JP2007170678A - Shallow burying construction method of underground structure by geotextile - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To positively improve surfacing resistance of an underground structure regardless of the structure of an excavated groove, and even when the groove is a shallow groove with a thin earth covering layer. <P>SOLUTION: In a first process, an unlined groove 3 is formed. In a second process, a pipeline 2 is disposed on the bottom surface 5 of the unlined groove 3, and sand bags 6 are disposed between the pipeline 2 and unlined groove wall surfaces 3A, 3B. In a third process, both ends of a geotextile 10 are left over, and the geotextile 10 is applied to cover along the pipeline 2, a supporting ground C, and the inner sides of the sand bags 6. In a fourth process, a backfill material 7 is injected, stacking of the sand bags 6 and injection of the backfill material 7 are repeated, and the backfill material 7 is injected up to a predetermined height L1. In a fifth process, the both end left over portions 10B, 10C are opened and connected to wrap the backfill material 7 surrounded by the geotextile 10. In a sixth process, the backfill material 7 is filled back over the geotextile 10, and the unlined groove 3 is filled back. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a method for shallowly embedding underground structures by a geotextile that embeds underground structures in the ground using a geotextile.

  In general, when underground structures such as pipelines, waterways, and manholes that are buried in the ground are installed at shallow positions in the ground, the ground using geotextiles as a countermeasure to resist buoyancy acting on the underground structures Reinforcement techniques and construction methods are known. Since the structure buried in the ground receives buoyancy due to groundwater and heavy rain, it is necessary to provide a predetermined earth covering to ensure safety against levitation. For this reason, the excavation of a groove required for burial construction is also large-scale, which causes a long construction period and an increase in costs. In order to prevent the underground structure from rising, it is necessary to apply a vertically downward force corresponding to the buoyancy to the underground structure. As a method, in addition to increasing the earth covering, techniques such as increasing the weight of the structure or installing a buoyancy prevention panel such as a concrete block on the upper part of the structure are known. However, in order to increase the earth covering, it is necessary to increase the depth of the excavation groove. If the structure weight is increased or a large number of panels are installed according to the floating resistance, the cost increases. There is. For this reason, the present inventor puts sheet piles on both side walls of the excavation groove, protects both sides with a sheet pile for earth retaining, arranges underground structures in the excavation groove, lays geotextile and backfills An underground construction method was proposed that suppresses the floating resistance of an underground structure by using a geotextile in which a material is introduced and the backfill material is wrapped (see Patent Document 1).

Japanese Patent No. 3314191 (page 3-5, FIG. 3)

  However, the above-mentioned conventional embedding method uses a sheet pile to protect the both sides of the excavation groove and is suitable for large-scale construction where the excavation groove is deep and large. There is a problem that the construction becomes difficult, for example, when the excavation groove has to be made shallow due to the above, or when the excavation groove cannot be driven with a sheet pile. For this reason, there is a problem that it is difficult to apply the above-mentioned conventional burying method to a trench that cannot be driven into the excavation trench or a shallow trench that has a shallow depth.

  The present invention has been made in order to solve the above-described problem. Even if the buried groove is an excavation groove in which a sheet pile for earth retaining is driven, a grooved groove in which a sheet pile cannot be driven, Regardless of the structure of the earth, even in extremely shallow grooves where the thickness of the earth covering layer has to be reduced, the underground structure with geotextile that improves floating resistance surely and has good workability The purpose is to obtain a shallow burial method.

  The shallow embedding method of an underground structure by geotextile according to claim 1 includes a first step of excavating the ground to form an excavation groove, an underground structure disposed on the bottom of the excavation groove, and an underground structure A second step of disposing a support wall material while securing a space between the underground structure and the excavation groove wall surface at least one of the wall and the excavation groove wall surface, and the underground structure A third step of covering the geotextile along the bottom surface of the groove and the inner surface of the supporting wall material, leaving the both ends of the geotextile in the groove width direction, and extending the remaining portions of the geotextile both ends in accordance with the input of the backfill material And a fifth step of charging backfilling material and filling both ends of the geotextile to backfill the excavation groove.

  In the shallow embedding method of the underground structure by the geotextile according to claim 1, the first step of excavating the ground to form the excavation groove, disposing the underground structure on the bottom surface of the excavation groove, A second step of disposing a support wall material while securing a space between the underground structure and the excavation groove wall surface at least one of the wall and the excavation groove wall surface, and the underground structure A third step of covering the geotextile along the bottom surface of the groove and the inner surface of the supporting wall material, leaving the both ends of the geotextile in the groove width direction, and extending the remaining portions of the geotextile both ends in accordance with the input of the backfill material And the fifth step of backfilling the geotextile and filling the both ends of the geotextile to backfill the excavation groove, the backfill material is surrounded by the geotextile to increase the rigidity of the backfill material. Since backfill material plays an anchor function for underground structures, it is possible to reduce the thickness of the backfill material layer as overburden is put into geotextile upper. For this reason, it is possible to reliably suppress the floating of the underground structure even in a shallow trench. In addition, since the support wall material is arranged on the side surface of the buried geotextile in the groove width direction, the side surface of the geotextile in the groove width direction is held without being deformed, and the backfill material surrounded by the geotextile has a certain rigidity. The anchor function as designed can be obtained. Furthermore, since it is not necessary to extend the geotextile to the side wall of the groove, even in the case of open pit construction that requires a large excavation section, it is only necessary to lay the geotextile in the minimum area that overcomes the floating resistance.

  The shallow embedding method of the underground structure by the geotextile according to claim 2 includes a first step of excavating the ground to form an excavation groove, a second step of disposing the underground structure on the bottom surface of the excavation groove, A third step of introducing backfill material into the excavation groove in which the underground structure is arranged to expose a part of the underground structure on the backfill material; and A fourth step of disposing a supporting wall member with at least one of the space between the underground structure and the wall surface of the excavation groove, and an upper surface of the underground structure and the backfill material; A fifth step of covering the geotextile along the inner surface of the support wall material, leaving the both ends of the geotextile in the groove width direction, and a sixth step of extending the remaining portions of the geotextile at both ends in accordance with the input of the backfill material; Put backfill material and fill both ends of geotextile Nde is obtained and a seventh step of backfilling the excavation.

  In the shallow embedding method of the underground structure by the geotextile according to claim 2, a first step of excavating the ground to form the excavation groove, a second step of arranging the underground structure on the bottom surface of the excavation groove, A third step of introducing backfill material into the excavation groove in which the underground structure is arranged to expose a part of the underground structure on the backfill material; and A fourth step of disposing a supporting wall member with at least one of the space between the underground structure and the wall surface of the excavation groove, and an upper surface of the underground structure and the backfill material; A fifth step of covering the geotextile along the inner surface of the support wall material, leaving the both ends of the geotextile in the groove width direction, and a sixth step of extending the remaining portions of the geotextile at both ends in accordance with the input of the backfill material; Put backfill material and fill both ends of geotextile And the seventh step of backfilling the excavation groove, the underground structure is initially filled with the backfill material after placement, and part of it is buried in the backfill material, so that it is displaced during the work. There is no such thing and construction can be performed reliably.

  In the shallow embedding method of the underground structure by geotextile according to claim 3, the backfill material is thrown up to the arranged support wall material, and the other support wall material is stacked on the support wall material, and the remainder of the geotextile The part is pulled up, stacked and backfilled, and the surplus part is lifted up repeatedly to form a support wall with the stacked support wall material in the input backfill material, and the backfill material is input to a predetermined height. It is what.

  The shallow embedding method of the underground structure by the geotextile according to claim 4 is characterized in that a gap is provided between the underground structure and the supporting wall material so that the backfilling material has a predetermined bulk. To do.

  In the shallow embedding method of the underground structure by the geotextile according to claim 5, the supporting wall material is provided on both sides of the underground structure in the groove width direction.

  According to the method for shallowly embedding underground structures using geotextiles according to claim 6, after the geotextile is covered and the backfilling material is thrown in by leaving both ends in the groove width direction of the geotextile, the backfilling material reaches a predetermined height. Then, the surplus part of the geotextile is put on the backfill material that has been thrown in and connected to wrap the backfill material.

  In the shallow embedding method of the underground structure by the geotextile according to claim 6, after the geotextile is covered and the backfill material is thrown in with leaving both ends in the groove width direction of the geotextile, the backfill material reaches a predetermined height. Then, the remainder of the geotextile is put on the backfill material that has been thrown in and connected to wrap the backfill material, so that the backfill material is wrapped with the geotextile to increase the rigidity of the backfill material. The anchor function that the material performs for the underground structure is improved. For this reason, the amount of the backfilling material to be wrapped can be reduced.

  The shallow embedding method for underground structures using geotextiles according to claim 7 is to provide earth retaining sheet piles on the wall surface of the excavation groove and pull out the sheet pile when the excavation groove is backfilled.

  In the shallow embedding method of the underground structure by the geotextile according to claim 7, the earth retaining sheet pile is provided on the wall surface of the excavation groove, and when the excavation groove is refilled, the sheet pile is pulled out, thereby excavating the excavation groove. Even if the place is soft ground, the groove side wall is protected by the sheet pile. In addition, the groove sidewall is reliably protected even in a place where the excavation groove has to be deeply excavated.

  The shallow embedding method of the underground structure by the geotextile according to claim 8 is characterized in that excavated soil generated by trench excavation is used outside the geotextile surrounding the backfill material.

  A shallow embedding method of underground structure by geotextile according to claim 9 is characterized in that a ground material is thrown into a bottom of the excavation groove to form a supporting ground, and the underground structure is arranged on the supporting ground. Is.

  The shallow embedding method of the underground structure by the geotextile according to claim 10 is characterized in that a backfill material is used as the ground material.

  The shallow embedding method of the underground structure by geotextile according to claim 11 is characterized in that a surplus portion of the geotextile is sandwiched between support wall materials to be stacked.

  In the shallow embedding method of the underground structure by the geotextile according to claim 1, the first step of excavating the ground to form the excavation groove, disposing the underground structure on the bottom surface of the excavation groove, A second step of disposing a support wall material while securing a space between the underground structure and the excavation groove wall surface at least one of the wall and the excavation groove wall surface, and the underground structure A third step of covering the geotextile along the bottom surface of the groove and the inner surface of the supporting wall material, leaving the both ends of the geotextile in the groove width direction, and extending the remaining portions of the geotextile both ends in accordance with the input of the backfill material And the fifth step of filling the back end of the geotextile and refilling the excavation groove to fill the excavation groove, so that the embedding groove is a drilling groove having a sheet pile. Even in a trench Regardless format, can be buried underground structure at a shallow position. For this reason, while being able to improve construction efficiency, construction cost can be reduced. Moreover, since the area | region and bulk of the backfilling material enclosed with geotextile can be made into the minimum required according to floating resistance, the quantity of the backfilling material to purchase can be restrained and cost reduction can be aimed at. In addition, since it is not necessary to extend the geotextile to the groove side wall, even in the case of open pit construction that requires a large excavation section, it is only necessary to lay the geotextile in the minimum area that overcomes the floating resistance, and the cost can be reduced. Efficiency is improved.

  In the shallow embedding method of the underground structure by the geotextile according to claim 2, a first step of excavating the ground to form the excavation groove, a second step of arranging the underground structure on the bottom surface of the excavation groove, A third step of introducing backfill material into the excavation groove in which the underground structure is arranged to expose a part of the underground structure on the backfill material; and A fourth step of disposing a supporting wall member with at least one of the space between the underground structure and the wall surface of the excavation groove, and an upper surface of the underground structure and the backfill material; A fifth step of covering the geotextile along the inner surface of the support wall material, leaving the both ends of the geotextile in the groove width direction, and a sixth step of extending the remaining portions of the geotextile at both ends in accordance with the input of the backfill material; Put backfill material and fill both ends of geotextile In addition to the above effect, the underground structure is partially buried in the backfill material by the introduction of the backfill material. Therefore, the underground structure is not displaced and the construction can be performed reliably.

  A support wall or blank plate is placed between the underground structure and the side wall of the groove in order to reliably suppress the floating resistance of the underground structure, whether it is a trench or shallow groove. Then, lay the geotextile, put backfill material, pile up the supporting wall material until the backfill material reached the predetermined height, or pull up the pulling plate gradually and pull out, backfill material with geotextile Realized by wrapping.

  The present invention will be described below with reference to embodiments shown in the drawings. FIG. 1 is a cross-sectional view showing a state in which an underground structure is embedded in the ground by a shallow embedding method of the underground structure using a geotextile according to the first embodiment of the present invention, and FIG. ), (F) through (I) in FIG. 3 and (J) through (M) in FIG. 4, respectively, bring the underground structure into the ground by the shallow underground construction method using the geotextile according to this embodiment. It is explanatory drawing which shows the process of embedding in order. A shallow embedding method for underground structures using geotextiles according to the present embodiment will be described. First, the underground trench (excavation trench) 3 in which the pipeline (underground structure) 2 is embedded secures a predetermined groove width in the ground 4 (see (A) of FIG. 2) at the site where the pipeline is planned to be embedded, It is formed by a moat (see the first step, FIG. 2B). Since the moat groove 3 is formed by a moat, both side walls are inclined so as to expand upward. On the ground of the bottom surface 5 of the moat groove 3, a ground material having a high supporting force such as sand and crushed stone is introduced to form a supporting ground C.

  Next, as shown in (D) and (E) of FIG. 2, the pipeline 2 is arranged at the substantially center on the formed support ground C, and the pipeline 2 and the wall surfaces 3 </ b> A and 3 </ b> B of the moat groove 3 are arranged. A sandbag (support wall material) 6 is disposed between them (second step). A predetermined gap S1 (see FIG. 1) is provided between the sandbag 6 and the pipeline 2, and a backfill material, which will be described later, thrown into the gap S1 ensures floating resistance. The volume (capacity) necessary for the above can be obtained. A space S2 is also provided between the sandbag 6 and the wall surfaces 3A and 3B.

  Next, as shown in FIG. 3 (F), the geotextile 10 is covered along the pipeline 2, the supporting ground C, and the inner surface of the sandbag 6 so as to leave both ends of the geotextile 10 in the groove width direction (first). Step 3). The geotextile 10 is composed of several long pieces, and is composed of a non-permeable sheet material or the like, or a permeable knitted fabric, linen or the like. In this embodiment, linen is used. The geotextile 10 is placed so that the central portion 10A covers the top of the pipe 2 and is lowered toward the bottom of the pipe as it is, and further passes through the upper surface of the supporting ground C and then along the inner side of the sandbag 6. The surplus portions 10B and 10C at both ends that are started up and wound are placed on the upper surface of the sandbag 6 or are held by holding means (not shown) above. As described above, the geotextile 10 substantially covers the exposed portion of the pipeline 2, is laid on the upper surface of the support ground C between the pipeline 2 and the sandbag 6, and is along the surface of the sandbag 6 facing the pipeline 2 side. The both end surplus portions 10B and 10C are placed on the sandbag 6 without reaching the side walls 3A and 3B of the moat groove 3.

  Next, as shown in FIG. 3G, between the pipeline 2 and the sandbag 6 on the geotextile 10 laid on the upper surface of the supporting ground C, and between the sandbag 6 and the side walls 3A and 3B of the moat groove. In between, the backfill material 7 is thrown. The backfilling material 7 is input until it reaches the upper surface of the sandbag 6 (fourth step). The backfill material 7 may be excavated soil generated by bare moat or improved soil. The backfilling material 7 may be any material that exhibits rigidity to fulfill the anchor function when wrapped by the geotextile 10, and may be not only earth and sand but also sand, gravel, gravel, or a mixture thereof.

  Next, as shown in FIG. 3 (H), another sandbag 6B, 6B is stacked on each sandbag 6A, 6A in which both sides in the groove width direction are buried in the backfill material 7, and both ends 10B of the geotextile are left. 10C is placed on the piled sandbags 6B and 6B. And again, the backfill material between the geotextiles 10 facing each other between the pipeline 2 and the stacked sandbags 6B and 6B, and between the stacked sandbags 6B and 6B and the side walls 3A and 3B of the moat groove. 7 is thrown in until it reaches the upper surface of each newly piled sandbag 6B, 6B (see (I) of FIG. 3). In this way, the sandbags 6A, 6B... 6N are repeatedly stacked and the backfill material 7 is repeatedly charged, and the sandbags 6A, 6B... 6N are stacked and backfilled as shown in FIG. The material 7 is charged until the backfill material 7 reaches a height L1 at which the anchor function of the pipeline 2 is exhibited. In this embodiment, five sandbags are stacked, and the height L1 reaches the upper side of the pipeline 2. Thus, on the outer side in the groove width direction of the geotextile 10, the support walls 6A-6N are formed by stacking the sandbags 6A, 6B... 6N. Next, as shown in (K) of FIG. 4, both ends 10 </ b> B and 10 </ b> C of the geotextile 10 are turned open and extended, and then the backfill material 7 surrounded by the geotextile 10 is connected by connecting both 10 </ b> B and 10 </ b> C. Wrapping (fifth step). With this connection of the geotextiles 10, the backfilling material 7 fulfills an anchor function. In addition, each time the sandbags 6A, 6B,... 6N are stacked, the geotextile 10 has the surplus portions 10B, 10C raised upward along the inner surface of the sandbags 6A, 6B,. The surface along the longitudinal direction is securely held without breaking. The sandbags 6A, 6B,... 6N and the backfill material 7 may be stacked each time one sandbag is stacked, or a plurality of sandbags may be stacked to obtain a height of a plurality of sandbags. A backfill material may be introduced.

  Next, as shown in FIGS. 4 (L) and 4 (M), the sandbags 6N and 6N are stacked up to a position reaching the upper surface of the geotextile 10, and the sandbags 6N and 6N are connected to the geotextile 10 connected at both ends. Then, the backfill material 7 is backfilled, and the backfill groove 3 is completely backfilled (sixth step).

  In the above embodiment, the geotextile is made of linen cloth, but is not limited to this, and the geotextile used in this construction method is woven fabric, non-woven fabric and knitted fabric, or geotextile related products such as geogrid, geonet and membrane. Defined as including. For example, as types, geowoven, woven geotextile, geononwoven, nonwoven geotextile, geonit, knitted geotextile, geogrid, geonet (Geonet), geotextile-related product, geocomposite (composite product, geocomposite), etc. Geowoven is a fabric woven using warp and weft, and is a product used for civil engineering. A geonon-woven is a non-woven fabric in which regularly or irregularly arranged fibers are bonded by a mechanical, chemical or thermal method without weaving, and is a product used for civil engineering. Depending on the length of the fiber, it can be roughly divided into long fibers and short fibers. A geounit is a knitted fabric composed of continuous threads, fibers, etc., and is a product used for civil engineering. A geogrid is a sheet-like product having a regular lattice structure in which components having tensile resistance are connected, and is a product mainly made of a polymer material. The geonet is a sheet-like product having a mesh structure whose opening is larger than the area occupied by the constituent elements, and is a product of a polymer material used for civil engineering and the like. The intersection part is knotted or integrated, and is distinguished from general geo-warven and geo-knit. A geotextile-related product is a product used for civil engineering applications made of a sheet-like or strip-like polymer material other than the narrowly defined geotextile, geogrid and geonet. Geocomposite is a composite product in which narrowly defined geotextiles, geogrids, geonets, etc. are combined in any combination. Combined to combine the strengths of a single product with each other to perform the necessary functions.

  Next, the operation of the shallow embedding method for underground structures by the geotextile according to the first embodiment will be described. First, in the first step, the ground 4 is excavated to form the bare groove 3, and after this first step, the ground material is introduced into the bottom surface 5 of the bare groove 3 in the second step, thereby supporting ground C Form. And while arranging the pipeline 2 on the support ground C, the sandbag 6 is arrange | positioned between this pipeline 2 and the moat groove wall surface 3A, 3B. A predetermined gap S1 (see FIG. 1) is provided between the sandbag 6 and the pipeline 2 so that the bulk necessary for the backfill material 7 to secure the floating resistance can be obtained. Next, after the second step, in the third step, the geotextile 10 along the pipeline 2, the supporting ground C, and the inner surface of the sandbag 6 so as to leave both ends in the groove width direction of the long piece of geotextile 10. Put on. The geotextile 10 substantially covers the exposed portion of the pipeline 2, is laid on the upper surface of the support ground C between the pipeline 2 and the sandbag 6, and is raised along the surface of the sandbag 6 facing the pipeline 2 side, The both end surplus portions 10B and 10C are placed on the sandbag 10 without reaching the side walls 3A and 3B of the moat groove 3. Next, after the third step, in the fourth step, between the pipeline 2 and the sandbag 6 on the geotextile 10 laid on the upper surface of the support ground C, and the sandbag 6 and the both sides of the moat grooves 3A and 3B In between, the backfill material 7 is thrown. The backfill material 7 is introduced until it reaches the upper surface of the sandbag 6. When the sandbag 6 is repeatedly stacked and the backfill material 7 is charged and the backfill material 7 reaches the height L1 at which the anchor function of the pipeline 2 is exhibited, the stacking of the sandbag 6 is completed. Support walls 6A-6N are formed by the sandbags 6A, 6B,. Next, after the fourth step, in the fifth step, both ends 10B and 10C of the geotextile 10 are opened and connected, and the backfilling material 7 surrounded by the geotextile 10 is wrapped. With this connection of the geotextiles 10, the backfilling material 7 fulfills an anchor function. Next, after this fifth step, in the sixth step, the backfill material 7 is backfilled on the sandbags 6N, 6N that have been stacked and the geotextile 10 to which both ends are connected. The backfill is complete.

  As described above, in the shallow embedding method of the underground structure by the geotextile according to the first embodiment, the backfill material 7 is increased in rigidity by wrapping the backfill material 7 in the geotextile 10, and the backfill material 7 is pipelined. Since the anchor function is performed with respect to 10, the thickness of the backfill material 7 layer as the earth covering thrown into the geotextile 10 upper side can be made thin. For this reason, it is possible to reliably suppress the floating of underground structures such as the pipeline 10 even in the shallow trench 3. Further, since the supporting wall material 6A-6N is disposed on the side surface of the buried geotextile 10 in the groove width direction, the side surface in the groove width direction of the geotextile 10 is held without being deformed, and the buried buried in the geotextile 10 The rigidity of the return material 7 is ensured reliably, and the designed anchor function can be obtained. The backfill material 7 wrapped in the geotextile 10 is preferably crushed stone rather than sand, and increases the resistance to floating. Further, when soil cement or fluidized soil is used for the backfill material 7, it is integrated with the geotextile 10 to increase the floating resistance.

  Next, a method for embedding underground structures using geotextiles according to the second embodiment of the present invention will be described. FIG. 5 is a cross-sectional view showing a state in which the underground structure is embedded in the ground by the shallow embedding method of the underground structure by the geotextile according to the second embodiment, and (A) to (E) in FIG. 7 (F) to (I) and FIG. 8 (J) to (M) respectively embed the underground structure in the ground by the shallow burying method of the underground structure by the geotextile according to this embodiment. It is explanatory drawing which shows a process later on. In the shallow embedding method of the underground structure by the geotextile according to the second embodiment, when the backfill material 7 wrapped in the geotextile 10 is charged to the height L1 that fulfills the anchor function, While the stacking of the sandbags 6 and the introduction of the backfill material 7 are repeated, the construction is almost the same except that a punching plate 9 is used instead of the sandbag 6. That is, first, the underground trench 3 in which the pipeline 2 is embedded is formed on the ground 4 (see FIG. 6A) at the site where the pipeline is scheduled to be embedded (first step, see FIG. 6B). On the ground of the bottom surface 5 of the moat groove 3, a ground material having a high supporting force such as sand and crushed stone is introduced to form a supporting ground C (see FIG. 6C).

  Next, as shown in FIGS. 6D and 6E, the pipeline 2 is arranged at the approximate center on the supporting ground C, and is removed between the pipeline 2 and the wall surfaces 3A and 3B of the moat groove 3. The plate 9 is disposed (second step). The extraction plate 9 is a single plate formed in a rectangular shape, and is erected on the support ground C along the pipeline 2 so as to be extracted. A predetermined gap S1 (see FIG. 5) is provided between the punched plate 9 and the pipeline 2 as in the first embodiment. A backfill material 7 is introduced into the gap S1 to ensure a floating resistance against the pipeline 2. A space is also provided between the punch plate 9 and the wall surfaces 3A and 3B.

  Next, as shown in FIG. 7F, the geotextile 10 is covered along the pipeline 2, the supporting ground C, and the inner surface of the punched plate 9 so as to leave both ends of the geotextile 10 in the groove width direction ( (3rd process). The geotextile 10 is covered so that the central portion 10A covers the top of the pipeline 2 and is lowered as it is toward the bottom of the tube, and further passes through the upper surface of the support ground C, and subsequently on the inner surface of the blank plate 9. The surplus portions 10B and 10C which are raised and wound along the both ends are placed on the upper surface of the punching plate 9, or are held by holding means (not shown) above. As described above, the geotextile 10 substantially covers the exposed portion of the pipeline 2 and is laid on the upper surface of the support ground C between the pipeline 2 and the punching plate 9 and on the surface of the punching plate 9 facing the pipeline 2 side. The both end surplus portions 10B and 10C are placed on the punching plate 9 without reaching the both side walls 3A and 3B of the moat groove 3.

  Next, as shown in FIG. 7G, on the geotextile 10 laid on the upper surface of the support ground C between the pipeline 2 and the punching plate 9, and the punching plate 9 and both sides of the grooved grooves 3A and 3B. In between, the backfill material 7 is thrown. The backfilling material 7 is thrown to a position where the upper part of the punching plate 9 is exposed. Next, as shown in FIG. 7H, one side of the punching plate 9 is pulled up to a height of L2 so that the lower part is buried in the backfilling material 7 while standing. Next, the other punching plate 9 is similarly raised by L2 and held in a standing state. The extraction of the extraction plate 9 may be performed by manpower or using an instrument depending on the extraction resistance of the extraction plate 9. When both of the punching plates 9 and 9 are pulled up, the backfill material 7 is again introduced (see (I) in FIG. 7). The backfilling material 7 is thrown to a position where the upper part of the punching plate 9 is exposed. In this way, the pulling plates 9 and 9 are repeatedly pulled up and the backfill material 7 is introduced, and the backfill material 7 reaches a height L1 at which the anchor function of the pipeline 2 is exhibited, as shown in FIG. (4th process). When the backfilling material 7 reaches the height L1, as shown in FIG. 8K, the both ends 10B and 10C of the geotextile 10 are turned open and connected, and the backfilling material surrounded by the geotextile 10 is connected. 7 is wrapped (fifth step).

  Next, as shown in FIG. 8L, the punching plates 9 that are in contact with both sides of the geotextile 10 in the groove width direction are pulled upward (sixth step). The order of these fifth and sixth steps may be reversed. Next, the punching plate 9 is pulled out, the backfill material 7 is backfilled in the trenches 3 to which the geotextile 10 is connected, and the trenches 3 are completely backfilled (seventh step).

  Next, the operation of the shallow embedding method for underground structures using the geotextile according to the second embodiment will be described. In the shallow embedding method of the underground structure by geotextile according to the second embodiment, the ground groove 4 is formed by excavating the ground 4 in the first step, and after this first step, the bottom surface 5 of the ground groove 5 is formed. The pipeline 2 is arranged on the support ground C formed in the above, and a blanking plate 9 is erected between the pipeline 2 and the trench wall surfaces 3A, 3B. After the second step, in the third step, Place the geotextile 10 along the pipeline 2, the supporting ground C, and the inner surface of the punched plate 9, leave the ends of the geotextile 10, and after the third step, put backfill material 7 in the fourth step Then, the punching plate 9 is lifted upward, and when the backfill material 7 to be input reaches a predetermined height L1 in the fifth step, the surplus portions 10A and 10B of the geotextile 10 are filled with the backfill material 7. Cover the top and wrap the backfill material. In, pull out the vent plate 9, in the seventh step, the element Horimizo 3 geotextile 10 vent plate 9 is withdrawn is connected, the backfill material 7 is turned so that backfill containing Horimizo 3. For this reason, in the shallow embedding method of the underground structure by the geotextile according to the second embodiment, the backfill material 7 is increased in rigidity by wrapping the backfill material 7 in the geotextile 10, and the backfill material 7 becomes the underground structure. Since the pipeline 2 as an object has an anchor function, the thickness of the backfill material layer as the earth covering put on the upper side of the geotextile 10 can be reduced. Therefore, the floating of the underground structure can be reliably suppressed even in a shallow trench. Further, since the backfilling material 7 can be introduced while pulling up the punched plate 9, the backfilling material 7 can be reliably wrapped by the geotextile 10 even in a deep excavation groove with a short groove width. Further, a punching plate 9 is arranged on the side surface of the buried geotextile 10 in the groove width direction, and the punching plate 9 is pulled out as the amount of backfill material 7 increases, so that the side surface of the geotextile 10 in the groove width direction is deformed. Accordingly, the backfill material 7 that is held in a flat shape and is wrapped in the geotextile 10 is ensured in rigidity, and an anchor function as designed can be obtained. Further, since the blanking groove 9 is pulled back by filling the blanking plate 9, it is not necessary to bury other members such as the blanking plate 9 and the sandbag 6 in the filled groove.

  FIGS. 9A to 9F show modified examples of the second embodiment. In the shallow embedding method of the underground structure by the geotextile according to the second embodiment described above, Whereas one pipeline 2 is arranged in the center, a plurality of pipelines 2A and 2B are arranged side by side with a predetermined gap on the support ground C, and the backfill material 7A is arranged at a predetermined height. The structure is substantially the same except that the length L3 (in the case of this modification, approximately half the height of the pipelines 2A and 2B) is used and the punching plate 9 is used.

  Next, a shallow embedding method for underground structures using geotextiles according to a third embodiment of the present invention will be described. (A) thru | or (D) of FIG. 10 is explanatory drawing which shows sequentially the process of embed | buying an underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on 3rd Example. . According to the third embodiment of the geotextile shallow embedding method, the first and second embodiments are configured such that the sandbag 6 is located between the pipeline 2 and the side walls 3A and 3B of the trench 3. In the case where the backfilling material 7 is wrapped in the geotextile 10 with the gap 9 and the blank plate 9 interposed, while the long piece of the geotextile 10 is laid without the inclusions such as the sandbag 6 and the blank plate 9. Then, both end surplus parts 10B and 10C are extended to the side walls 3A and 3B of the trench 3 and the backfill material 7 is put on the covered geotextile 10, and the backfill material 7 has a predetermined height L1 that fulfills the anchor function. When it reaches, both ends of the geotextile 10 are connected to each other, and the backfill material 7 is wrapped.

  That is, first, in the first step, the ground 4 is excavated to form the grooved groove 3, and in the second step, the supporting ground C is formed on the bottom surface 5 of the grooved groove 3, and the pipelines 2A, 2B are formed. Are placed side by side. Next, in the third step, the backfill material 7A is introduced to a predetermined height L3, and the upper portions of the pipelines 2A and 2B are exposed on the backfill material 7A. Next, in a fourth step, the geotextile 10 is covered along the pipelines 2A, 2B, the back surface of the backfilling material 7A, and the trench wall surfaces 3A, 3B, and the surplus portions 10A, 10B at both ends of the geotextile 10 are covered with the wall surface 3A. 3B. In the fifth step, the backfill material 7 is introduced, and the surplus portions 10A and 10B at both ends of the geotextile 10 are spread along the wall surfaces 3A and 3B according to the increase of the input amount so that the backfill material 7 has a predetermined height. When the length reaches L1, the surplus portions 10B and 10C of the geotextile 10 are put on the backfill material 7 that has been put in and connected, and the backfill material 7 is wrapped. Next, in the sixth step, the backfilling material 7 is introduced, and the bare trench 3 is backfilled.

  Thus, in the shallow embedding method of the underground structure by the geotextile according to the third embodiment, the backfill material 7 is increased in rigidity by wrapping the backfill material 7 with the geotextile 10, and the backfill material 7 is underground. Since the anchor function is achieved for the pipelines 2A and 2B as structures, the thickness of the backfill material layer as the earth covering thrown into the upper side of the geotextile 10 can be reduced, and the ground is surely buried even in the shallow trench In addition to suppressing the floating of the structure, when the backfilling material 7 reaches a predetermined height L1 without using inclusions, it can be backfilled only by connecting the geotextile 10, so that the construction efficiency Will improve. For this reason, it is effective when a plurality of underground structures are buried in a shallow trench. In the shallow embedding method of the underground structure by the geotextile according to the third embodiment, the supporting ground C is formed on the bottom surface 5 of the moat groove 3 in the second step before the pipelines 2A and 2B are arranged. However, the present invention is not limited to this, and the pipelines 2 </ b> A and 2 </ b> B may be arranged directly on the bottom surface 5 of the moat groove 3. Moreover, in the shallow burying method of the underground structure by the geotextile according to the third embodiment, after placing the pipelines 2A and 2B, the backfill material 7A is thrown up to a predetermined height L3 in the third step, The upper portions of the pipelines 2A and 2B are exposed on the backfill material 7A. However, the present invention is not limited to this, and the geotextile can be used without introducing the backfill material 7A after the pipelines 2A and 2B are arranged. 10 may be covered.

  Next, a method for embedding underground structures using geotextiles according to a fourth embodiment of the present invention will be described. 11A and 11B are respectively a cross-sectional view and a main part showing a state in which the underground structure is embedded in the ground by the shallow embedding method of the underground structure by the geotextile according to the fourth embodiment. It is sectional drawing expanded and shown. According to the geotextile shallow burying method according to the fourth embodiment, each of the first to third embodiments is configured as a bare trench 3 in which the excavation groove is just excavated and not earthed. On the other hand, as measures against soft ground, the earth textile sheet piles 20 and 20 are provided on both side walls 53A and 53B of the excavation groove 53, and the geotextile 11 is composed of long pieces whose groove width direction is short. In addition, the geotextile 11 has substantially the same configuration except that it is not connected to both end portions 11B and 11C of the geotextile 11 and is different from that embedded in the backfill material 7. The geotextile 11 surrounds the backfill material 7 on both sides of the pipeline 2 to increase the rigidity of the backfill material 7 so that the backfill material 7 performs an anchor function with respect to the pipeline 2. Moreover, since the rising portions 11D and 11E of the geotextile 11 that rise upward along the surface of the sandbag 6 on the pipeline 2 side are in contact with the support wall formed by stacking the plurality of sandbags 6, the backfill material 7 Increased rigidity.

  As described above, in the shallow embedding method of the underground structure by the geotextile according to the fourth embodiment, the backfill material 7 is surrounded by the geotextile 11 without connecting the both ends 11B and 11C of the geotextile 11 to each other. Since the rigidity of the return material 7 is increased and the backfill material 7 functions as an anchor for the pipeline 2, the thickness of the backfill material layer as the earth covering placed on the upper side of the geotextile 11 can be reduced and shallow. Even underground trenches can reliably suppress the floating of underground structures.

  FIGS. 12A and 12B show a first modification of the fourth embodiment. In the fourth embodiment, the rising portions 11D and 11E of the geotextile 11 are Whereas the geotextile 12 according to the first modification of the fourth embodiment is configured to rise substantially vertically along the inner surface of the support wall, the geotextile 12 according to the first modification of the fourth embodiment extends along the support wall formed by stacking the sandbags 6. The rising portions 12D and 12E rise, and both ends 12B and 12C are folded to the pipeline 2 side, and are different in that they are placed on the upper surface of the backfill material 7, and have substantially the same configuration as that of the fourth embodiment. Yes. Thus, in the shallow embedding method of the underground structure by the geotextile according to the first modification of the fourth embodiment, the backfilling material 7 can be formed by the geotextile 12 even if the both ends 12B and 12C of the geotextile 12 are not connected. , The rigidity of the backfilling material 7 is increased, and the backfilling material 7 fulfills an anchor function with respect to the pipeline 2.

  FIG. 13 shows a second modification of the fourth embodiment. In the fourth embodiment, the rising portions 11D and 11E of the geotextile 11 are substantially vertical along the inner surface of the support wall of the sandbag 6. Whereas the geotextile 13 according to the second modification of the fourth embodiment is configured to rise, the rising portions 13D and 13E rise along the support wall formed by stacking the sandbags 6; The structure is almost the same as that of the fourth embodiment, except that the sandbags 6 with both ends 13B and 13C stacked are sandwiched between the lower faces of the upper sandbags 6U and 6U. Thus, in the shallow embedding method of the underground structure by the geotextile according to the second modification of the fourth embodiment, the backfilling material 7 can be formed by the geotextile 13 even if the both ends 13B and 13C of the geotextile 13 are not connected. , The rigidity of the backfilling material 7 is increased, and the backfilling material 7 fulfills an anchor function with respect to the pipeline 2.

  Next, a method for embedding underground structures using geotextiles according to a fifth embodiment of the present invention will be described. FIG. 14 is a cross-sectional view showing a state in which the underground structure is embedded in the ground by the shallow embedding method of the underground structure using the geotextile according to the fifth embodiment. The shallow embedding method of the underground structure by geotextile according to the fifth embodiment is the same as that of the first, second and fourth embodiments and each modification of the fourth embodiment. 9 is provided with a predetermined gap S1 (see FIG. 1) between the pipeline 2 and the wall surface 3A, 3B or the sheet pile 20 with a gap S2 therebetween. In contrast to this, as a countermeasure against the soft ground, there is a difference in that the sheet piles 20 and 20 are provided on both side walls 53A and 53B of the excavation groove 53, and the sandbags 16 are stacked along the sheet pile 20. Other than that, it has substantially the same configuration as the second modification of the fourth embodiment.

  That is, the pipeline 2 is arranged in the excavation groove 53 that is earthed by the sheet piles 20 and 20, and the ground material is introduced to form the support ground C between the pipeline 2 and the sheet piles 20 and 20. The sandbag 16 is piled up along the sheet piles 20 and 20, and the geotextile 14 composed of a long piece having a short groove width direction is placed along the pipeline 2, the supporting ground C, and the inner side of the piled sandbag 16, The backfill material 7 is thrown up to the height. When the backfill material 7 reaches a predetermined height at which the anchor function is exerted, it is folded to the pipeline 2 side without connecting both end portions 14B and 14C of the geotextile 14, and placed on the top surface of the backfill material 7. ing. In this state, the backfill material 7 is again put into the excavation groove 53 and backfilled. As described above, in the shallow embedding method of the underground structure by the geotextile according to the fifth embodiment, the backfill material 7 is surrounded by the geotextile 14 without connecting the both ends 14B and 14C of the geotextile 14 to each other. The rigidity of the return material 7 is increased, and the backfill material 7 performs an anchor function with respect to the pipeline 2.

  In each of the above embodiments, a ground material having a high supporting force such as sand or crushed stone is formed on the bottom surface 5 of the moat groove 3 to form the supporting ground C, but the present invention is not limited to this. An underground structure may be arranged directly on the bottom surface 5. By doing so, for example, in the case where the bottom surface 5 of the moat groove 3 is a solid ground, the underground structure is reliably supported without forming a support ground, and there is no risk of deformation or the like, so the cost can be reduced. Can do. Furthermore, instead of the ground material, a backfill material or excavated soil generated by excavation may be input, and an underground structure may be disposed on the backfill material or excavated soil. In the first and second embodiments, the pipeline is arranged on the supporting ground. However, the present invention is not limited to this, and a backfilling material or excavated soil is put on the supporting ground and backfilled. The pipeline may be arranged on the material or excavated soil, or after placing the pipeline on the supporting ground, the backfill material or excavated soil is introduced to expose the upper part or part of the pipeline. Geotextiles may be covered. Further, in the first and second embodiments, the backfill material is also introduced outside the geotextile in which the backfill material is wrapped. However, the present invention is not limited to this. That is, the excavated soil generated by excavation may be put between the sandbag or the punching plate and the side wall of the moat groove. By adding excavated soil, the amount of excavated soil can be reduced. In the first and second embodiments, sandbags and punched plates are arranged along the longitudinal direction of the underground structure on both sides in the groove width direction of the underground structure. However, it may be arranged only on one side. In that case, the other should just lay a geotextile along the side wall of a moat groove, as shown in a 3rd Example. Further, in each of the above-described embodiments, the pipeline 2 is described as an example of the underground structure. However, the structure is not limited to this, and any structure that is buried in the ground such as a waterway or a manhole may be used. Needless to say. In the first embodiment, the sandbags 6 are stacked and the backfill material 7 is repeatedly stacked, and a plurality of sandbags 6 are stacked to form a support wall. The backfill material has a predetermined height at which an anchor function is exhibited. However, it is not limited to this, it is a shallow trench, the height of the underground structure is short, and it fills up to the height of a single sandbag (support wall material) It goes without saying that it is not necessary to stack a plurality of sandbags 6 if the return material is introduced to exert the anchor function. Furthermore, in the said 1st Example, the sandbag 6 is used as a support wall material, However, it is not restricted to this, What is piled up and forms a support wall may be sufficient as a block and a board | plate material. Needless to say. In addition, the backfill material is not limited to excavated soil or improved soil generated by excavation, and fluidized soil such as cement or artificial material such as a polymer material may be used, or a combination of these may be used for filling. It is good also as a return material. Furthermore, it goes without saying that generated soil generated by excavation may be put in the interior of the sandbag 6 or the space surrounded by the geotextiles 10 to 14, and improved soil or gravel may be put.

It is a cross section which shows the state which buried the underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on 1st Example of this invention. Example 1 (A) thru | or (E) is explanatory drawing which shows sequentially the process of embed | buying an underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on a 1st Example, respectively. (F) thru | or (I) is explanatory drawing which shows sequentially the process of embed | buying an underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on a 1st Example, respectively. (J) thru | or (M) is explanatory drawing which shows in order the process of embed | buying an underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on a 1st Example, respectively. It is a cross section which shows the state which buried the underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on 2nd Example of this invention. (Example 2) (A) thru | or (E) is explanatory drawing which shows sequentially the process of embed | buying an underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on a 2nd Example, respectively. (F) thru | or (I) is explanatory drawing which shows sequentially the process of embed | buying an underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on a 2nd Example, respectively. (J) thru | or (M) is explanatory drawing which shows sequentially the process of embed | buying an underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on a 2nd Example, respectively. (A) thru | or (F) is explanatory drawing which shows sequentially the process of embed | buying an underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which shows the modification of a 2nd Example. . (A) thru | or (D) is explanatory drawing which shows sequentially the process of embed | buying an underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on a 3rd Example, respectively. (Example 3) (A) and (B) are respectively enlarged cross-sectional views and main parts showing a state in which the underground structure is embedded in the ground by the shallow embedding method of the underground structure by the geotextile according to the fourth embodiment. It is sectional drawing shown. (Example 4) (A), (B) is a cross-sectional view showing a state in which the underground structure is embedded in the ground by the shallow embedding method of the underground structure by the geotextile according to the first modification of the fourth embodiment, respectively It is sectional drawing which expands and shows a principal part. (Example 5) It is sectional drawing which expands and shows the principal part which shows the state which buried the underground structure in the ground by the shallow embedding method of the underground structure by the geotextile which concerns on the 2nd modification of a 4th Example. (Example 6) It is sectional drawing which shows the state which buried the underground structure in the ground by the shallow embedding construction method of the underground structure by the geotextile which concerns on a 5th Example. (Example 7)

Explanation of symbols

3 Moat Groove 3A, 3B Moat Groove Wall 4 Ground 5 Moat Groove Bottom 6 Sandbag (Support Wall Material)
7 Backfill material 10 Geotextile 10B, 10C Surplus part L1 Predetermined height

Claims (11)

  The first step of excavating the ground to form the excavation groove, the underground structure is disposed on the bottom surface of the excavation groove, and at least one of the underground structure and the surface of the excavation groove wall A second step of arranging a supporting wall material while securing a gap between the intermediate structure and the wall surface of the excavation groove, and covering the geotextile along the underground structure, the bottom surface of the groove, and the inner surface of the supporting wall material , The third step of leaving the both ends of the geotextile in the groove width direction, the fourth step of extending the excess portion of the geotextile both ends in accordance with the introduction of the backfill material, and the backfill material is introduced to embed both ends of the geotextile. A shallow embedding method for underground structure by geotextile, comprising a fifth step of refilling the excavation trench.   The first step of excavating the ground to form the excavation groove, the second step of disposing the underground structure on the bottom surface of the excavation groove, and the backfill material to the excavation groove where the underground structure is disposed Then, at least one of the third step of exposing a part of the underground structure on the backfilling material and between the underground structure and the wall surface of the excavation groove, the underground structure and the excavation groove A fourth step of arranging a supporting wall material with a gap between each wall surface and a geotextile covering the underground structure, the backfill material upper surface, and the inner surface of the supporting wall material. 5th step of leaving both ends in the groove width direction, 6th step of extending the geotextile both ends according to the backfilling material, and filling backfilling material, filling both ends of the geotextile to fill the excavation groove And a seventh step of returning the geo Shallow buried method of underground structure according to key style.   Put backfill material up to the placed support wall material, stack other support wall materials on the support wall material, pull up the surplus part of the geotextile, and repeat the stacking, backfilling and lifting of the surplus part 3. The geotextile underground structure according to claim 1, wherein the support wall is formed by the support wall material stacked in the backfill material, and the backfill material is introduced to a predetermined height. Shallow burial method.   The ground by the geotextile according to any one of claims 1 to 3, wherein a gap is provided between the underground structure and the support wall material so that the backfill material has a predetermined volume. A shallow burial method for medium structures.   5. The shallow embedding method for an underground structure by geotextile according to claim 1, wherein the supporting wall material is provided on both sides of the underground structure in the groove width direction.   After covering the geotextile and putting backfill material with both ends in the groove width direction of this geotextile remaining, when the backfill material reaches a predetermined height, cover the backfill material with the surplus portion of the geotextile. The method for shallow embedding of underground structure by geotextile according to any one of claims 1 to 5, wherein the backfill material is wrapped and connected.   A shallow embedding method for underground structure by geotextile according to any one of claims 1 to 6, wherein a sheet pile for earth retaining is provided on the wall surface of the excavation groove, and the sheet pile is pulled out when the excavation groove is backfilled. .   The method for shallowly embedding underground structures by geotextile according to any one of claims 1 to 7, characterized in that excavated soil generated by trench excavation is used outside the geotextile surrounding the backfill material.   The ground material by geotextile according to any one of claims 1 to 8, characterized in that a ground material is thrown into the bottom of the excavation groove to form a supporting ground, and an underground structure is arranged on the supporting ground. A method for shallowly embedding structures.   The method for shallow embedding of underground structure by geotextile according to claim 9, wherein a backfill material is used for the ground material.   The surplus portion of the geotextile is sandwiched between support wall materials to be stacked, The method for shallowly embedding underground structures by the geotextile according to any one of claims 1 to 5.

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