WO2012165669A1 - Structure temporaire de maintien de terre et son procédé de construction - Google Patents

Structure temporaire de maintien de terre et son procédé de construction Download PDF

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Publication number
WO2012165669A1
WO2012165669A1 PCT/KR2011/003955 KR2011003955W WO2012165669A1 WO 2012165669 A1 WO2012165669 A1 WO 2012165669A1 KR 2011003955 W KR2011003955 W KR 2011003955W WO 2012165669 A1 WO2012165669 A1 WO 2012165669A1
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WO
WIPO (PCT)
Prior art keywords
closed steel
support
wall
brace
fastening
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Application number
PCT/KR2011/003955
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English (en)
Korean (ko)
Inventor
김동준
황문삼
최인식
김현숙
Original Assignee
(주)피에스테크
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Application filed by (주)피에스테크 filed Critical (주)피에스테크
Publication of WO2012165669A1 publication Critical patent/WO2012165669A1/fr

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/02—Foundation pits
    • E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/002—Ground foundation measures for protecting the soil or subsoil water, e.g. preventing or counteracting oil pollution
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/06—Foundation trenches ditches or narrow shafts
    • E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/06—Foundation trenches ditches or narrow shafts
    • E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
    • E02D17/083—Shoring struts

Definitions

  • the present invention relates to an earthquake temporary construction structure and a construction method thereof, and more particularly, to an earthquake temporary construction structure and a construction method installed to prevent the soil wall from collapsing by earth pressure acting on the earth wall during excavation construction.
  • an excavation work having a constant depth is performed to the lower side of the ground to construct the underground part of the structure.
  • a support method for preventing the collapse of the temporary wall walls due to earth pressure generated by excavation is applied.
  • an anchor method using an anchor or a support method using an H-beam or a steel pipe is applied.
  • the reinforcement method is a construction method in which both ends of the reinforcement is resisted to earth pressure by installing a reinforcement between the temporary soil walls. According to this brace method, the brace is subjected to compressive force. Therefore, when the brace does not have sufficient compressive stiffness, compression fracture or buckling fracture occurs.
  • the brace when the brace has a short columnar shape, compression rupture mainly occurs, and thus compressive stiffness should be sufficient. If the brace has a long length, the compressive stiffness is sufficiently large, but the buckling fracture occurs as the length becomes longer.
  • the gap between the beams cannot be widened because they do not exhibit sufficient rigidity. Therefore, the post file is inevitably arranged to be narrow, thereby resulting in a difficulty in securing a sufficient working space, there is a problem that the workability is reduced.
  • the purpose of the present invention is to solve the above-mentioned problems, and unlike the H-shaped steel studs, the installation of the reinforcement is not necessary by the utilization of the closed steel pipe studs without weak contraction, and the end of the closed steel tubing support by the pie
  • the present invention is to provide a temporary construction structure and construction method for securing a sufficient working space by increasing the interval.
  • the present invention is a temporary temporary temporary structure, which is installed on the temporary temporary wall wall; And a closed steel tube support that is fastened to the PS sheet to support the temporary wall.
  • the PS strip may include a strip main body having an outer flange on the side of the wall, an inner flange opposite the wall, and a web connecting the inner flange and the outer flange and divided into a central portion and both ends with respect to the longitudinal direction; A cable tensioning unit configured at the center of the inner flange; And a step portion formed at a connection portion between a central portion and both ends of the strip body.
  • the clamshell temporary construction of the present invention is fastened to the end of the closed steel pipe support, fastened to the jack or the jack connected to the PS sheet, the axial force due to earth pressure transmitted from the wall uniformly to the end of the closed steel pipe support It further comprises a distal end support device for dispersing.
  • the earthquake tent structure of the present invention further comprises a brace central connection device for connecting the closed steel pipe braces to be disposed next to each other.
  • the present earthenware temporary construction structure further includes a brace support device for wrapping the closed steel tube support seated on the upper surface of the support beam is fixed to the post pile and both ends are fastened to the support beam, to fix the closed steel pipe brace to the support beam. do.
  • the closed steel tube support is a square steel pipe having a rectangular cross section.
  • the closed steel tube support the square steel pipe body having a rectangular cross section; And a rib formed along the longitudinal direction of the inner side of the square steel tube body to increase the buckling stress of the square steel tube body.
  • a construction method for constructing an earthquake temporary wall including: a wall installation step of installing a wall along an earth wall; A post pile installation step of installing a post pile between the wall and the wall; An excavation step of digging the ground inside the wall; A band installation step of installing a PS strip on the wall; And a brace installation step of installing the closed steel pipe brace in the PS sheet.
  • the earthquake temporary construction method of the present invention further includes a support beam installation step of installing a support beam on the post pile so that the closed steel pipe support is seated and supported.
  • the F-sheet length is applied to the pre-stress using the cable tension portion to induce the bearing moment to improve the resistance to the bending stress caused by the back soil pressure.
  • the closed steel tube brace having sufficient compressive rigidity does not have a weak axis so that it has a cross-sectional structure with excellent resistance to compression and bending, buckling and torsion, thereby providing stable bearing force against earth pressure.
  • the FE sheet which is a large cross-section short strip material using prestress, can widen the spacing of the braces, which is usually 3-4 m, to 7.5-7.8 m, thereby securing sufficient working space and reducing the number of post piles.
  • the closed steel tube support does not have a weak axis does not require a separate reinforcement, and the installation and dismantling work of the closed steel pipe support by the end connection means and the central connection means is easy to construct.
  • the FE sheet which is a large cross-section sheet material, causes the use of braces, the need for reinforcing beams, and the reduction of post piles, thereby reducing the amount of steel used. Therefore, the efficiency of using the equipment is increased by securing sufficient working space, and the construction cost is reduced due to the shortening of air, so it is excellent in economic efficiency.
  • FIG. 1 is a plan view showing the earthquake tent construction structure according to a preferred embodiment of the present invention.
  • FIG. 2 is an enlarged plan view illustrating the relationship between the PS sheet and the brace in FIG. 1;
  • FIG. 3 is a top perspective view of the piezoelectric sheet shown in FIG. 2; FIG.
  • FIG. 4 is a bottom perspective view illustrating the piezoelectric sheet shown in FIG. 2.
  • FIG. 5 is a plan view of the piezoelectric sheet shown in FIG. 2; FIG.
  • FIG. 6 is a front view of the piezoelectric sheet shown in FIG. 2; FIG.
  • FIG. 7 is a plan view showing a state in which the PS sheets are connected to each other rotatably.
  • FIG. 8 is a perspective view showing a first example of the closed steel tube support shown in FIG.
  • FIG. 9 is a perspective view showing a second example of the closed steel tube support shown in FIG.
  • FIG. 10 is a front view showing a unit unit of the closed steel tube support shown in FIG.
  • FIG. 11 is a perspective view showing a third example of the closed steel tube support shown in FIG.
  • FIG. 12 is a front view showing a unit unit of the closed steel tube support beam shown in FIG.
  • FIG. 13 is a perspective view showing a fourth example of the closed steel tube support shown in FIG.
  • FIG. 14 is a front view showing a unit unit of the closed steel tube support beam shown in FIG.
  • FIG. 15 is an enlarged plan view illustrating the relationship between the closed steel tube supporter, the supporter end connecting device, and the PS belt shown in FIG. 1;
  • Figure 16 is a perspective view showing the relationship between the closed steel tube brace and the brace end connection device shown in FIG.
  • FIG. 17 is an exploded perspective view of the brace end connecting device shown in FIG.
  • FIG. 18 is a perspective view showing a fastening reinforcing member shown in FIG.
  • FIG. 19 is a plan view showing the relationship between the closed steel pipe support and the central connection device shown in Figure 1;
  • FIG. 20 is a perspective view showing the relationship between the closed steel tube support and the central connection device shown in Figure 19.
  • Figure 21 is an exploded perspective view of the brace central connection device shown in FIG.
  • FIG. 22 is a perspective view showing the relationship between the closed steel brace and the brace support device shown in FIG.
  • FIG. 23 is a perspective view of the buttress fixing device shown in FIG. 22; FIG.
  • FIG. 24 is an exploded perspective view of the brace support device shown in FIG.
  • 25 is a flow chart showing an embodiment of a construction method for earthquake temporary construction according to the present invention.
  • Figure 26 is a flow chart showing another embodiment of a construction method for earthquake temporary construction according to the present invention.
  • hinge portion 74 bending reinforcement member
  • FIG. 1 is a plan view showing the structure of the earthenware tent according to a preferred embodiment of the present invention.
  • the earthquake temporary structure according to the present invention the temporary earthquake wall (10), post pile (20), FT sheet 30, closed steel pipe braces 40, braces end connection device 50, braces central connection device 60 And brace fixing device 70.
  • the temporary wall wall 10 is to prevent the earth and sand, which is located on the back when the excavation is collapsed, and is installed between the H beam 11, H beam 11 is installed vertically at a predetermined interval to serve as a support wall wall It is composed of a plurality of earth plate 12 to form a.
  • the post pile 20 is vertically inserted into a portion to be excavated to support the closed steel tube support 40, and is formed of an H beam.
  • the PS sheet 30 is installed in the horizontal direction of the temporary earthenware wall 10, to prevent the concentration of stress in order to reduce the use of the closed steel pipe support 40, reinforce the portion where the stress is concentrated.
  • the closed steel pipe support 40 is installed between the PS 30 and the post pile 20, or the post pile 20, to stably support the temporary wall of the temporary wall (10).
  • the brace end connection device 50 is connected to the end of the closed steel brace 40 and the jack 80 is connected to the pie sheet 30 or the pie sheet 30, the earth pressure transmitted from the temporary wall wall 10 The output by the evenly distributed to the end of the closed steel tube support 40.
  • the brace central connection device 60 connects the closed steel pipe braces 40 which are arranged successively.
  • the brace fixing device 70 is horizontally coupled to the post pile 20 and secures the closed steel tube brace 40 on the upper surface of the support beam 90 formed of H beam.
  • FIG. 2 is an enlarged plan view illustrating the relationship between the PS sheet and the brace in FIG. 1.
  • the closed steel tube support 40 is coupled to both ends 31b of the piezo chapter 30 to be described later through the end support device 50, or through the support end connector 50 and the jack 80, 30 is coupled to both ends 31b.
  • FIG. 3 is a top perspective view showing the piezoelectric sheet shown in FIG. 2
  • FIG. 4 is a bottom perspective view showing the piezoelectric sheet shown in FIG. 2
  • FIG. 5 is a plan view of the piezoelectric sheet shown in FIG. 2
  • FIG. It is a front view of the pies shown in 2.
  • the PS strip 30 is a strip body 31 which is installed in the transverse direction along the retaining wall 10, the cable tension portion 32 formed in the strip body 31, and the step portion 31c to be described later ). At this time, the cable tension portion 32 and the step portion 31c is to be dispersed without stress concentration, and reinforces the portion where the stress is concentrated.
  • the strip body 31 is connected to the outer flange 311, the inner flange 312 opposite the outer flange 311, and the inner flange 312 and the inner flange 312 which is located on the side wall of the tent temporary wall 10 It consists of a web (313).
  • the strip body 31 is divided into a central portion 31a, which is a predetermined portion, which is located at the center in the longitudinal direction, and is formed at both ends, and both ends 31b which are constant portions extending from the central portion 31a to both ends 31b in the longitudinal direction. do.
  • Such a central portion 31a and both ends 31b are divided by a stepped portion 31c.
  • the cable tension portion 32 is configured on the inner flange 312 of the center portion 31a of the strip body 31.
  • the cable tension portion 32 includes a support plate 321 mounted on the inner flange 312, a support bracket 322, and a cable 323.
  • the cable tension portion 32 is configured to resist the earth pressure because the tensile force is maintained on the cable 323 to generate a prestress (PS) moment.
  • PS prestress
  • the support plates 321 are vertically spaced apart from each other at the inner flange 312 of the center portion 31a of the strip-shaped body 31 by the same distance from the center to two vertically mounted.
  • the support bracket 322 is mounted on the outer surface of the inner flange 312 while supporting the surfaces of the two support plates 321 facing each other.
  • both ends 31b of the cable 323 are fixed to the two support plates 321, respectively.
  • the support bracket 322 is a plate member disposed inclined downward in the direction with respect to each other in the two support plates 321.
  • the support bracket 322 supports the two support plates 321 when the two support plates 321 are stressed in the direction with respect to each other as the tensile force is maintained on the cable 323, the support plate 321 is deformed To prevent it.
  • the cable 323 and the support brackets are limited to the above-mentioned values in order to secure an appropriate space for the worker's hands to be held in the process of separating the cable 323. It is more preferable to form and arrange the space between 322.
  • the cable tension portion 32 may further include at least one or more opposite portions of the portion where the support bracket 322 is mounted on the inner surface of the inner flange 312 and the reinforcement 324 mounted to the web 313. And preferably two.
  • a reinforcing material 324 is preferably an isosceles triangle shape in which two right angled corners are in contact with the inner surface of the inner flange 312 and the web 313.
  • the step portion 31c is formed at the connecting portion between the central portion 31a of the strip-shaped body 31 and both ends 31b.
  • the stepped portion 31c is configured such that the inner flange 312 is stepped to be inclined from the central portion 31a to both end portions 31b, so that the cross-sectional shape of the stress concentration portion is increased rather than the vertically stepped shape.
  • the conventional piezoelectric sheet is formed such that the stepped portion is vertically stepped.
  • the stress is concentrated on the vertically stepped portion so that the cross-sectional shape of the stress concentration portion is supported. There are not enough limits.
  • the stepped portion 31c forms an inclined shape.
  • the piezoelectric sheet 30 having the above-described configuration, while the tensile force is maintained on the cable 323 and the prestress moment is generated to resist the earth pressure, stress is generated through the cable tension portion 32 and the step portion 31c. This can prevent concentration. Therefore, the overall length of the PSI 30 can be achieved in a structure extending from 9m to 11m of the conventional PSI.
  • the length of the PS strip 30 is longer than in the related art, so that the connection strip length provided to connect the PS strips to each other is not necessary. Therefore, both the copper plate, the connecting plate, and the number of bolts are reduced, thereby simplifying the process and increasing the construction speed.
  • connection band length, closed steel pipe brace is excellent in terms of economics, as the spacing between the closed steel pipe brace (40) increases the construction properties There is an advantage.
  • FIG. 7 is a plan view showing the state in which the PS sheets are connected to each other rotatably.
  • the PS strips 30 may be connected to each other rotatably using the pin 33. That is, in the prior art, the reinforcing plate was used in the part where the band is bent, but in this case, many holes have to be drilled in the band, so that the cross-sectional loss is generated. However, as in the present invention, the piezoelectric sheet 30 can eliminate the cross-sectional loss because a separate reinforcing plate is not required at the portion to be bent by connecting the pin 33 to the pivot.
  • FIG. 8 is a perspective view showing a first example of the closed steel tube support shown in FIG.
  • the closed steel pipe support 40 is a steel pipe having a vertical cross section in a longitudinal direction in a rectangular shape, and is installed between the PS sheet 30 and the post pile 20 or the post pile 20 during the construction of the earthenware. It acts as a prop.
  • FIG. 9 is a perspective view illustrating a second example of the closed steel tube brace shown in FIG. 1
  • FIG. 10 is a front view illustrating a unit unit of the closed steel tube brace shown in FIG. 9.
  • the closed steel tube support 40 includes a main body 41 having a vertical cross section with respect to the longitudinal direction and a rib 42 formed in the longitudinal direction inside the main body 41.
  • the main body 41 is a steel pipe having a vertical cross section with respect to the longitudinal direction, and serves as a brace that is installed between the sheet holder 30 and the post pile 20 or the post piles 20 during the construction of the earthen board.
  • the rib 42 is a reinforcing structure having a straight cross section and is formed in the longitudinal direction at the center of the inner slope of the main body 41 to increase the buckling stress, and is directed toward the center side of the main body 41.
  • the closed steel tube support 40 is' It consists of four unit units 40a having a shape, and the four unit units 40a are integrally connected to each other by welding.
  • FIG. 11 is a perspective view illustrating a third example of the closed steel brace shown in FIG. 1
  • FIG. 12 is a front view illustrating a unit unit of the closed steel brace shown in FIG. 11.
  • the closed steel tube support 40 includes a main body 41 having a vertical cross section with respect to the longitudinal direction and a rib 42 formed in the longitudinal direction inside the main body 41.
  • the main body 41 is a steel pipe having a vertical cross section with respect to the longitudinal direction, and serves as a brace that is installed between the sheet holder 30 and the post pile 20 or the post piles 20 during the construction of the earthen board.
  • the rib 42 is a reinforcing structure having a straight cross section and is formed in the longitudinal direction at the center of the inner slope of the main body 41 to increase the buckling stress, and is directed toward the center side of the main body 41.
  • the closed steel tube support 40 is' It consists of four unit units 40a having a shape, and the four unit units 40a are integrally connected to each other by welding.
  • FIG. 13 is a perspective view illustrating a fourth example of the closed steel brace shown in FIG. 1, and FIG. 14 is a front view illustrating a unit unit of the closed steel brace shown in FIG. 13.
  • the closed steel tube support 40 includes a main body 41 having a rectangular vertical section with respect to the longitudinal direction, and ribs 42 formed in the longitudinal direction inside the main body 41.
  • the main body 41 is a steel pipe having a vertical cross section with respect to the longitudinal direction, and serves as a brace that is installed between the sheet holder 30 and the post pile 20 or the post piles 20 during the construction of the earthen board.
  • the rib 42 is a Y-shaped reinforcement structure, which is formed in the longitudinal direction at the center of the inner slope of the main body 41 to increase the buckling stress, toward the center of the main body 41.
  • the closed steel tube support 40 is' It consists of four unit units 40a having a shape, and the four unit units 40a are integrally connected to each other by welding.
  • FIG. 15 is an enlarged plan view illustrating the relationship between the closed steel tube supporter, the support device for connecting the end of the supporter, and the PS belt.
  • the closed steel tube support 40 is coupled to both ends 31b of the piezoelectric sheet 30 through the reinforcement end connecting device 50, or the piezoelectric sheet 30 through the reinforcement end connecting device 50 and the jack 80 It is coupled to both ends 31b of the.
  • FIG. 16 is a perspective view illustrating a relationship between the closed steel brace and the brace end connecting device shown in FIG. 15,
  • FIG. 17 is an exploded perspective view of the brace end connecting device shown in FIG. 16, and
  • FIG. 18 is a fastening reinforcement shown in FIG. 17.
  • the reinforcement end connection device 50 is configured to fasten the square steel pipe to the jack 80 mounted on the pie sheet 30 or the pie sheet 30 when the square steel pipe is utilized as the closed steel pipe support (40).
  • the reinforcement end connection device 50 includes an end connection portion 51 to which the end of the closed steel tube support 40 is coupled, and an axial force distribution unit 52 configured at the other side of the end connection portion 51.
  • the end connecting portion 51 is connected to one end of the end of the closed steel tube support 40 is fitted.
  • the end connection part 51 is provided with an end connection pipe 511 having both sides open, and a blocking plate 512 blocking the other side of the end connection pipe 511.
  • the end connecting pipe 511 is inserted into the end of the closed steel tube support 40 to one side of the open both sides. At this time, the opening of one end of the end connecting pipe 511 is to take the internal structure corresponding to the outer structure of the end of the closed steel pipe brace 40 is inserted, so that the end of the closed steel pipe brace 40 is inserted is not shaken. desirable. That is, the end connection pipe 511 forms an internal structure so that there is almost no gap between the outer surface of the end of the closed steel pipe support 40 and the inner surface of the end connection pipe 511, the end of the closed steel pipe support 40 The inner structure is made to be easily inserted into one side of the end connecting pipe 511.
  • the blocking plate 512 takes a structure that blocks the other side of the end connecting pipe 511 to support the closed steel pipe support 40 inserted into the end connecting pipe 511.
  • the blocking plate 512 supports the end face of the closed steel pipe support 40 so that the inserted closed steel pipe support 40 is fixed, and the axial force is closed even if the end of the closed steel pipe support 40 is deformed.
  • the blocking plate 512 is preferably welded to the other side of the end connecting pipe 511.
  • the axial force dispersion unit 52 is configured on the other side of the end connecting portion 51 is fastened to the piezo chapter 30 or jack 80, the axial force through the piezo chapter 30 or jack 80 is closed steel pipe
  • the support 40 is configured to be uniformly distributed throughout the end.
  • the axial force dispersion unit 52 includes a corner reinforcing member 521 mounted at four corners of the blocking plate 512, and a fastening plate 522 configured at the end of the corner reinforcing member 521.
  • the corner reinforcing members 521 extend inclined toward the center from each of the four corners of the fastening plate 522.
  • the corner reinforcing member 521 distributes the axial force to a large area of the end portion of the closed steel tube support 40 together with the cross pillar 523 to be described later.
  • the fastening plate 522 is one surface is installed in contact with the end of the four corner reinforcing member 521, the other side is connected to the fastener 30 or jack 80 is fastened by a fastening member such as bolts, nuts, etc. .
  • the corner reinforcing member 521 may be welded to the four corners of the blocking plate 512, and the fastening plate 522 may be welded to the corner reinforcing member 521.
  • the axial force distribution unit 52 may further include a cross pillar 523 configured between the blocking plate 512 and the fastening plate 522.
  • the cross pillar 523 is disposed between the blocking plate 512 and the fastening plate 522 to take a cross structure extending from the center between the four corner reinforcing members 521.
  • the cross pillar 523 disperses the axial force received from the fastening plate 522, and transmits the axial force uniformly to the blocking plate 512 together with the corner reinforcing member 521.
  • the blocking plate 512 of the end connecting portion 51 and the corner reinforcing member 521 and the cross pillar 523 of the axial force distribution unit 52 are configured to compress the closed steel tube support 40. And it has the advantage of improving the buckling performance.
  • the fastening reinforcing member 53 is used to firmly fasten the closed steel tube support 40 fitted to the end connection pipe 511.
  • at least one first fastening hole () is formed at each side of the closed steel tube support 40, and the second fastening hole () corresponding to the first fastening hole () is formed at the end connection pipe 511. Is formed.
  • the fastening reinforcing member 53 passes through the first fastening hole 511a of the end connecting pipe 511 to reinforce the fastening force of the bolt 54 which is screwed from the outside to the inside of the closed steel pipe brace 40 of the It is mounted to the second fastening hole 40a formed at the end.
  • the fastening reinforcing member 53 is a fitting portion 531 to be fitted to the second fastening hole (40a) of the closed steel tube support 40, and the engaging portion 532 formed at the end of the fitting portion 531 Equipped.
  • the fitting portion 531 is forcibly pressed into and fixed to the second fastening hole 40a of the closed steel tube support 40. That is, the fitting portion 531 is approximately equal to or slightly larger than the second fastening hole 40a, and is forcibly pressed into the second fastening hole 40a, thereby being inserted into and fixed to the second fastening hole 40a.
  • the thickness of the fitting portion 531 is the same as the thickness of the closed steel tube support 40, the fitting portion 531 is filled in the second fastening hole (40a).
  • the fitting portion 531 has a vertical spline protrusion 532 formed on the outer circumferential surface thereof.
  • the spline protrusion 532 is press-compressed and pressed to obtain an increased coupling fixation force. That is, as the sharp edges of the spline protrusion 532 are compressed by force indentation, the sharp shape disappears and the structure is compressed to the inner surface of the second fastening hole 40a. Is further increased.
  • the locking portion 532 is configured at the end of the fitting portion 531 to be caught when the fitting portion 531 is inserted into the second fastening hole 40a. That is, the outer diameter of the locking portion 532 is formed larger than the outer diameter of the fitting portion 531. At this time, the locking portion 532 is formed with a screw hole 534 penetrating from the fitting portion 531 therein, the bolt 54 is a screw hole (through the fitting portion 531 and the locking portion 532) Screwed through 534).
  • the axial force distribution unit configured to be connected to the other side of the piezoelectric sheet 30 or jack 80, the other end of the end connection portion 51 Since it is blocked by 52, in order to couple the closed steel tube support 40 inserted and inserted into one open side of the end connecting portion 51 to the end connecting portion 51, only by a method of inserting and tightening a bolt from the outside. This is possible.
  • the fastening reinforcing member 53 is forcedly pressed into the second fastening hole 40a of the closed steel tube support 40 as described above, so that the bolt is inserted and tightened even by external tightening of the closed steel tube support 40.
  • End portion can be firmly and easily coupled to the end connecting portion 51, through which the closed steel tube support (40) is maintained in a state that is firmly connected to the piezo chapter (30).
  • the brace end connecting device 50 is the end of the closed steel pipe brace 40 Is fastened to, the fastener 30 and the jack 80 is fastened to the closed steel pipe brace 40 can be coupled to the piezo chapter 30.
  • the fastening reinforcing member 53 is forcibly pressed into and fixed to the second fastening hole 40a of the closed steel tube support 40, so that the end of the closed steel tube support 40 is also simply tightened by external tightening. It can be firmly and easily coupled to the end connecting pipe 511, through which the closed steel tube support 40 can be maintained firmly connected to the piezo chapter 30.
  • the brace end connecting device 50 has the effect of uniformly dispersing the axial force due to earth pressure at the end of the closed steel brace 40, accordingly compression and buckling of the closed steel brace 40 Performance is improved.
  • 19 is a plan view showing the relationship between the closed steel tube support and the central connection device shown in FIG.
  • the brace central linking device 60 is configured to connect two pulverized steel braces 40 when the closed steel pipe braces 40 are used as braces, when the closed steel pipe braces 40 are arranged in succession.
  • FIG. 20 is a perspective view showing the relationship between the closed steel tube support and the central connection device shown in Figure 19
  • Figure 21 is an exploded perspective view of the central connection device shown in Figure 20.
  • the reinforcement central connection device 60 includes a central connection portion 61 having both sides open, and two end ends of the two closed steel braces 40 are inserted and fastened inside the open both sides of the central connection portion 61.
  • the central connection portion 61 includes an upper cover 611 and a lower cover 612 that surround the rectangular closed steel tube support 40.
  • the upper cover 611 is combined with the upper outer surface of the closed steel tube support 40 to take the shape of covering the top of the closed steel tube support (40).
  • the lower cover 612 is combined with the lower outer surface of the closed steel tube support 40 to take the shape of covering the lower portion of the closed steel tube support (40).
  • the lower cover 612 may serve as a support for supporting the closed steel pipe brace 40 is connected when performing the operation of fixing the rectangular steel pipe brace 40 as a brace. That is, the lower cover 612 is installed at the end of one closed steel tube brace 40, and the upper cover 611 is installed at the end of another closed steel tube brace 40. Then, after fixing the position by fixing the position of the closed steel pipe brace 40 is installed with a lower cover 612, and then the other cover of the closed steel pipe brace 40, the upper cover 611 is installed on the lower cover 612 installed at the end By seating the end, it is possible to stably support another closed steel pipe support 40 to be connected.
  • the equipment for lifting and moving another closed steel tube support 40 in the process of connecting two closed steel tube support 40, the lower cover 612 mounted on one closed steel tube support 40 is Since it supports another closed steel pipe support 40, it is not used can increase the efficiency of equipment operation.
  • the fastening of the upper cover 611 and the lower cover 612 may be made by a fastening member such as a bolt, a nut in a portion where the two members contact.
  • the brace central connection device 60 may further include a diaphragm 62, the diaphragm 62 is disposed between the two closed steel tube braces 40 arranged in succession in the central connection portion 61, the upper cover 611 and the lower cover 612 are configured inside each.
  • the diaphragm 62 is preferably welded to the inner intermediate position of each of the upper cover 611 and the lower cover 612.
  • the diaphragm 62 configured as described above allows the axial force due to earth pressure to be uniformly distributed over the entire end portion of the closed steel tube brace 40 even if two end portions of the closed steel tube brace 40 supported by each other are displaced by deformation. Accordingly, the compression and buckling performance of the closed steel tube support 40 is improved.
  • the upper cover 611 and the lower cover 612 each have a horizontal portion and a vertical portion which is bent and extended from both ends of the horizontal portion.
  • the bending reinforcement member 63 may be further included to surround the bent portion, protruding along the horizontal portion and the vertical portion.
  • the bending reinforcing member 63 may be formed in a portion bent at the lower end of the vertical portion, that is, the portion where the upper cover 611 and the lower cover 612 contact. Such bending reinforcement member 63 serves to prevent deformation of the bending portion that is a weak part.
  • the bending reinforcing member 63 may be formed in plural, and the present invention may further include a vertical portion reinforcing member 64 protruding from a vertical portion between the plurality of bending reinforcing members 63. Can be.
  • the reinforcement central connection device 60 is a fastening reinforcement member 65 is used to securely fasten the closed steel pipe reinforcement 40 fitted to the central connection portion 61, the reinforcing reinforcement member 65 at this time the reinforcement Since it is the same as the fastening reinforcing member 65 in the end connection device 50, the description thereof will be omitted.
  • FIG. 22 is a perspective view illustrating a relationship between the closed steel brace and the brace support device shown in FIG. 1
  • FIG. 23 is a perspective view of the brace support device shown in FIG. 22,
  • FIG. 24 is an exploded view of the brace support device shown in FIG. 23. Perspective view.
  • the brace fixing device 70 When the brace fixing device 70 is used as a rectangular steel pipe closed steel brace 40, when the closed steel brace 40 is seated on the support beam 90, the closed steel brace 40 to the support beam (90) Tighten it.
  • the brace fixing device 70 is provided with a horizontal portion 71 in contact with the horizontal plane of the closed steel tube brace 40, a vertical portion 72 extending from the horizontal portion 71.
  • the horizontal portion 71 forms a structure corresponding to the horizontal surface to cover the horizontal surface of the closed steel tube support 40, preferably take the shape of a band.
  • a horizontal portion 71 is divided into two and configured to be detachable. That is, the horizontal portion 71 is preferably separated from the intermediate point has a form having a vertical portion 72 on each side.
  • the hinge portion 73 which can be fastened while being rotated with each other is formed at a portion separated from the horizontal portion 71.
  • the hinge portion 73 includes a first protruding member 731 protruding upward on the separated portion of the horizontal portion 71, a second protruding member 732 protruding upward on the other side, and a first protruding member.
  • the hinge shaft 733 penetrates 731 and the second protruding member 732.
  • the first protruding member 731 protrudes upward on one side of the separated portion of the horizontal portion 71, and a first hinge hole 731a is formed in the longitudinal direction of the closed steel tube support 40.
  • the second protruding member 732 is spaced apart from each other on the other side of the separated portion of the horizontal portion 71 and protrudes upwards, the second hinge hole 732a is formed in the longitudinal direction of the closed steel tube support (40). .
  • the hinge shaft 733 has a first hinge hole 731a when the first protrusion member 731 is sandwiched between the second protrusion members 732 so that the first hinge hole 731a and the second hinge hole 732a communicate with each other. ) And the second hinge hole 732a.
  • a bolt may be utilized, and in addition, a nut fastened to the bolt may be used. Accordingly, the first protrusion member 731 and the second protrusion member 732 of the hinge portion 73 are configured to rotate about the hinge shaft 733.
  • the hinge portion 73 configured as described above allows one side portion and the other portion portion of the horizontal portion 71 to be rotated with respect to each other when being fastened, whereby the horizontal portion 71 and the vertical portion 72 are simply fixed at right angles.
  • the vertical portion 72 is a portion extending from the horizontal portion 71, and forms a structure corresponding to the vertical surface so as to contact the vertical surface of the closed steel tube support 40, and more preferably a band-shaped horizontal portion 71 and Take the shape with the same width and thickness.
  • the brace fixing device 70 is bent reinforcing member 74 protruding along the horizontal portion 71 and the vertical portion 72 to surround the bent portion from the horizontal portion 71 to the vertical portion 72 It may further include.
  • Such bending reinforcement member 74 serves to prevent deformation of the bending portion that is a weak part.
  • the bending reinforcing member 74 may be formed in plural, and preferably may be formed on both sides at the bent portion of the upper surface of the brace support device 70, respectively.
  • the brace fixing device 70 further includes a fastening portion 75 that extends outward from the end of the vertical portion 72 to contact the upper surface of the support beam 90, wherein the fastening member such as bolts and nuts It can be fastened to the support beam 90 of the lower side.
  • the reinforcement fixing device 70 may further include a lower reinforcing member 76 connecting side portions of the vertical portion 72 and the fastening portion 75.
  • the lower reinforcing member 76 may prevent deformation of the bent portion, which is a weak portion between the vertical portion 72 and the fastening portion 75.
  • the reinforcement fixing device 70 having the configuration as described above is mounted on the support beam 90 when the square steel pipe is used as the closed steel pipe support 40 so as to have sufficient compressive rigidity for the compression of earth pressure during the construction of the temporary wall construction. Wrapped around the closed steel tube support (40) and both ends are fastened to the upper portion of the support beam 90, can firmly fix the closed steel pipe support (40) to the support beam 90, has the advantage that can be reused again after dismantling Have
  • 25 is a flow chart showing an embodiment of a construction method for earthquake temporary construction according to the present invention.
  • the temporary construction method for constructing the wall As shown in the figure, the temporary construction method for constructing the wall according to the present invention, H-shaped steel installation step (S10), post pile installation step (S20), excavation step (S30), earth plate installation step (S40) for wall formation , Sash installation step (S50), the support beam installation step (S60) and the support beam installation step (S70).
  • the earth plate installation step (S30) to the buttress installation step (S70) is repeatedly performed until the construction of the earthenware temporary installation.
  • the H-shaped steel installation step (S10) for forming the wall and the earth plate installation step (S40) for forming the wall are combined to form a wall installation step.
  • the construction of the earthenware temporary installation according to the present invention is drilled more than the excavation depth by using a perforator along the edge of a predetermined space for excavation at the civil engineering site, and then piles such as H beams (11) for the formation of walls into the perforation hole Go through the process of driving the root (S10).
  • the supporting beam 90 for supporting the closed steel tube support 40 should be mounted.
  • the post pile 20 made of H beam or the like is formed. After puncturing in the same manner as the H-beam (11) for driving through the process (S20).
  • This excavation step (S30) is not made at once but proceeds by dividing into several times to repeatedly install the earth plate 12, the piezo sheet 30 and the closed steel tube support 40 while digging the ground.
  • the strip installation step (S50) is a process of placing the PS strip 30 on the inner surface of the wall, the mounting step for mounting the bow hanger (not shown) on the wall is first performed (S51). Subsequently, the PS sheet seating process of seating the PS sheet 30 on the bobbin is performed (S52). Then, the pressing bracket mounting process of mounting the pressing bracket (not shown) on the wall to fix the position by pressing the sheet 30 is in progress (S53). Accordingly, the PS sheet 30 may be firmly fixed to the inner surface of the wall. When a predetermined space is formed between the wall and the PS sheet 30, the member such as H-shaped steel is filled by welding or the like to form the sheet 30. ) Can be kept steady and steady.
  • the support beam installation step (S60) is a process of mounting the support beam 90 supporting the closed steel tube support 40 to the post pile 20, a piece bracket mounting process (S61) and the support beam fastening process (S62) Is done. That is, in order to install the support beam 90, first, a piece bracket mounting process (S61) for mounting a piece bracket (not shown) on one side of the post pile 20 is performed, and then the support beam 90 is a piece bracket. Supporting beam fastening step (S62) to be seated on is made. Accordingly, the closed steel tube support 40 is stably supported by the support beam 90.
  • the brace installation step (S70) is a process of mounting the end of the closed steel pipe brace 40 to the support beam 90, and at the same time to both ends of the closed steel pipe brace 40 to the piezo chapter (30).
  • This support installation step (S70) consists of the end fastening step (S71), the central connection step (S72) and the fixing step (S73).
  • the end of the closed steel pipe support (40) is fastened to the PS 30 using the brace end connecting device (50), and in the central connection process (S72), if the length between the walls of both sides is long brace
  • the central connection device 60 is connected to each other a plurality of closed steel tube support beam 40, in the fixing process (S73) using the support beam fixing device 70 to fix the closed steel pipe support beam 40 to the support beam (90). Done.
  • the earth plate installation step (S30) to the brace installation step (S70) is repeatedly performed until the construction of the earthenware temporary installation.
  • the floor slab is installed.
  • Figure 26 is a flow chart showing another embodiment of a construction method for earthquake tents according to the present invention.
  • the construction method for earthquake temporary installation includes a step (S150) and the buttress installation step (S160). At this time, the excavation step (S130) to the buttress installation step (S160) is repeatedly performed until the construction of the earthenware temporary installation.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Hydrology & Water Resources (AREA)
  • Working Measures On Existing Buildindgs (AREA)

Abstract

La présente invention porte sur une structure temporaire de maintien de terre, laquelle structure est installée de façon à empêcher un mur de terre de s'effondrer du fait d'une pression à partir de la terre agissant sur le mur de terre pendant des travaux d'excavation. L'invention décrite comprend : un raidisseur PS installé sur un mur de maintien de terre installé de façon temporaire; et des poutrelles de contreventement en tuyau en acier installées entre le raidisseur PS et des piliers de montant ou entre les piliers de montant afin de supporter le mur de maintien de terre installé de façon temporaire. Selon la présente invention avec la configuration ci-dessus, des matériaux de renfort ne sont pas requis, car des poutrelles de contreventement en tuyau en acier sont utilisées. De plus, la distance entre des poutrelles de contreventement en tuyau en acier peut être accrue de façon à assurer un espace de travail suffisant en utilisant le raidisseur PS, qui est un raidisseur court ayant une grande section transversale.
PCT/KR2011/003955 2011-05-27 2011-05-30 Structure temporaire de maintien de terre et son procédé de construction WO2012165669A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
KR1020110050540A KR20120131996A (ko) 2011-05-27 2011-05-27 흙막이 가시설 구조 및 그 시공방법
KR10-2011-0050540 2011-05-27

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KR102003212B1 (ko) * 2018-10-30 2019-07-25 (주)우진건설 이중 강선을 갖는 띠장 조립체
KR102680017B1 (ko) * 2023-01-04 2024-07-01 김기철 가시설용 버팀 구조물

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