WO2021107249A1 - Procédé de fabrication d'une poutre précontrainte pour l'amélioration de la courbure transversale et procédé de construction d'un pont à poutre l'utilisant - Google Patents

Procédé de fabrication d'une poutre précontrainte pour l'amélioration de la courbure transversale et procédé de construction d'un pont à poutre l'utilisant Download PDF

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Publication number
WO2021107249A1
WO2021107249A1 PCT/KR2019/017603 KR2019017603W WO2021107249A1 WO 2021107249 A1 WO2021107249 A1 WO 2021107249A1 KR 2019017603 W KR2019017603 W KR 2019017603W WO 2021107249 A1 WO2021107249 A1 WO 2021107249A1
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WIPO (PCT)
Prior art keywords
girder
tension
tension force
prestressed girder
prestressed
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PCT/KR2019/017603
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English (en)
Korean (ko)
Inventor
구민세
구호원
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주식회사 엠에스
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Publication of WO2021107249A1 publication Critical patent/WO2021107249A1/fr

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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/28—Concrete reinforced prestressed

Definitions

  • the present invention relates to a manufacturing method of a prestressed girder in which some strands are divided into two or more tensions to improve lateral curvature, and a method for constructing a girder bridge using the same, and more particularly, transverse curvature occurs when prestress is introduced into the girder. It relates to a method of manufacturing a prestressed girder for improvement of lateral curvature that can minimize lateral curvature and a construction method of a girder bridge using the same.
  • a girder using a tension strand has been developed and used to prevent deformation or deflection of the structure due to load.
  • a girder (hereinafter, abbreviated as "PS girder") that introduces a compressive stress by such a stranded wire is classified according to the composition of the material constituting the girder.
  • the PS girder is a prestressed concrete girder (PSC girder) composed of only concrete without a steel I-girder, and a prestressed steel with a steel I-girder having a predetermined stiffness inside the concrete section. It is classified as a Prestressed Steel Composite Girder.
  • the PS girder refers to a beam in which a compressive stress (prestress) is introduced in advance through a tension member disposed inside the cross section in order to offset the tensile stress occurring in the concrete by its own weight and external load.
  • a compressive stress pretress
  • FIG. 1 is a front view showing a domestic standard cross-section PSC beam used as a bridge girder.
  • FIG. 2 is a cross-sectional view showing the arrangement of the tension member in the central portion of the PSC beam of FIG.
  • the tension member is fixed at the end of the beam and a large concentrated load is applied, so a large concrete cross section is required. Therefore, as shown in Fig. 1, since a large acupressure stress is generated at the anchoring position, anchoring tools are vertically arranged in a line on the cross section of the concrete beam. This is to secure a large anchoring cross-section capable of resisting acupressure stress, and to respond to an external force moment generated in a parabolic shape.
  • the tension member is disposed at the lower part of the section as far away from the horizontal neutral axis (HNA) as possible through the center of the concrete section. Therefore, when each tension member is sequentially tensioned, the tension members 13 and 14 arranged eccentrically on the vertical neutral axis (VNA) generate an eccentric load, and thus have a structural defect in which transverse curvature occurs.
  • the transverse stiffness of the beam (the stiffness of the beam resisting transverse bending) must be increased to prevent transverse bending or to fabricate the PS beam within an allowable transverse displacement.
  • the cross-section is enlarged, its own weight is greatly increased, which tends to become uneconomical. Therefore, there is a need for a method capable of minimizing lateral curvature while increasing the stiffness of the cross section to a minimum.
  • the recently improved PS beam minimizes its own weight and selects the optimal cross-section that maximizes the flexural rigidity, so the cross-section is very small and the height is low, so the lateral rigidity is very small.
  • the reality is that there is a high risk of damage and safety accidents, as well as a decrease in the load-bearing capacity of the bridge and the occurrence of a collapse accident during construction or construction of beams due to transverse bending.
  • the first object of the present invention is to effectively suppress the transverse curvature of the girder that occurs when the prestress is introduced. Therefore, the prestressed girder is manufactured by dividing the tension of the left and right strands causing eccentricity to improve the transverse curvature. is to provide a way.
  • a second object of the present invention is to provide a method of constructing a girder bridge using a method of manufacturing a prestressed girder for improving transverse curvature so as to secure stability against transverse curvature during construction of the girder bridge.
  • a method for tensioning a girder in which two or more side strands disposed on the left and right of a girder vertical neutral axis (VNA) are installed the side strands are to be connected
  • a beam production step of manufacturing a beam by installing two or more anchorages, a first tension force introduction step of tensioning the first side stranded wire with a first tension force that is less than the design tension force, and a first tension force that exceeds the first tension force and is less than the design tension force
  • an embodiment of the present invention provides a construction method of a girder bridge using the manufacturing method of the prestressed girder for improving the lateral curvature described above.
  • the initial strand can be used as it is because the strand is tensioned multiple times at a level that is not damaged.
  • the present invention makes it possible to manufacture a high-quality PS girder that minimizes the amount of lateral curvature, which is a problem, especially when lengthening the span.
  • FIG. 1 is a front view showing a domestic standard cross-section PSC beam used as a bridge girder.
  • Figure 2 is a cross-sectional view showing the arrangement of the tension member in the central portion of the PSC beam of Figure 1;
  • FIG. 3 is a flowchart for explaining a method of manufacturing a PS girder according to the present invention.
  • Figure 4 is a perspective view for explaining the PS girder according to the present invention.
  • FIG. 5 is a cross-sectional view showing a first embodiment of the PS girder according to the present invention.
  • FIG. 6 is a cross-sectional view showing a second embodiment of the PS girder according to the present invention.
  • FIG. 7 is a cross-sectional view showing a third embodiment of the PS girder according to the present invention.
  • FIG. 8 is a cross-sectional view showing the arrangement of the tension member in the central part of the PS girder of FIG.
  • FIG. 9 is a cross-sectional view showing a fourth embodiment of the PS girder according to the present invention.
  • FIG. 10 is a cross-sectional view showing a fifth embodiment of the PS girder according to the present invention.
  • FIG. 11 is a cross-sectional view showing a sixth embodiment of the PS girder according to the present invention.
  • FIG. 12 is a cross-sectional view showing a seventh embodiment of the PS girder according to the present invention.
  • FIG. 13 is a cross-sectional view showing an eighth embodiment of the PS girder according to the present invention.
  • FIG. 14 is a plan view showing a PS girder provided with a concrete protrusion according to the present invention.
  • FIG. 15 is a cross-sectional view showing a PS girder provided with a concrete protrusion according to the present invention.
  • 16 is a schematic diagram for explaining the compressive force generated during tension of the strand installed on the existing PS girder.
  • 17 is a schematic view for explaining the compressive force generated during tension of the strand installed on the PS girder according to the present invention.
  • FIG. 18 is a flowchart for explaining the construction method of the girder bridge according to the first embodiment of the present invention.
  • 19 is a flowchart for explaining the construction method of the girder bridge according to the first embodiment of the present invention.
  • 20 is a flowchart for explaining the construction method of the girder bridge according to the second embodiment of the present invention.
  • 21 is a flowchart for explaining the construction method of the girder bridge according to the second embodiment of the present invention.
  • FIG. 22 is a flowchart for explaining the construction method of the girder bridge according to the third embodiment of the present invention.
  • FIG. 23 is a flowchart for explaining the construction method of the girder bridge according to the third embodiment of the present invention.
  • 'PS girder manufacturing method' a method of manufacturing a prestressed girder for improving lateral curvature according to preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.
  • FIG. 3 is a flowchart for explaining a method of manufacturing a PS girder according to the present invention
  • FIG. 4 is a perspective view for explaining a PS girder according to the present invention
  • FIG. 5 is a first embodiment of a PS girder according to the present invention It is a cross-sectional view showing
  • the method of manufacturing a PS girder according to the present invention is 2 on the left and right sides of the vertical neutral axis so as to deviate from the vertical neutral axis (VNA) with respect to the vertical neutral axis (VNA) of the girder, respectively.
  • VNA vertical neutral axis
  • VNA vertical neutral axis
  • the girder may be configured to include an upper flange and an abdomen connected to the lower portion of the upper flange. And the girder may be configured to include an upper flange and a lower flange and an abdomen connecting the upper flange and the lower flange.
  • the abdomen connected to the lower part of the upper flange may be formed to have a reduced left and right width than the upper flange.
  • the abdomen connecting the upper flange and the lower flange may be formed to have a reduced left and right width than the upper flange and the lower flange.
  • the girder has a first central strand 111 installed so as to be positioned on a vertical neutral axis between the first side strand 112 and the second side strand 113, and a vertical lower portion of the first central strand 111.
  • the second central strand 114 installed to be positioned on the neutral axis
  • the third side strand 115 installed to be positioned in a diagonal direction of the second side strand 113 with respect to the vertical neutral axis
  • the first side with respect to the vertical neutral axis
  • the fourth side strand 116 installed to be positioned in the diagonal direction of the strand 112, the third central strand 117 installed to be positioned on the vertical neutral axis of the lower part of the second central strand 114, and the second central strand 117 based on the vertical neutral axis
  • the fifth side strand 118 installed to be positioned in the diagonal direction of the 4 side strand 116 and the sixth side strand 119 installed to be positioned in the diagonal direction of the third side strand 115
  • the central strand installed on the vertical neutral axis of the girder or the side strand installed outside the vertical neutral axis may be installed so as to be directly embedded in the concrete.
  • the side strands may be placed inside the concrete through a sheath duct, and after being tensioned, they may be embedded through an attachment mortar or an adhesive mortar in the interior of the sheath pipe.
  • the manufacturing method of the girder according to the present invention as shown in Fig. 3, the beam manufacturing step (S1), the first tension force introduction step (S10), the second tension force introduction step (S20), and the third tension force introduction Step S30 is included.
  • the first tension force introduction step (S10) the first side strand 112 is tensioned with a first tension force less than the design tension force.
  • the second tension force introduction step (S20) the second side strand 113 positioned in the opposite direction to the first side strand 112 with respect to the vertical neutral axis exceeds the first tension force and is less than or equal to the design tension.
  • the third tension force introduction step (S30) the first side strand 112 is tensioned again with a third tension force that is overlapped with the first tension force and is less than the design tension force while exceeding the second tension force.
  • the girder means a girder capable of introducing a compressive stress using the tension of the stranded wire.
  • the PS girder 100 means a girder in which a compressive stress is introduced using the tension of a strand.
  • the side strands and the central strands may be provided in the entire section of the girder.
  • the anchorage installed at the distal end of the side strand and the central strand to fix the side strand and the central strand to the girder is preferably installed at the end of the girder.
  • the manufacturing method of the PS girder according to the present invention includes a beam manufacturing step (S1).
  • the beam manufacturing step (S1) is a fixture to be connected to the first side strand 112 and the second side strand 113 so that the first side strand 112 and the second side strand 113 can be fixed to the end of the girder. is installed at the end of the girder.
  • an anchorage to which each strand will be connected is installed at the end of the girder.
  • the center of the anchorage to which the strand will be connected is installed to almost coincide with the Horizontal Neutral Axis (HNA) of the cross section of the beam, and the error range is 16.67% to prevent tensile stress from occurring at the top and bottom of the end.
  • the neutral axis means a straight line connecting the points where the normal stress generated in the cross section becomes 0 when the bending moment acts on the girder.
  • A cross-sectional area
  • M length of beam cross-section
  • ⁇ h up-and-down length of beam cross-section
  • M length due to P
  • P tension
  • ⁇ e eccentric distance
  • c h
  • I second moment of cross-section
  • the eccentric distance is formed to be 0.1667h or less according to the following [Equation 1].
  • the manufacturing method of the PS girder according to the present invention may further include a first central strand tension step (S5) after the beam fabrication step (S1).
  • the first central strand tension step (S5) is a step of tensioning the first central strand 111 located on the vertical neutral axis between the first side strand 112 and the second side strand 113 with a preset design tension.
  • the manufacturing method of the PS girder according to the present invention includes a first tension force introduction step (S10).
  • the first tension force introduction step (S10) is a step of tensioning the first side strand 112 with a first tension force that is less than the design tension force.
  • the first side strand 112 is tensioned to a level where the number of tensions of the first side strand 112 is reduced while reducing the difference in the eccentric moment between the left and right sides of the girder based on the vertical neutral axis of the girder.
  • the first side strand 112 can be tensioned using a jack for tension.
  • this step (S10) it is possible to tension the first side strand 112 with a tension of 40% to 60% of the desired design tension. This tension is to minimize the transverse bending displacement occurring on one side of the girder with respect to the vertical neutral axis and to reduce the number of tensions of the first side strand 112 .
  • the design tension of the first side strand 112 is 200 tons
  • a tension of 80 tons to 120 tons is introduced into the first side strand 112 through a jack for tension.
  • the present invention is not limited thereto.
  • the manufacturing method of the PS girder according to the present invention includes a secondary tension force introduction step (S20).
  • the second tension force introduction step (S20) is a step of introducing a second tension force exceeding the first tension force to the second side strand 113. In this step (S20), while recovering the transverse displacement generated by the first side strand 112, the transverse displacement generated on the other side of the girder with respect to the vertical neutral axis is minimized.
  • the second side strand 113 is tensioned with a second tension force that is less than the design tension while exceeding the first tension force.
  • the second side strand 113 can be tensioned using a jack for tension.
  • the second side strand 113 may be tensioned with a tension of 75% to 100% of the desired design tension.
  • the design tension of the second side strand 113 is 200 tons in the second tension force introduction step (S20)
  • a tension force of 200 tons is introduced into the second side strand 113 through a tension jack.
  • the tension of the second side strand 113 becomes unnecessary in the future.
  • the number of tensions is minimized to 1 total.
  • a step of additionally tensioning the second side strand 113 after the third tension force introduction step (S30) is required, but it occurs on the other side of the girder The resulting lateral curvature displacement is reduced.
  • the step of additionally straining is a process for introducing a total design tension of 100% to the second side strand 113 .
  • the manufacturing method of the PS girder according to the present invention includes a third tension force introduction step (S30).
  • the third tension force introduction step (S30) is a step of introducing a third tension force that is superimposed on the first tension force on the first side strand 112 and is greater than or equal to the second tension force and less than or equal to the design tension force. In this step (S30), while recovering the transverse displacement generated by the second side strand 113, the transverse displacement generated on one side of the girder with respect to the vertical neutral axis is minimized.
  • a value combined with the first tension force is equal to or less than the design tension force, and is greater than or equal to a value obtained by subtracting the first tension force from the second tension force.
  • this step (S30) it is possible to tension the first side strand 112 to a tension of 40% to 60% of the desired design tension.
  • the present invention tensions the first side strand 112 with 50% of the design tension in the first tension force introduction step (S10), and 100% tension in the second tension force introduction step (S20). It is preferable to tension the two side strands 113 . Then, in the present invention, it is preferable to tension the first side strand 112 with the remaining 50% of the design tension in the third tension force introduction step (S30). This is because, since the process of tensioning the first side strand 112 and the second side strand 113 is minimized, the manufacturing time of the prestressed girder is reduced.
  • the design tension of the first side strand 112 and the second side strand 113 is 200 tons
  • the first tension force is 100 tons
  • the second tension force is 200 tons.
  • 100 tons can be introduced as the third tension force. That is, if the third tension force is 100 tons, it overlaps with the first tension force 100 tons and is 200 tons, so that the condition of not less than the second tension force and less than the design tension force is satisfied.
  • the first side strand 112 is tensioned to 50% of the design tension, and then, in the third tension force introduction step (S30), the first side strand 112 is 50% of the If it is tensioned with the design tension, tension of the first side strand 112 becomes unnecessary in the future. Accordingly, the number of tensions of the first side strand 112 is reduced to two.
  • FIG. 6 is a cross-sectional view showing a second embodiment of the PS girder according to the present invention.
  • the second central strand tensioning step S35 is a step of tensioning the second central strand 114 located on the vertical neutral axis under the first central strand 111 with a preset design tension.
  • the second central strand 114 is tensioned using a jack for tension.
  • a tension force of 200 tons is introduced into the second central strand 114 .
  • This second central strand tension step (S35) may be performed after tensioning the first side strand 112 through the third tension force introduction step (S30) as shown in FIG. 6 . And the second central strand tension step (S35) may proceed between the first central strand tension step (S5) and the first tension force introduction step (S10).
  • Figure 7 is a cross-sectional view showing a third embodiment of the PS girder according to the present invention
  • Figure 8 is a cross-sectional view showing the arrangement of the tension member in the central part of the PS girder of
  • FIG. 9 is a cross-sectional view showing a fourth embodiment of the PS girder according to the present invention.
  • the method of manufacturing a PS girder according to the present invention further includes a fourth tension force introduction step (S40) after the third tension force introduction step (S30) or the second central strand tension step (S35) can do.
  • the fourth tension force introduction step (S40) is a step of tensioning the third side strand 115 located in the diagonal direction of the first side strand 112 with respect to the vertical neutral axis to a fourth tension force that is less than the design tension.
  • the third side strand 115 is tensioned to a level where the number of tensions of the third side strand 115 is reduced while reducing the difference in the eccentric moment between the left and right sides of the girder based on the vertical neutral axis of the girder.
  • the third side strand 115 may be tensioned using a jack for tension.
  • this step (S40) it is possible to tension the third side strand 115 to a tension of 40% to 60% of the desired design tension. This is to minimize the transverse bending displacement occurring on the other side of the girder with respect to the vertical neutral axis and to reduce the number of tensions of the third side strand 115 .
  • a tension of 80 to 120 tons can be introduced to the third side stranded wire 115 through the tension jack, but this not limited
  • the method for manufacturing a PS girder according to the present invention may further include a fifth tension force introduction step (S50).
  • the fifth tension force introduction step (S50) is a step of introducing a fifth tension force exceeding the fourth tension force to the fourth side strand 116 located in the diagonal direction of the second side strand 113 with respect to the vertical neutral axis. to be. In this step (S50), while recovering the transverse displacement generated by the third side strand 115, the transverse displacement generated on the other side of the girder with respect to the vertical neutral axis is minimized.
  • the fourth side strand 116 is tensioned with a fifth tension force that is less than the design tension while exceeding the fourth tension.
  • the fourth side strand 116 can be tensioned using a jack for tension.
  • the fourth side strand 116 may be tensioned with a tension of 75% to 100% of the desired design tension.
  • a tension of 200 tons is introduced into the fourth side strand 116 through a tension jack.
  • a step of additionally tensioning the fourth side strand 116 is required after the 6th tension introduction step (S60), but on the other side of the girder The resulting lateral curvature displacement is reduced.
  • the step of additionally straining is a process for introducing a total design tension of 100% to the fourth side strand 116 .
  • the method of manufacturing a PS girder according to the present invention may further include a sixth tension force introduction step (S60).
  • the sixth tension force introduction step (S60) is a step of introducing a sixth tension force that is superimposed on the fourth tension force on the third side strand 115 and is equal to or greater than the fifth tension force and less than or equal to the design tension force. In this step (S60), while recovering the transverse displacement generated by the fourth side strand 116, the transverse displacement generated on one side of the girder with respect to the vertical neutral axis is minimized.
  • the value combined with the fourth tension force is equal to or less than the design tension force, and is greater than or equal to the value obtained by subtracting the fourth tension force from the fifth tension force.
  • the third side strand 115 may be tensioned with a tension of 40% to 60% of the desired design tension, but is not limited thereto.
  • the present invention tensions the third side strand 115 with a tension of 50% of the design tension in the fourth tension force introduction step (S40), and in the fifth tension force introduction step (S50), 100% tension. It is desirable to tension the four side strands 116 . Subsequently, in the present invention, it is preferable to tension the third side strand 115 with the remaining 50% of the design tension in the sixth tension force introduction step (S60). This is to provide the effect that the manufacturing time of the prestressed girder is shortened since the process of tensioning the third side strand 115 and the fourth side strand 116 is minimized.
  • the design tension of the third side strand 115 and the fourth side strand 116 is 200 tons
  • the fourth tension is 100 tons
  • the fifth tension is 200 tons.
  • 100 tons can be introduced as the sixth tension force. That is, if the sixth tension force is 100 tons, the fourth tension force is overlapped with 100 tons and is 200 tons, so the condition of being equal to or greater than the fifth tension force and less than the design tension force is satisfied.
  • FIG. 10 is a cross-sectional view showing a fifth embodiment of the PS girder according to the present invention.
  • the method of manufacturing a PS girder according to the present invention may further include a third central strand tension step (S65) after the sixth tension force introduction step (S60).
  • the third central strand tension step (S65) is a step of tensioning the third central strand 117 positioned on the vertical neutral axis under the second central strand 114 with a preset design tension.
  • FIG. 11 is a cross-sectional view showing a sixth embodiment of the PS girder according to the present invention.
  • the method of manufacturing a PS girder according to the present invention may further include a seventh tension force introduction step (S70) after the sixth tension force introduction step (S60) or the third central strand tension step (S65). .
  • the seventh tension force introduction step (S70) is a step of tensioning the fifth side strand 118 with a seventh tension force that is less than the design tension force.
  • the fifth side strand 118 is tensioned to a level where the number of tensions of the fifth side strand 118 is reduced while reducing the difference in the eccentric moment between the left and right sides of the girder with respect to the vertical neutral axis of the girder.
  • the fifth side strand 118 can be tensioned using a jack for tension.
  • the fifth side strand 118 may be tensioned with a tension of 40% to 60% of the desired design tension, but is not limited thereto. This is to minimize the transverse bending displacement occurring on one side of the girder with respect to the vertical neutral axis and to reduce the number of tensions of the fifth side strand 118 .
  • the design tension of the fifth side strand 118 is 200 tons in the seventh tension introduction step (S70)
  • a tension of 80 tons to 120 tons is introduced into the fifth side strand 118 through a tension jack.
  • the method of manufacturing a PS girder according to the present invention may further include an 8th tension force introduction step (S80) after the 7th tension force introduction step (S70).
  • the eighth tension force introduction step (S80) is a step of introducing an eighth tension force exceeding the seventh tension force to the sixth side strand 119. In this step (S80), while recovering the transverse displacement generated by the fifth side strand 118, the transverse displacement generated on the other side of the girder with respect to the vertical neutral axis is minimized.
  • the sixth side strand 119 is tensioned with the eighth tension force that is less than the design tension while exceeding the seventh tension.
  • the sixth side strand 119 can be tensioned using a jack for tension.
  • the sixth side strand 119 may be tensioned with a tension of 75% to 100% of the desired design tension.
  • the design tension of the sixth side strand 119 is 200 tons
  • a tension force of 200 tons is introduced into the sixth side strand 119 through a tension jack.
  • the sixth side strand 119 is tensioned to 100% of the design tension in the 8th tension force introduction step (S80), the tension of the sixth side strand 119 becomes unnecessary later, so the sixth side strand ( 119) is minimized to 1 total.
  • a step of additionally tensioning the sixth side strand 119 is required after the ninth tension introduction step (S90), but on the other side of the girder The resulting lateral curvature displacement is reduced.
  • the step of additionally straining is a process for introducing a total design tension of 100% to the sixth side strand 119 .
  • the method of manufacturing a PS girder according to the present invention may further include a ninth tension introduction step (S90) after the eighth tension force introduction step (S80).
  • the ninth tension force introduction step (S90) is a step of introducing a ninth tension force that overlaps the seventh tension force and is equal to or greater than the eighth tension force and less than or equal to the design tension force to the fifth side strand 118. In this step (S90), while recovering the transverse displacement generated by the sixth side strand 119, the transverse displacement generated on one side of the girder with respect to the vertical neutral axis is minimized.
  • a value combined with the seventh tension force is equal to or less than the design tension force, and is greater than or equal to a value obtained by subtracting the seventh tension force from the eighth tension force.
  • the fifth side strand 118 may be tensioned with a tension of 40% to 60% of the desired design tension, but is not limited thereto.
  • the present invention tensions the fifth side strand 118 with a tension of 50% of the design tension in the 7th tension force introduction step (S70), and 100% tension in the 8th tension force introduction step (S80). It is desirable to tension the 6 side strands 119 . Next, in the present invention, it is preferable to tension the fifth side strand 118 with the remaining 50% of the design tension in the ninth tension force introduction step (S90).
  • the first to fourth side strands 112, 113, 115, and 116 are preferably tensioned at the ends in the same direction. This is the minimum that must be introduced to the entire girder even if the loss of tension force occurs overlappingly along the longitudinal direction of the girder when the tension force is introduced to all strands with 100% design tension at one end of the girder when the length of the girder is 40m or less. This is because a compressive force greater than the compressive force is introduced to the other end of the girder.
  • the first side strand 112 and the second side strand 113 are preferably tensioned at one end of the girder.
  • the third side strand 115 and the fourth side strand 116 are preferably tensioned at the other end of the girder opposite to the one end.
  • first and second side strands 112 and 113 and the third and fourth side strands 115 and 116 are in opposite directions to each other, when the tension force is introduced at the end of the girder with 100% of the design tension, the compressive force greater than the desired value in the entire girder. This is introduced This is because the tension of the first and second side strands 112 and 113 and the tension of the third and fourth side strands 115 and 116 complement each other.
  • the first central strand 111, the first side strand 112, and the second side strand 113 are tensioned at one end of the girder and the second central strand ( 114), the third side strand 115, the fourth side strand 116, and the third central strand 117 are preferably tensioned at the other end of the girder opposite to the one end.
  • the first central strand 111, the first side strand 112, the second side strand 113, and the second central strand 114 are tensioned at one end of the girder.
  • the third side strand 115, the fourth side strand 116, the fifth side strand 118, and the sixth side strand 119 are preferably tensioned at the other end of the girder opposite to the one end.
  • FIG. 12 is a cross-sectional view showing a seventh embodiment of a PS girder according to the present invention
  • FIG. 13 is a cross-sectional view showing an eighth embodiment of a PS girder according to the present invention.
  • the aforementioned PS girder 100 may be installed such that the transverse curved reinforcement 120 for suppressing the occurrence of buckling of the girder in the center of the girder along the longitudinal direction of the girder is interpolated as shown in FIGS. 12 and 13 .
  • Any one of steel bars, H-beams, L-beams, T-beams, and C-beams may be used as the transverse curved reinforcing material 120 .
  • the transverse curvature reinforcing material 120 functions to minimize transverse curvature displacement that may occur due to the difference in tensile force in the tension force introduction steps ( S10 , S20 , S30 ).
  • a pair of transverse curvature reinforcing materials 120 may be provided so as to be symmetrical on both left and right sides with respect to the vertical neutral axis (VNA) of the girder in order to inhibit the occurrence of transverse curvature.
  • the pair of buckling reinforcement 120 may be provided on the upper part of the girder, the lower part of the girder, or both in order to prevent the occurrence of buckling of the girder.
  • the transverse curvature reinforcing material 120 is interpolated in a 'L' shape at the right end of the upper flange of the girder to prevent transverse curvature and maximize the cross-sectional rigidity in the vertical direction, as shown in FIG. 13 .
  • the L-beam is interpolated to the left end of the upper flange so as to be symmetrical with respect to the vertical neutral axis (VNA).
  • the transverse curved reinforcement 120 is preferably formed in a length of 0.1 to 0.3 times the length of the girder. At this time, if the transverse curved reinforcing material 120 is formed to be less than 0.1 times the length of the girder, there may be a problem that the function of preventing buckling is not expressed. And when the transverse curved reinforcing material 120 is formed to exceed 0.3 times the length of the girder, the improvement in the function of preventing buckling is insignificant, but the manufacturing cost increases and thus economic efficiency may be reduced.
  • FIG. 14 is a plan view showing a PS girder provided with a concrete protrusion according to the present invention
  • FIG. 15 is a cross-sectional view showing a PS girder provided with a concrete protrusion according to the present invention.
  • the girder according to the present invention may include a concrete protrusion provided to protrude from the upper flange at the center of the upper flange along the longitudinal direction of the upper flange in order to inhibit the occurrence of lateral curvature.
  • the concrete protrusion may be provided on the side surface or the bottom surface at both ends of the upper flange based on the longitudinal direction of the upper flange.
  • such a concrete protrusion is formed with a length of 0.1 to 0.3 times the length of the girder. At this time, if the concrete protrusion is formed to be less than 0.1 times the length of the girder, there may be a problem that the function to prevent buckling is not expressed. And when the concrete protrusion is formed to exceed 0.3 times the length of the girder, the improvement of the function to prevent buckling is insignificant, but the manufacturing cost increases, so that economic efficiency is deteriorated and workability is deteriorated.
  • the upper limit of the width of the concrete protrusion provided to the side at both ends of the upper flange may be determined according to the distance between the girders and the width of the girders installed parallel to the girders. More specifically, the width of the concrete protrusion is formed to have a length of (interval between girders - the width of the girder)/2 or less. For example, if the interval between the girder and the adjacent girder is 2.6m and the width of the girder is 1.2m, it is preferable that the concrete protrusion be formed to have a width of 0.7m or less.
  • Figure 16 is a plan view for explaining the compressive force generated when the tension of the strand installed in the existing PS girder
  • Figure 17 is a plan view for explaining the compressive force generated when the tension of the strand installed in the PS girder according to the present invention.
  • the PS girder manufactured by the method of manufacturing a PS girder according to the present invention does not coincide with the central axis of the girder and the tension axis of the strand when tensioning the strand as shown in FIG. 17, so the center of the girder depends on the position of the strand. Compressive forces of different magnitudes are introduced respectively in the axial direction and in the opposite direction. Thereby, the PS girder suppresses the occurrence of lateral curvature during tension of the strand.
  • the present invention provides a method of constructing a girder bridge using the prestressed girder manufactured by the manufacturing method of the prestressed girder for improving lateral curvature.
  • FIG. 18 is a flowchart for explaining the construction method of the girder bridge according to the first embodiment of the present invention
  • FIG. 19 is a flowchart for explaining the construction method of the girder bridge according to the first embodiment of the present invention.
  • the construction method of the girder bridge according to the first embodiment of the present invention is a construction method of a short span girder bridge, and one end of the prestressed girder is mounted on the first abutment 310, and the one end A mounting step (S110) of mounting the other end opposite to the second abutment 320 (S110), a coupling step (S120) of fixing one end of the prestressed girder to the first abutment 310, and an upper portion of the prestressed girder
  • the slab pouring step (S130) of pouring and curing the slab concrete 400, and raising the other end of the prestressed girder mounted on the second abutment 320 compressive force on the slab concrete 400 integrated into the prestressed girder Including a compressive force introduction step (S140) to introduce.
  • one end of the prestressed girder is mounted on the first abutment 310 in order to be fixed to the first abutment 310, and the other end opposite to the one end is mounted on the first abutment 310. It is mounted on the height adjusting device installed on the second abutment 320 .
  • a connecting means is installed between one end of the prestressed girder and the first abutment 310 to connect one end of the prestressed girder and the first abutment 310.
  • a plurality of steel rods are embedded in the first abutment 310 in the vertical direction, and a connection steel plate having a connection hole is installed in the lower part of one end of the prestress girder, and the connection of the connection steel plate Assemble the connecting steel plate and the steel rod so that the steel rod is inserted into the hole.
  • the slab pouring step (S130) constituting the construction method of the girder bridge according to the present invention, sleeve concrete is installed so that vehicles, etc. can pass through the upper part of the prestressed girder. If necessary, in the slab pouring step (S130), concrete is poured from the upper surface of the first abutment 310 to the lower surface of the slab concrete 400 so that the prestressed girder, the first abutment 310, and the slab concrete 400 are integrated. and curing.
  • the other end of the prestressed girder mounted on the second abutment 320 is raised through the height adjusting device to introduce the compressive force to the slab concrete 400. make it As described above, the compressive force previously introduced into the slab concrete 400 can offset the tensile force generated in the slab concrete 400 according to the use of the girder bridge, thereby preventing cracks in the slab concrete 400 .
  • Figure 21 is a flowchart for explaining the construction method of the girder bridge according to the second embodiment of the present invention.
  • the construction method of the girder bridge according to the second embodiment of the present invention is a construction method of a two-span girder bridge.
  • the construction method of such a girder bridge consists of a first prestressed girder (hereinafter abbreviated as 'first PS girder') and a second prestressed girder composed of a prestressed girder manufactured by a manufacturing method of a prestressed girder for improving lateral curvature.
  • a lifting step (S210) of raising the end of the second PS girder 200 adjacent to the, and the raised first PS girder 100 end and the second PS girder 200 end of the upper end of the slab concrete 400 is poured It includes a slab installation step (S220), and a lowering step (S230) of lowering the end of the raised first PS girder 100 and the end of the second PS girder 200.
  • the ascending step (S210) constituting the construction method of the girder bridge according to the present invention includes a mounting process, a coupling process, and an ascending process.
  • the mounting process is a process of mounting the first PS girder 100 and the second PS girder 200 on the first abutment 310 and the second abutment 320 and the pier 330 so as to face each other in a straight line.
  • the height adjusting device 500 is installed on the upper portion of the pier 330 located between the first abutment 310 and the second abutment 320 .
  • the height adjusting device 500 is installed between the first PS girder 100 and the pier 330 and between the second PS girder 200 and the pier 330 , respectively.
  • the bonding process is a process performed after the deferment process.
  • one end of the first PS girder 100 is fixed to the first abutment 310
  • one end of the second PS girder 200 is fixed to the second abutment 320 .
  • the ascent process is a process performed after the bonding process.
  • This ascending process is a process to recover the loss of pre-stress force generated in the central part of the PS girder after the production of the PS girder, and to offset the tensile stress generated in the central part of the girder by subsequent descent.
  • the adjacent first PS girder 100 and the second PS girder 200 are connected, and the first PS girder 100 and the second The sleeve concrete 400 is installed so that a vehicle, etc. can pass through the upper part of the PS girder 200 so that the first PS girder 100 and the second PS girder 200 are continuous with each other.
  • the slab concrete 400 is poured and cured on the upper portions of the first PS girder 100 and the second PS girder 200 .
  • crossbeam concrete may be poured and cured between the first PS girder 100 and the second PS girder 200 .
  • This crossbeam concrete provides a function of connecting the spaced apart spaces of the first PS girder 100 and the second PS girder 200, while connecting the neighboring girders in the left and right directions.
  • the slab concrete 400 is a crossbeam provided between the upper part of the first PS girder 100 , the upper part of the second PS girder 200 , and the first PS girder 100 and the second PS girder 200 . It can be poured integrally on top of concrete.
  • the first and second girders (100, 200) disposed at a higher position than the other end (the end located in the opposite direction to the neighboring girder) through the ascending step (S210) It is a step of lowering one end (the end facing the neighboring girder) to the position of the other end.
  • one end of the first and second girders 100 and 200 is lowered through the height adjusting device 500 to introduce a compressive force to the slab concrete 400 .
  • the tensile stress may be introduced into the slab concrete 400 and cracking may occur, but the tensile stress is resolved by the compressive stress introduced through the ascending step (S210).
  • FIG. 22 is a flowchart for explaining the construction method of the girder bridge according to the third embodiment of the present invention
  • FIG. 23 is a flowchart for explaining the construction method of the girder bridge according to the third embodiment of the present invention.
  • the construction method of the girder bridge according to the third embodiment of the present invention is a construction method of a three-span girder bridge.
  • the construction method of such a girder bridge consists of a first PS girder 100, a third PS girder 600, and a second PS girder 200 composed of a prestressed girder manufactured by a manufacturing method of a prestressed girder for improving lateral curvature.
  • the first PS girder 100 and the third PS girder 600 and the third PS girder 600 and the adjacent portion of the second PS girder 200 is raised to raise Step (S310), the first PS girder 100, the second PS girder 200, and the third PS girder 600, the slab installation step of pouring the slab concrete 400 on the top (S320), and the raised and a lowering step 3230 of lowering the adjacent portions of the first PS girder 100 and the third PS girder 600 and the adjacent portions of the third PS girder 600 and the second PS girder 200 .
  • the ascending step (S310) constituting the construction method of the girder bridge according to the present invention includes a mounting process, a coupling process, and an ascending process.
  • the mounting process constituting the raising step (S310) is sequentially performed with the first shift 310 and the first PS girder 100, the third PS girder 600, and the second PS girder 200 to face each other on a straight line. It is a process of mounting on the second abutment 320 and the pier 330 .
  • the pier 330 may be composed of a first pier and a second pier provided at the front end and the rear end of the third PS girder 600 .
  • the first pier 330 and the upper portion of the second pier 330 is a height adjustment device 500 is installed.
  • the height adjusting device 500 is installed between the first PS girder 100 and the first pier 330 and between the second PS girder 200 and the second pier 330 , respectively.
  • the bonding process constituting the rising step (S310) is a process that proceeds after the mounting process, and one end of the first PS girder 100 is fixed to the first abutment 310, and the second PS girder 200 is fixed. One end of the is fixed to the second abutment (320).
  • the ascending process constituting the ascending step (S310) is a process performed after the combining process.
  • This ascending process the end of the first PS girder 100 and the third PS girder 600 adjacent to the third PS girder 600 together with both ends of the third PS girder 600 through the height adjusting device 500 ) to raise the end of the second PS girder 200 adjacent to.
  • This ascending process is a process to recover the loss of pre-stress force generated in the central part of the PS girder after the production of the PS girder, and to offset the tensile stress generated in the central part of the girder by subsequent descent.
  • the adjacent first PS girder 100 and the third PS girder 600 are connected, and the third PS girder 600 and the second It connects between the PS girder 200, and the sleeve concrete 400 is formed so that a vehicle can pass through the upper part of the first PS girder 100, the second PS girder 200, and the third PS girder 600.
  • the first PS girder 100, the second PS girder 200, and the third PS girder 600 are serialized with each other.
  • the first PS girder 100, the second PS girder 200, and the slab concrete 400 is poured and cured on the upper portion of the PS girder 600.
  • crossbeam concrete may be poured and cured between the first PS girder 100 and the third PS girder 600 , and also between the third PS girder 600 and the second PS girder 200 . It is also possible to pour and cure cross-beam concrete.
  • This crossbeam concrete connects the separation space of the first PS girder 100 and the third PS girder 600, and connects the separation space of the third PS girder 600 and the second PS girder 200, in the left and right direction It provides the function of connecting neighboring girders with
  • the slab concrete 400 is the upper part of the first PS girder 100 , the upper part of the third PS girder 600 , the upper part of the second PS girder 200 , and the first PS girder 100 and It may be integrally poured on the upper part of the crossbeam concrete provided between the third PS girder 600 and the upper part of the crossbeam concrete provided between the third PS girder 600 and the second PS girder 200 .
  • the descending step (S330) constituting the construction method of the girder bridge according to the present invention, it is a step of lowering the adjacent portion of each PS girder raised through the ascending step (S310) to the initial position.
  • both ends of the third PS girder 600 through the height adjustment device 500 in order to introduce a compressive force to the slab concrete 400, the front end of the first PS girder 100 and the second PS girder Both ends of the third PS girder 600 are lowered to be positioned on the same line as the rear end of the 200 .
  • tensile stress may be introduced into the slab concrete 400 to cause cracking, but the tensile stress is resolved by the compressive stress introduced through the ascending step (S210).

Abstract

L'invention divulgue un procédé de fabrication d'une poutre précontrainte pour améliorer la courbure transversale qui peut réduire au minimum l'apparition d'une courbure transversale lors de l'introduction d'une précontrainte sur une poutre et un procédé de construction d'un pont à poutre l'utilisant. À cet effet, l'invention concerne un procédé de fabrication d'une poutre précontrainte pour améliorer la courbure transversale et, plus particulièrement, un procédé de fabrication d'une poutre avec deux brins d'acier latéraux disposés sur les côtés gauche et droit de l'axe neutre vertical de la poutre, le procédé comprenant : une étape de fabrication de poutrelle consistant à fabriquer une poutrelle par l'installation de deux ancrages ou plus auxquels les brins d'acier latéraux doivent être raccordés ; une étape d'introduction d'une première force de précontrainte pour la précontrainte du premier brin d'acier latéral avec la première force de précontrainte qui est plus faible qu'une force de précontrainte de conception ; une étape d'introduction d'une deuxième force de précontrainte pour la précontrainte du second brin d'acier latéral avec la deuxième force de précontrainte qui est égale ou inférieure à la force de précontrainte de conception et dépasse la première force de précontrainte ; et une étape d'introduction d'une troisième force de précontrainte pour la précontrainte du premier brin d'acier latéral à nouveau avec la troisième force de précontrainte qui chevauche la première force de précontrainte et est égale ou inférieure à la force de précontrainte de conception et est égale ou supérieure à la deuxième force de précontrainte. Selon la présente invention, au lieu d'augmenter la surface de section transversale de la poutre précontrainte ou d'installer un matériau en acier séparé, il est possible de supprimer l'apparition d'une excentricité qui provoque une courbure transversale de la poutre uniquement par précontrainte de certains brins d'acier deux fois ou plus de deux fois, ce qui permet de réduire au minimum une différence entre les espaces gauche et droit de la poutre précontrainte.
PCT/KR2019/017603 2019-11-28 2019-12-12 Procédé de fabrication d'une poutre précontrainte pour l'amélioration de la courbure transversale et procédé de construction d'un pont à poutre l'utilisant WO2021107249A1 (fr)

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