JP2005213904A - Bearing capacity increasing method, construction method of sheet pile foundation, sheet pile foundation and bridge - Google Patents

Bearing capacity increasing method, construction method of sheet pile foundation, sheet pile foundation and bridge Download PDF

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JP2005213904A
JP2005213904A JP2004023046A JP2004023046A JP2005213904A JP 2005213904 A JP2005213904 A JP 2005213904A JP 2004023046 A JP2004023046 A JP 2004023046A JP 2004023046 A JP2004023046 A JP 2004023046A JP 2005213904 A JP2005213904 A JP 2005213904A
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Prior art keywords
sheet pile
footing
ground
grout
injection
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JP4249046B2 (en
Inventor
Junichi Hirao
Masayuki Kanda
Osamu Murata
Hidetoshi Nishioka
Junji Sakimoto
Koichi Tanaka
Mitsuo Tono
純治 崎本
淳一 平尾
修 村田
光男 東野
浩一 田中
政幸 神田
英俊 西岡
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Ohbayashi Corp
Railway Technical Res Inst
株式会社大林組
財団法人鉄道総合技術研究所
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Publication of JP2005213904A publication Critical patent/JP2005213904A/en
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Abstract

[PROBLEMS] To maximize the ground reinforcement effect of a seat pile after sufficiently increasing the bottom contact pressure of a footing in a bridge applied to a railway or a roadway.
A reaction force securing device 13 in which a bag-like expansion member 16 is interposed between an upper pressure plate 14 and a lower pressure plate 15 and a grout injection pipe 6 is connected to the expansion member 16 is provided below the footing 3. Install it. When the grout 7 is injected into the expansion member 16, the expansion member 16 expands and presses the upper pressure plate 14 and the lower pressure plate 15 up and down. As a result, the vertical stress generated on the bottom surface of the footing 3 increases, and the supporting force increases.
[Selection] Figure 1

Description

  The present invention relates to a bridge applied to railways and roadways.
  Conventionally, in this type of bridge, in order to improve the ground resistance characteristics, the bottom support force has been increased by combining the footing with a sheet pile (steel sheet pile) and by the enclosing effect of the sheet pile. At this time, it is important to construct a mechanism that the sheet pile resists supplementarily after the load on the bottom surface of the footing is sufficiently exerted.
  However, if the footing and the seat pile are rigidly connected before the pier is started up, the load on the upper structure such as the pier and bridge girder will be borne by the penetration resistance of the seat pile, and the ground contact pressure of the footing will not rise. Resistance characteristics do not improve much. On the other hand, when the footing and the sheet pile are not coupled, when an earthquake occurs, a moment that resists the rotational moment due to the inertial force as the product of the axial force of the sheet pile and the width of the footing cannot be expected.
  In view of such circumstances, the present invention is a method for increasing the bearing capacity, which can enhance the earthquake resistance by fully increasing the ground contact effect by the seat pile after sufficiently increasing the bottom surface contact pressure of the footing. It aims at providing the construction method of a sheet pile foundation, a sheet pile foundation, and a bridge.
The invention according to claim 1 is characterized in that the supporting force is increased by increasing the vertical stress generated on the bottom surface of the footing coupled to the sheet pile.
The invention according to claim 2 is characterized in that the vertical stress is increased by a jack installed on the bottom surface of the footing.
The invention according to claim 3 is characterized in that the vertical stress is increased by injecting grout into the bottom surface of the footing.
According to a fourth aspect of the present invention, the grout injection area is divided into a plurality of parts, and the footing rotates and / or rotates by using the weight of the upper structure provided in the footing and the pulling resistance of the sheet pile as a reaction force. The grout is dividedly injected while being controlled so as not to float.
The invention according to claim 5 is characterized in that an injection area of the grout is limited to a peripheral portion of a bottom surface of the footing.
According to a sixth aspect of the present invention, there is provided a sheet pile placing step for placing a sheet pile on the ground, an excavation step for excavating the ground surrounded by the sheet pile, and a jack on the ground excavated by the excavation step. And a driving step of driving the jack. The installation step includes installing a footing concrete above the jack, and a driving step of driving the jack.
The invention according to claim 7 includes a sheet pile placing step for placing a sheet pile on the ground, a drilling step for excavating the ground surrounded by the sheet pile, and a ground from the ground excavated by the excavation step. And a grouting process for injecting grouting from the injection hole to the bottom surface of the footing concrete.
According to an eighth aspect of the present invention, there is provided a sheet pile placing step for placing a sheet pile on the ground, a drilling step for excavating the ground surrounded by the sheet pile, and a plurality of ground excavated by the excavation step. A ground dividing step of dividing the injection zone into a plurality of injection zones, a placement step of casting footing concrete so as to form injection holes extending from the injection zones to the ground, and injecting grout from the injection holes into the injection zone. And a grout injection step.
The invention according to claim 9 is characterized in that the supporting force is increased by the supporting force increasing method according to any one of claims 1 to 5.
The invention according to claim 10 is characterized by being constructed by the method for constructing a sheet pile foundation according to claims 6 to 8.
The invention according to claim 11 includes the sheet pile foundation according to claim 9 or 10.
  According to the present invention, the vertical stress generated on the bottom surface of the footing can be increased by jacking or grout injection. As a result, it is possible to enhance the earthquake resistance by fully increasing the ground contact pressure by the seat pile after sufficiently increasing the bottom contact pressure of the footing.
  In addition, when the grout injection area is divided into a plurality of areas, sufficient pressure can be applied to the bottom surface of the footing, so that the earthquake resistance can be further improved.
  Furthermore, if the grout injection area is limited to the periphery of the bottom surface of the footing, high earthquake resistance can be realized at low cost.
  Hereinafter, embodiments of the present invention will be described with reference to the drawings.
  The bridge 1 has a rectangular footing 3 constructed on the ground 2 as shown in FIG. A pier 11 is erected on the upper side of the footing 3, and a bridge girder (not shown) is erected on the upper side of the pier 11. In addition, four sheet piles 5 having a corrugated cross section are provided on the side of the footing 3, and the footing 3 and the sheet pile 5 are made up of a plurality of stud gibber with head, deformed bar (deformed bar), and the like. These are joined by the joining member 4. A reaction force securing device 13 is installed below the footing 3. The reaction force securing device 13 includes a flat upper pressure plate 14 that contacts the bottom surface of the footing 3, a flat lower pressure plate 15 that contacts the surface of the ground 2, the upper pressure plate 14, and the lower pressure plate 15. It is comprised from the bag-shaped expansion | swelling member 16 interposed in between, and the grout injection | pouring pipe | tube 6 connected to the expansion member 16 and extended to the ground. Here, as the upper pressure plate 14 and the lower pressure plate 15, a steel plate or the like can be used. Moreover, as the grout injection pipe 6, a pipe etc. can be used.
  Since the bridge 1 has the above-described configuration, the vertical stress generated on the bottom surface of the footing 3 is increased by the following procedure when the supporting force is increased with the aim of improving the earthquake resistance.
  That is, the grout 7 is injected into the bottom surface of the footing 3. To that end, as shown in FIG. 1 (b), the grout 7 is injected into the expansion member 16 from the grout injection pipe 6 of the reaction force securing device 13. Then, since the expansion member 16 expands as the grout 7 is injected, the upper pressure plate 14 is pressed upward, that is, the footing 3 side, and the lower pressure plate 15 is pressed downward, that is, the ground 2 side. As a result, the vertical stress generated on the bottom surface of the footing 3 increases, and the supporting force increases.
  This is due to the following reason. First, the frictional support force P3 inside the seat pile 5 is increased, the elastic coefficient of the ground 2 is increased, and a preload effect is also added, so that load transmission from the bottom surface of the footing 3 to the virtual bottom surface is improved, This is because the virtual bottom support force P2 is added to the bottom support force P1. Secondly, the shear rigidity of the ground 2 under the bottom surface of the footing 3 is improved, and the passive region is expanded from the bottom surface of the footing 3 to the virtual bottom surface.
  Here, the case where the vertical stress generated on the bottom surface of the footing 3 is increased by injecting the grout 7 to the bottom surface of the footing 3 has been described. However, a jack (not shown) such as a flat jack is used as the bottom surface of the footing 3. The vertical stress generated on the bottom surface of the footing 3 can be increased by driving the jack.
  Next, the injection area of the grout 7 is divided into a plurality of parts, and the footing 3 rotates and / or floats using the self-weight of the upper structure (the pier 11 and the bridge girder) provided in the footing 3 and the pulling resistance of the sheet pile 5 as reaction forces. A method of dividing and injecting the grout 7 while managing so as not to perform will be described with reference to FIGS. Here, the case where the injection area 9 of the grout 7 is divided into nine parts will be described, but the number of divisions of the injection area 9 is not limited to nine.
  First, as shown in FIG. 2A, four sheet piles 5 are placed on the ground 2.
  Next, as shown in FIG. 2 (b), the ground 2 surrounded by the sheet pile 5 is excavated, and as shown in FIG. 3, four partition plates 8 are combined with a well and placed on the ground 2. Thus, the ground 2 is divided into nine injection areas 9.
  Next, as shown in FIG. 2C, reaction force securing devices 13 (13 </ b> A, 13 </ b> B) are installed in each injection area 9, and a large number of joining members 4 are attached to the inner surface of each sheet pile 5.
  Next, footing concrete is placed so that an injection hole extending from each injection area 9 to the ground is formed, and the footing 3 is applied. For this purpose, as shown in FIG. 2 (c), after the footing reinforcement 12 is disposed, the footing concrete is placed while the grout injection pipes 6 (6A, 6B) of the reaction force securing devices 13 are extended to the ground. To do. When cured for a predetermined time in this state, as shown in FIG. 2D, the footing concrete is solidified to form the footing 3, and the grout injection pipe 6 forms an injection hole.
  Next, as shown in FIGS. 2E and 3, the grout 7 is injected from the grout injection pipe 6 </ b> A (injection hole) of the reaction force securing device 13 </ b> A into the injection area 9 </ b> A at the center of the nine injection areas 9. Then, since the expansion member 16 of the reaction force securing device 13A expands and presses the upper pressure plate 14 and the lower pressure plate 15 up and down, the vertical stress generated at the center of the bottom surface of the footing 3 increases, and the supporting force increases. .
  Next, as shown in FIG. 2 (f) and FIG. 3, grout 7 is inserted from grout injection pipe 6 </ b> B (injection hole) of each reaction force securing device 13 </ b> B into eight injection areas 9 </ b> B in the peripheral portion of nine injection areas 9. inject. Then, since the expansion member 16 of each reaction force securing device 13B expands and presses the upper pressure plate 14 and the lower pressure plate 15 up and down, the vertical stress generated in the peripheral portion of the bottom surface of the footing 3 increases and the supporting force increases. To do.
  At this time, the grout 7 is appropriately injected into the eight injection sections 9B while controlling the weight of the superstructure and the pulling resistance of the sheet pile 5 as reaction forces so that the footing 3 does not rotate and / or float. Then, sufficient pressure is applied to the bottom surface of the footing 3.
  Finally, as shown in FIG. 2 (g), after removing the grout injection pipes 6 </ b> A and 6 </ b> B, the pier 11 is raised on the footing 3, and a bridge girder is installed on the pier 11. At this time, since sufficient pressure is applied to the bottom surface of the footing 3 that supports the upper structure such as the bridge pier 11 and the bridge girder, the highly earthquake-resistant bridge 1 can be constructed.
  Next, a case where the injection area 9 of the grout 7 is limited to the peripheral portion of the bottom surface of the footing 3 in order to realize this high earthquake resistance at a low cost will be described with reference to FIGS. This is because the vertical stress generated on the bottom surface of the footing 3 when an earthquake occurs is focused on the fact that the vertical stress is maximized in the periphery of the bottom surface of the footing 3. Here, the case where the injection area 9 of the grout 7 is divided into eight will be described, but the number of divisions of the injection area 9 is not limited to eight.
  First, as shown in FIG. 4A, four sheet piles 5 are placed on the ground 2.
  Next, as shown in FIG. 4 (b), the ground 2 surrounded by the sheet pile 5 is excavated, and as shown in FIG. 5, the four partition plates 8 are combined with a well and placed on the ground 2. Thus, the peripheral portion of the ground 2 is divided into eight injection areas 9 (91 to 94).
  Next, as shown in FIG. 4C, the reaction force securing device 13 is installed in each injection area 9, and a large number of joining members 4 are attached to the inner surface of each sheet pile 5.
  Next, footing concrete is placed so that an injection hole extending from each injection area 9 to the ground is formed, and the footing 3 is applied. For this purpose, as shown in FIG. 4 (c), after the footing reinforcement 12 is disposed, the footing concrete is placed while the grout injection pipe 6 of each reaction force securing device 13 is extended to the ground. When cured for a predetermined time in this state, as shown in FIG. 4D, the footing concrete is solidified to form the footing 3, and the grout injection pipe 6 forms an injection hole.
  Next, as shown in FIG. 4 (e), the grout 7 is injected into the eight injection sections 9 from the grout injection pipe 6 (injection hole) of the reaction force securing device 13. Then, since the expansion member 16 of each reaction force securing device 13 expands and presses the upper pressure plate 14 and the lower pressure plate 15 up and down, the vertical stress generated in the peripheral portion of the bottom surface of the footing 3 increases and the support force increases. To do.
  At this time, the grout 7 is appropriately injected into the eight injection areas 9 while controlling the weight of the superstructure and the pulling resistance of the sheet pile 5 as reaction forces so that the footing 3 does not rotate and / or float. For example, as shown in FIG. 5, the grout 7 is first injected into the injection areas 91 and 92 at the four corners in order, and then the grout 7 is injected into the remaining injection areas 93 and 94 in order. As a result, sufficient pressure is applied to the periphery of the bottom surface of the footing 3.
  Finally, as shown in FIG. 4 (f), after removing the grout injection pipe 6, the pier 11 is raised on the footing 3, and the bridge girder is installed on the pier 11. At this time, since sufficient pressure is applied to the bottom peripheral portion of the footing 3 that supports the upper structure such as the bridge pier 11 and the bridge girder, high earthquake resistance can be obtained.
  In this way, the injection area 9 of the grout 7 is only the peripheral portion of the bottom surface of the footing 3, and it is not necessary to inject the grout 7 into the central portion of the bottom surface of the footing 3. Can be reduced.
  Further, if the grout 7 is injected only into the injection areas 91 and 92 at the four corners, it is possible to construct the bridge 1 having high earthquake resistance at a lower cost.
  In the above-described embodiment, the case where the footing 3 is rectangular has been described. However, the present invention can also be applied to a footing 3 having a shape other than a rectangle (for example, a polygon or a circle).
  Moreover, in the above-mentioned embodiment, although the case where the cross-sectional shape of the sheet pile 5 was a waveform was demonstrated, the cross-sectional shape of the sheet pile 5 is not necessarily restricted to a waveform.
It is process drawing which shows one Embodiment of the supporting force increase method which concerns on this invention. It is process drawing which shows one Embodiment of the construction method of the sheet pile foundation which concerns on this invention. It is a top view which shows the division | segmentation method of the injection | pouring area in the construction method of the sheet pile foundation shown in FIG. It is process drawing which shows another embodiment of the construction method of the sheet pile foundation which concerns on this invention. It is a top view which shows the division | segmentation method of the injection | pouring area in the construction method of the sheet pile foundation shown in FIG.
Explanation of symbols
DESCRIPTION OF SYMBOLS 1 ... Bridge 2 ... Ground 3 ... Footing 4 ... Joining member 5 ... Sheet pile 6 ... Grout injection pipe (injection hole)
7 ... Grout 13 ... Reaction force securing device 14 ... Upper pressure plate 15 ... Lower pressure plate 16 ... Expansion member

Claims (11)

  1.   A method for increasing a supporting force, comprising increasing a supporting force by increasing a vertical stress generated on a bottom surface of a footing coupled to a sheet pile.
  2.   The method according to claim 1, wherein the vertical stress is increased by a jack installed on a bottom surface of the footing.
  3.   2. The method according to claim 1, wherein the vertical stress is increased by injecting grout into the bottom surface of the footing.
  4.   The grout injection area is divided into a plurality of parts, and the grout is controlled so that the footing does not rotate and / or float by using the weight of the superstructure provided in the footing and the pulling resistance of the sheet pile as reaction forces. 4. The method for increasing the supporting force according to claim 3, wherein divided injection is performed.
  5.   5. The method according to claim 4, wherein the grout injection area is limited to a peripheral portion of the bottom surface of the footing.
  6. A sheet pile placing process for placing a sheet pile on the ground;
    An excavation step of excavating the ground surrounded by the sheet pile;
    An installation step of installing a jack on the ground excavated by the excavation step;
    Placing a footing concrete above the jack; and
    A method for constructing a sheet pile foundation, comprising: a driving step for driving the jack.
  7. A sheet pile placing process for placing a sheet pile on the ground;
    An excavation step of excavating the ground surrounded by the sheet pile;
    A placing step of placing footing concrete so that an injection hole extending from the ground excavated by the excavation step to the ground is formed;
    And a grout pouring step of pouring grout from the pouring hole into the bottom surface of the footing concrete.
  8. A sheet pile placing process for placing a sheet pile on the ground;
    An excavation step of excavating the ground surrounded by the sheet pile;
    A ground division step of dividing the ground excavated by the excavation step into a plurality of injection areas;
    A placing step of placing the footing concrete so that an injection hole extending from each of the injection areas to the ground is formed;
    A method for constructing a sheet pile foundation, comprising: a grout injection step of injecting grout from the injection hole into the injection area.
  9.   A sheet pile foundation, wherein the supporting force is increased by the supporting force increasing method according to any one of claims 1 to 5.
  10.   9. A sheet pile foundation constructed by the sheet pile foundation construction method according to claim 6.
  11. A bridge comprising the sheet pile foundation according to claim 9 or 10.
JP2004023046A 2004-01-30 2004-01-30 Support capacity increase method, sheet pile foundation construction method, sheet pile foundation, bridge Expired - Fee Related JP4249046B2 (en)

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Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007051486A (en) * 2005-08-19 2007-03-01 Ohbayashi Corp Sheet pile-combined spread foundation and its construction method
JP2008291579A (en) * 2007-05-28 2008-12-04 Oyo Kaihatsu Kk Differential settlement correction method
JP2008303623A (en) * 2007-06-07 2008-12-18 Nisshin Kokan Kk Settlement correction method for building
CN102817328A (en) * 2012-09-04 2012-12-12 北京市市政专业设计院股份公司 Method for heightening support
KR101732725B1 (en) * 2014-09-15 2017-05-08 (주)엔테이지 Pile Cap with Inflatable Tube
WO2019206241A1 (en) * 2018-04-26 2019-10-31 北京恒祥宏业基础加固技术有限公司 Pile foundation cap structure settling, reinforcing, lifting and leveling structure, and construction method therefor
WO2020248429A1 (en) * 2019-06-14 2020-12-17 北京恒祥宏业基础加固技术有限公司 Method for strengthening and lifting high-rise building having raft foundation

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106759558B (en) * 2017-01-22 2019-04-12 上海森信建设集团有限公司 A kind of control is buried in the earth the construction method of stand column pile direction and verticality
CN107100215A (en) * 2017-04-20 2017-08-29 中国石油集团工程设计有限责任公司北京分公司 A kind of jacking deviation rectifying method of large-scale storage tank

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007051486A (en) * 2005-08-19 2007-03-01 Ohbayashi Corp Sheet pile-combined spread foundation and its construction method
JP2008291579A (en) * 2007-05-28 2008-12-04 Oyo Kaihatsu Kk Differential settlement correction method
JP2008303623A (en) * 2007-06-07 2008-12-18 Nisshin Kokan Kk Settlement correction method for building
CN102817328A (en) * 2012-09-04 2012-12-12 北京市市政专业设计院股份公司 Method for heightening support
KR101732725B1 (en) * 2014-09-15 2017-05-08 (주)엔테이지 Pile Cap with Inflatable Tube
WO2019206241A1 (en) * 2018-04-26 2019-10-31 北京恒祥宏业基础加固技术有限公司 Pile foundation cap structure settling, reinforcing, lifting and leveling structure, and construction method therefor
WO2020248429A1 (en) * 2019-06-14 2020-12-17 北京恒祥宏业基础加固技术有限公司 Method for strengthening and lifting high-rise building having raft foundation

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