if the ground loosens due to heavy rain when the ground is not sufficiently compacted after construction, the ground has already hardened, so the vibration amplification phenomenon that tends to occur at such times does not occur. Furthermore, in the conventional earth retaining method using a sheet pile, since the soil cement has a fast curing speed, the soil cement is cured before the sheet pile is pulled out, and it is difficult to pull out the sheet pile, but the present invention is applied. In the slide rail type built-in simple earth retaining method, the earth retaining panel is backfilled while being pulled out, so that the earth retaining panel can be easily pulled out and is excellent in workability.

  In addition, since the ground is excavated by the built-in simple earth retaining method of the slide rail method, construction can be performed only with small heavy machinery such as backhoes and small cranes, the work zone can be narrowed, and traffic of vehicles etc. can be reduced. It is possible to minimize the hindrance, and furthermore, since there is no driving operation, noise and vibration can be suppressed extremely low. Moreover, since a large heavy machine is not used and it is not necessary to install a supporting work while excavating, the construction period can be shortened and the cost can be reduced. Furthermore, since the work is always carried out while retaining the earth, it is possible to prevent the earth retaining wall from collapsing due to earth pressure, and the safety is high and there is no possibility of delaying the work due to the earth retaining wall collapsing.

  Further, according to the present invention of claim 2 or claim 3 described above, the anti-vibration block can be brought into contact with the anti-vibration block disposed in front, and there is no gap between the anti-vibration blocks provided in series. It is possible to easily construct underground vibration-proof walls with high vibration-proof performance. In other words, in the conventional lightweight sheet pile method such as the driven-in lightweight steel sheet pile method, when the vibration isolation block is brought into contact with the vibration isolation block arranged in front, the support work is disturbed. Even if it is attempted to remove the work, it is difficult to remove the support work itself, and even if the support work can be removed, the earth retaining wall may collapse from the removed part. In addition, when excavating a ditch using a slide rail type built-in simple earth retaining method, if you try to contact the anti-vibration block with the anti-vibration block arranged in front, In the present invention of claim 2 or claim 3, the next anti-vibration block connected to the previous anti-vibration block disposed in the concave groove is a concave groove. When installing, a backfilling material is filled between the previous anti-vibration block and the side wall of the concave groove, and positioned between the previous anti-vibration block and the next anti-vibration block. Even if the lower beam of the slide rail unit is removed or the slide rail unit is pulled up so that the lowermost beam is positioned higher than the height of the anti-vibration block, Slide rail unit or Since the fastening panel is held, the gap between the slide rails is maintained to prevent the side wall of the concave groove from collapsing, while the obstructing beam is eliminated, and the next space is formed through the space formed thereby. The anti-vibration block can be brought into contact with the anti-vibration block provided in front. Therefore, it is possible to easily construct an underground vibration proof wall having high vibration proof performance without a gap between the vibration proof blocks provided in series.

  Further, according to the present invention of claim 4, the width of the concave groove formed on the ground is 1 to 2.5 m, and the depth is 1.5 to 3 m. It matches the size of the ditch that can be formed by the fastening method, and it is possible to construct underground vibration barriers even in narrow areas such as sidewalks.

Moreover, according to this invention of Claim 5, since the thermoplastic resin foam is used as an anti-vibration block, while being able to effectively dampen vibration of 5-30 Hz rather than concrete, the thermoplastic resin Since the density of the foam is 10 to 50 kg / m ³ , the balance between mechanical strength and lightness is excellent, and the workability is good.

  In addition, according to the present invention of claim 6 described above, since a molded body having a porosity of 10 to 60% formed by combining a plurality of thermoplastic resin foam pieces is used as the vibration isolation block, the vibration isolation is particularly effective. The performance is excellent. In addition, since the anti-vibration block has a large number of gaps that open on the surface, the buoyancy applied to the anti-vibration block is reduced when water enters the recessed groove that has been excavated by rainfall or underground spring water. In addition, since the backfilling material enters at least the gaps in the surface layer portion and the antivibration block is prevented from being lifted, the workability and stability of the underground antivibration wall are excellent.

  Further, according to the present invention of claim 7, since the foam molded body in which the flange-shaped styrenic resin foam chip having the longest part length of 5 to 50 mm is used as the anti-vibration block, the machine is used. In addition to being excellent in mechanical strength, the gaps opened on the surface are of an appropriate size, the backfilling material can effectively enter the gaps of the anti-vibration block, and the anti-lifting effect is excellent.

  According to the present invention of claim 8 described above, since the vibration isolating block is a rectangular parallelepiped, the manufacturing is easy, and the length of 1800 to 2000 mm, the width of 900 to 1000 mm, and the thickness of 400 to 500 mm is In addition to good handling, it matches the size of the ditch that can be formed by the slide rail built-in simple earth retaining method, and it also has excellent workability when buried in the ground. .

Further, according to the present invention of claim 9 as described above, as the backfill material, the cement against earth and sand 1 m ³ because of the use of those obtained by mixing 50 to 200 kg, while backfill material is short It hardens and can exhibit anti-vibration performance at an early stage.

  Furthermore, according to the present invention of claim 10, since the local excavated soil is used as the earth and sand, the work of carrying in gravel as aggregate, the work of carrying out the excavated soil generated in the field, etc. Can be reduced.

  DESCRIPTION OF EMBODIMENTS Hereinafter, embodiments of the above-described underground vibration barrier construction method according to the present invention will be described in detail with reference to the drawings.

  The construction method of the underground vibration barrier according to the present invention is a backfilling material in which a vibration isolation block is efficiently disposed in a concave groove excavated by using a so-called slide rail type built-in simple earth retaining method. Is to be filled.

Specifically, first, as shown in FIG. 1, an underground vibration barrier is installed on the ground 1 to be constructed between the vibration source such as a roadway and a building such as a house. Pre-digging with a width corresponding to the width.
Subsequently, the first slide rail unit 5a formed by spanning a plurality of (three in the embodiment) cut beams 4a over the two slide rails 3a and 3a in the groove 2 formed by the pre-digging. One end edge of the earth retaining panel 7a is inserted into the guide groove 6a of the slide rail 3a of the first slide rail unit 5a, and the second slide rail unit 5b is inserted into the other edge of the earth retaining panel 7a. The guide groove 6b is fitted into the frame body 8a.

Subsequently, as shown in FIG. 2, the frame body 8a is repeatedly pushed into the pre-groove groove 2 while excavating between the earth retaining panels 7a and below the earth retaining panels 7a with a small heavy machine such as a backhoe, and the predetermined depth is reached. The concave groove 9a is formed. This operation is repeated along the pre-dig groove 2 to form continuous concave grooves 9a, 9b, 9c... As shown in FIG.
The groove 9 to be formed has a width W of 1 to 2.5 m and a depth H of 1.5 to 3 m, preferably constructed using a slide rail type built-in simple earth retaining method. The size of the concave groove that can be formed is suitable from the viewpoint of the workability of installing the vibration-proof block, the vibration-proof property of the vibration-proof wall to be constructed, and the like.

  Subsequently, as shown in FIG. 4, a first vibration isolation block 10a is disposed in the first concave groove 9a, and a backfill is performed between the first vibration isolation block 10a and the earth retaining panel 7a. The material 11a is filled with a height of several tens of centimeters, the first slide rail unit 5a and the earth retaining panel 7a are pulled up by several tens of centimeters, and the backfill portion is rolled with a small rammer or the like. Thereafter, the filling of the backfilling material 11a, the lifting of the slide rail unit 5a and the retaining panel 7a, and the rolling pressure are repeated until, for example, the lower end of the retaining panel 7a reaches the vicinity of the upper end of the vibration isolation block 10a.

  Subsequently, as shown in FIG. 5, the cut beam 4b (two in the lower embodiment) located at the lower part of the second slide rail unit 5b is removed, and the second protective groove 9b is placed in the second groove 9b. As shown in FIG. 6, the end face of the second vibration isolation block 10 b is placed on the first anti-vibration block 10 b through the space between the slide rails 3 b and 3 b formed by disposing the vibration block 10 b and removing the cut beam 4 b. The second anti-vibration block 10b is disposed in the second concave groove 9b in contact with the end face of the anti-vibration block 10a. At this time, since the slide rail unit 5a and the earth retaining panel 7a are supported by the backfill material 11a, excavation from the slide rail 5b portion is possible even if the cut beam 4b located at the lower part of the second slide rail unit 5b is removed. The side wall of the groove can be prevented from collapsing.

  Subsequently, as shown in FIG. 7, the backfilling material 11a is backfilled on the first antivibration block 10a so as to have a surface equivalent to the ground 1, and the second antivibration block is also formed in the same manner as described above. The backfill material 11b is filled between 10b and the earth retaining panel 7b, and the second slide rail unit 5b and the earth retaining panel 7b are pulled up.

Subsequently, although not shown in the drawing, similarly to the above, the cut beam 4c located at the lower portion of the third slide rail unit 5c is removed, and the slide rails 3c, 3c formed by removing the cut beam 4c are removed. The third anti-vibration block 10c is disposed in the third groove 9c with the end face of the third anti-vibration block 10c in contact with the end face of the second anti-vibration block 10b through the space.
A continuous underground vibration barrier is constructed by repeating the above work.

  Here, in order to make it easy to remove the beam 4 between the slide rails 3 and 3, the beam 4 used in the above embodiment expands and contracts the length of the beam 4 as shown in FIG. 5. It is preferable that length adjusting means 12 is provided. This length adjusting means 12 is formed by, for example, forming a screw in the opposite direction on the split side portion of the split beam, screwing the turnbuckle there, and rotating the turnbuckle in one direction. The cut beams may be shortened by drawing the cut beams together.

  In addition, as the vibration isolation block 10 used in the above-described underground vibration isolation wall construction method, various vibration isolation blocks can be used, and the following vibration isolation blocks are particularly preferably used.

First, the vibration-proof block which can be used suitably is the vibration-proof block which consists of a thermoplastic resin foam whose density is 10-50 kg / m < ³ >, Preferably 12-30 kg / m < ³ >, More preferably, 12-20 kg / m < ³ >. It is. If the density is too small, the vibration-proof block may be damaged due to a decrease in mechanical strength, particularly compressive strength, of the vibration-proof block. On the other hand, if the density is too large, a sufficient anti-vibration effect cannot be obtained.
In addition, the density of the vibration isolation block in the present specification is obtained by dividing the total weight of the vibration isolation block by the volume determined from the outer dimensions of the vibration isolation block. In addition, when the vibration isolating block has a gap, the volume of the vibration isolating block obtained from the external dimensions includes the volume of the gap.

Further, the vibration-proof block that can be suitably used is a vibration-proof block comprising a molded body having a large number of voids open on the surface, which is formed by bonding thermoplastic resin foam pieces (hereinafter also simply referred to as foam pieces). It is. When the vibration isolating block has a large number of voids, the vibration isolating effect is further improved.
In addition, the foam piece in the present specification includes foamed particles, foamed strands, foamed molded products, pulverized products of extruded foams, cocoon-shaped (chip-shaped) foams, cylindrical foamed particles, and the like.

  The thermoplastic resin constituting the foam piece is not particularly limited, but is preferably a polystyrene resin in terms of easy foaming and excellent compressive properties such as compressive strength, and also excellent in brittleness improvement. Thus, polyethylene resins and polypropylene resins are preferable. Furthermore, a polystyrene resin is particularly preferable in terms of excellent adhesiveness with cement.

There is no restriction | limiting in the manufacturing method of the said foam piece, A conventionally well-known method can be suitably selected according to the kind of resin.
Moreover, there is no restriction | limiting also in the method made into the molded object which couple | bonds a foam piece and has many space | gap opened on the surface, According to the kind of foam piece, a conventionally well-known method can be selected suitably.
For example, after filling a foam piece into a cavity of a mold, and subsequently performing mold clamping, pressurized steam is introduced into the cavity to melt the individual surfaces of the foam pieces, By adhering to each other so as to leave voids, it is possible to manufacture a vibration-isolating block having a large number of voids opened on the surface.
In addition, after manufacturing a molded body having no voids, a vibration isolating block having a large number of voids opened on the surface can be manufactured by excavating a plurality of grooves on the front and back surfaces of the molded body. it can.

Moreover, as for the vibration-proof block which can be used conveniently, 10-60% of porosity is preferable, More preferably, it is 15-55%, More preferably, it is 20-50%. If the porosity is too low, the effect of reducing buoyancy due to spring water or the like may be small because there are too few voids opening on the surface. On the other hand, when the porosity is too high, there is a possibility that the mechanical strength of the anti-vibration block is too low due to too many voids. In particular, the vibration-proof block may be damaged due to a decrease in compressive strength. That is, when the porosity is within the above range, the balance between the vibration proofing effect, the mechanical strength, and the workability is excellent.
In addition, the porosity (A) in this specification is calculated by the following formula.

A (%) = [(BC) / B] × 100

However, said B is an apparent volume (cm < ³ >) of a foam piece molded object, and said C is the true volume (cm < ³ >) of a foam piece molded object. The apparent volume B is a volume calculated from the outer dimensions of the foam piece molded body, and the true volume C is a substantial volume excluding the void portion of the foam piece molded body. Moreover, the true volume C can be known by measuring the increased volume when the foam molded article is submerged in a liquid (for example, water).

The shape of the foam piece forming the anti-vibration block having the porosity is not particularly limited, but can be formed with a high porosity, so that it has a bowl shape (chip shape), a cylindrical particle, or a length. Expanded particles or expanded strands having a large ratio L / D of (L) to diameter (D) are preferred, and moreover, complex voids can be formed, and those having a bowl shape (chip shape) are particularly preferred.
When the foam piece shape is a bowl shape (chip shape), the size of the foam piece is excellent in mold mold filling property when molding the foam piece molded article, and has a higher porosity and high compressive strength. In order to obtain a foam piece molded article that is also used, the length of the longest portion is preferably 5 to 50 mm, more preferably 10 to 35 mm. Moreover, when the foam piece shape is cylindrical, the size of the foam piece is preferably 2 to 20 mm in the length of the longest portion for the same reason as that of the bowl shape (chip shape), and 3 to 10 mm. More preferred. Further, in the case of expanded particles or expanded strands having a large L / D, the length of the longest portion is 2 to 20 mm and the L / D is 2 or more for the same reason as that of the ridge shape (chip shape). It is preferably 3 to 10 mm, and L / D is more preferably 2 or more. The upper limit of L / D is not particularly limited, but is about 10 in general.
In addition, the length of the longest part of the foam piece in this specification means the maximum dimension when the external dimensions are measured with calipers in all directions of the foam piece. And the length of the longest part means the arithmetic mean value of the length of the longest part of a plurality (at least 50 or more) foam pieces.

Moreover, it is preferable that the vibration-proof block which can be used conveniently has a compressive strength of 30-300 kPa, It is further more preferable that it is 40-250 kPa, It is especially preferable that it is 40-200 kPa. When the compressive strength is less than 30 kPa, the vibration isolating block may be damaged by earth pressure. On the other hand, there is no particular problem that the compressive strength exceeds 300 kPa itself, but those having a high compressive strength tend to have a large apparent density of the foam piece molded product or a small porosity. The upper limit of compressive strength is preferably about 300 kPa.
In addition, the compressive strength in this specification is a value measured as 5% compressive strength calculated | required based on JISK7220 (1999).

  Moreover, the shape of the vibration-proof block which can be used conveniently is a rectangular parallelepiped, The magnitude | size is 1800-2000 mm long, 900-1000 mm wide, and thickness 400-500 mm. A rectangular parallelepiped is easy to manufacture and easy to handle. Further, when the size is too small, the construction becomes complicated, and when it is too large, the handling is hindered.

  On the other hand, the backfill material 11 in the construction method of the underground vibration barrier described above is a so-called soil cement in which cement is mixed with earth and sand, and in particular, the work of carrying gravel as aggregate or the like occurred in the field. Since it is possible to reduce the work of carrying out excavated soil and the like, it is more preferable to use the earth and sand that is excavated soil.

The mixing ratio of cement into the earth and sand and the type of cement to be mixed can be appropriately determined according to the properties of the earth and sand. As for the mixing ratio of cement to earth and sand, the smaller the proportion of cement, the weaker the uniaxial compressive strength of the backfill material, and the higher the proportion, the stronger the uniaxial compressive strength of the backfill material, but the solidification of the backfill material becomes slower. From this, an appropriate mixing ratio of cement to earth and sand is naturally defined, and 50 to 200 kg of cement is preferably mixed with 1 m ^{3 of} earth and sand, and 50 to 100 kg is more preferably mixed. As the cement to be used, portland cement, medium-heated portland cement, white portland cement, blast furnace cement, silica cement, fly ash cement, expanded cement, etc., which are generally used, can be used. A mixture of seeds or more may be used. Among these, blast furnace cement, in particular, blast furnace cement type B (JIS R 5211 (2003)) can be preferably used because it has excellent long-term strength and little elution of hexavalent chromium.

In addition, the water content of the backfill material that can be suitably used is normally no problem with the natural water content of the earth and sand used as the backfill material, but it is preferably at most less than the liquid limit. Since the liquid limit is determined by the nature of the earth and sand, the amount of water added to the backfill material in actual work needs to be determined appropriately so that the water content is less than the liquid limit depending on the nature of the earth and sand. If the water content ratio of the backfill material is less than the liquid limit, the backfill material has a good balance between fluidity and cure speed, so the backfill material after construction is reasonably hard and the cure speed is fast. Furthermore, it is preferable because not only the vibration-proofing effect is exhibited at an early stage, but also the passage of the upper part of the underground vibration-proof wall becomes possible immediately after construction.
In addition, less than the liquid limit in this specification means that the frequency | count of fall measured by JIS A 1205 (1999) is 26 times or more.

  As mentioned above, although the embodiment of the construction method of the underground vibration barrier according to the present invention and the vibration isolation block and the backfill material that can be suitably used in this construction method have been described, the present invention is not described in any way. The present invention is not limited to the form and the like, and various modifications and changes are naturally possible within the scope of the technical idea of the present invention described in the claims.

  For example, in the above embodiment, when the next vibration isolating block 10b connected to the previous vibration isolating block 10a disposed in the concave groove 9 is disposed, as shown in FIG. The slide rail 3b formed by removing the lower beam from the beam 4b of the slide rail unit 5b located between the anti-vibration block 10a and the next vibration isolation block 10b, and removing the beam. The end face of the next anti-vibration block 10b is placed in contact with the end face of the anti-vibration block 10a previously arranged through the space between 3b, but as shown in FIG. The slide rail unit 5b positioned between the anti-vibration block 10a and the next anti-vibration block 10b is pulled up so that the lowest beam 4b is positioned higher than the height of the anti-vibration block 10a. By pulling up the slide rail unit 5b, the end face of the next anti-vibration block 10b is brought into contact with the end face of the anti-vibration block 10a previously disposed through the space between the slide rails 3b, 3b formed below the beam 4b. It is good also as arrange | positioning.

  In the above embodiment, as shown in FIG. 3, the grooves 9a, 9b, 9c,... Having a length corresponding to the length of the plurality of vibration isolation blocks are formed in advance. The groove 9 may be excavated each time the vibration block is disposed. In addition, the backfill material 11 needs to be finally backfilled to the same height as the ground 1. First, the backfill material 11 is placed between the anti-vibration block 10 and the side wall of the concave groove 9. Filling and further filling may be performed every time each anti-vibration block 10 is disposed as in the above embodiment, or may be performed simultaneously after a plurality of anti-vibration blocks 10 are disposed. Good. Further, the slide rail unit 5 and the earth retaining panel 7 may be completely pulled up each time each vibration isolation block 10 is provided as in the above embodiment, or a plurality of vibration isolation blocks 10 are provided. May be performed at the same time.

It is the perspective view which showed the procedure of the construction method of the underground vibration barrier which concerns on this invention, and showed the state which builds a slide rail unit in a pre dug groove. The procedure of the construction method of the underground vibration barrier according to the present invention is shown, and a box-shaped frame is formed by installing a slide rail unit and a retaining panel in a pre-dig groove, and the frame is pre-digged. It is the perspective view which showed the state which repeated excavating the inside of a frame, pushing into a groove | channel, and formed the ditch | groove. It is the perspective view which showed the procedure of the construction method of the underground vibration proof wall which concerns on this invention, and showed the state which formed the ditch | groove of the length corresponded to the length of several vibration proof blocks. The procedure of the construction method of the underground vibration barrier according to the present invention is shown, and a vibration isolation block is disposed in the concave groove, and a backfill material is filled between the vibration isolation block and the earth retaining panel. It is the perspective view which showed the state which pulls up the slide rail unit and the earth retaining panel. The procedure of the construction method of the underground vibration barrier according to the present invention is shown, and the lower part of the slide beam of the slide rail unit positioned between the previous vibration isolation block and the next vibration isolation block is shown. It is the perspective view which showed the state which removed the cut beam. The procedure of the construction method of the underground vibration barrier according to the present invention is shown, and the end surface of the next vibration isolation block is arranged in front through the space between the slide rails formed by removing the above-mentioned beam. It is the perspective view which showed the state arrange | positioned in contact with the end surface of the anti-vibration block provided. The procedure of the construction method of the underground vibration barrier according to the present invention is shown, and a back rail is filled between the next vibration isolation block and the earth retaining panel arranged in the concave groove, and the slide rail It is the perspective view which showed the state which pulls up a unit and the earth retaining panel. The other embodiment of the construction method of the underground vibration barrier according to the present invention is shown, and the slide rail unit located between the previous vibration isolation block and the next vibration isolation block is pulled up. The next anti-vibration block is positioned through the space between the slide rails formed below the beam by positioning the lowermost beam to be higher than the height of the anti-vibration block and pulling up the slide rail unit. It is the perspective view which showed the state arrange | positioned in contact with the end surface of the anti-vibration block previously arrange | positioned.

Explanation of symbols

1 Ground 2 Pre-excavation grooves 3, 3a, 3b, 3c Slide rails 4, 4a, 4b, 4c Cut beams 5, 5a, 5b, 5c Slide rail units 6, 6a, 6b, 6c Guide grooves 7, 7a, 7b, 7c Earth retaining panels 8, 8a, 8b, 8c Frames 9, 9a, 9b, 9c Grooves 10, 10a, 10b, 10c Anti-vibration blocks 11, 11a, 11b, 11c Backfilling material 12 Length adjusting means

Claims (10)

  Excavation process of excavating the ground to form a ditch, an installation process of inserting and arranging a vibration isolation block made of thermoplastic resin foam in the ditch, and a gap between the ditch and the vibration isolation block An underground vibration barrier construction method including a backfilling step of filling a backfilling material formed by mixing cement with earth and sand, wherein the excavation step is pre-excavated to approximately the same width as the concave groove to be excavated. A pair of slide rails having a guide groove along the longitudinal direction on both the left and right sides in the pre-drilling groove, and a plurality of cut beams spanned between the front surfaces of the pair of slide rails And the guides between the slide rail units built in a state where the pair of slide rails are erected at predetermined intervals so as to follow the both side walls of the pre-excavation groove, and the slide rails facing each other. Sliding in the groove A frame body is formed by the retaining panel to be fitted, and the groove is formed by pushing the frame body into the pre-groove while excavating between the retaining panels and below the retaining panel. Characterized in that the backfilling step comprises a step of pulling up the earth retaining panel while filling backfilling material between the anti-vibration block and the side wall of the groove. How to install a medium vibration barrier.   In arranging the next anti-vibration block connected to the previous anti-vibration block disposed in the concave groove in the concave groove, a backfilling material is provided between the previous anti-vibration block and the side wall of the concave groove. In the state filled with, the lower beam is removed from among the beams of the slide rail unit positioned between the previous vibration isolation block and the next vibration isolation block. 2. The underground defense according to claim 1, wherein an end surface of the next vibration isolating block is brought into contact with an end surface of the vibration isolating block disposed in front through a space between the formed slide rails. Shaking wall construction method.   In arranging the next anti-vibration block connected to the previous anti-vibration block disposed in the concave groove in the concave groove, a backfilling material is provided between the previous anti-vibration block and the side wall of the concave groove. In the state filled, the above slide rail unit located between the previous anti-vibration block and the next anti-vibration block is pulled up so that the lowermost beam is higher than the height of the anti-vibration block. The end face of the next anti-vibration block is brought into contact with the end face of the previous anti-vibration block via the space between the slide rails formed below the beam by positioning and lifting the slide rail unit The construction method of the underground vibration barrier according to claim 1, wherein:   The method for constructing an underground vibration barrier according to any one of claims 1 to 3, wherein the groove formed in the ground has a width of 1 to 2.5 m and a depth of 1.5 to 3 m. . The construction method for an underground vibration-proof wall according to any one of claims 1 to 4, wherein the vibration-proof block is a thermoplastic resin foam having a density of 10 to 50 kg / m ³ .   The anti-vibration block is composed of a foam piece formed by joining a plurality of foam pieces of thermoplastic resin, has a large number of voids opened on the surface, and has a porosity of 10 to 60%. The construction method of the underground vibration barrier according to any one of claims 1 to 5.   The method for constructing an underground vibration-proof wall according to claim 6, wherein the thermoplastic foam piece is a styrene-type resin foam having a bowl shape having a longest portion of 5 to 50 mm in length.   The construction method for an underground vibration-proof wall according to any one of claims 1 to 7, wherein the vibration-proof block is a rectangular parallelepiped having a length of 1800 to 2000 mm, a width of 900 to 1000 mm, and a thickness of 400 to 500 mm. . The construction method for an underground vibration barrier according to any one of claims 1 to 8, wherein the backfill material is obtained by mixing 50 to 200 kg of cement with 1 m ^{3 of} earth and sand.   The construction method for an underground vibration barrier according to any one of claims 1 to 9, wherein the earth and sand are on-site excavated soil.

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