Rahmen structure capable of introducing load effect opposite to acting load in gravity direction through secondary tension of tension member installed in parabolic shape and construction method thereof

Abstract

Disclosed are: a Rahmen structure in which an upper structure and an abutment having significantly greater cross-sectional rigidity than a pier are integrated in order to prevent a Rahmen bridge from collapsing due to an earthquake load or the like; and a construction method thereof. To this end, the Rahmen structure comprises: an abutment; a plurality of girders sitting on the abutment; a plurality of longitudinal tension members inserted into the girder in a parabolic shape along the longitudinal direction of the girder to introduce a plurality of compressive forces into the girder, and installed in the girder such that the far ends are exposed at the front of the girder; a first movable anchoring element installed in front of the girder and on the longitudinal tension members exposed at the front of the girder so that the far ends of the longitudinal tension members are anchored to the girder; and a connection slab sitting on the plurality of girders. According to the present invention, a shear connector and the longitudinal tension members installed in the girder can absorb horizontal and vertical displacements, and thus can preventing the Rahmen bridge from collapsing even when an earthquake load due to an earthquake is applied to the Rahmen bridge.

Description

A frame structure capable of introducing a load effect opposite to the applied load in the direction of gravity through secondary tension of a tension member installed in a parabolic shape, and a construction method thereof

[0001] The present invention relates to a frame structure for connecting a connecting slab to a girder instead of an abutment, and a construction method thereof, and more particularly, to a frame structure capable of stably installing a connecting slab on a girder even if a parapet used to secure the connecting slab is omitted from the abutment, and a construction method thereof.

[0002]

[0003] Typically, in girder bridges, a shoe is installed to transfer the load of the bridge superstructure to the bridge substructure (abutment, pier), so construction is simple and economical.

[0004] However, the driving performance may be reduced due to the expansion joints installed at the joints of the superstructure and the battlements that are part of the alternating section, and there are many cases where defects and wear occur in the expansion joints and support devices, so there are disadvantages in that maintenance work is not easy due to the need to replace them and the disruption caused by maintenance and traffic blockage.

[0005] In addition, when the superstructure and piers are connected by fixed supports, they have the problem of being very vulnerable to horizontal and vertical vibrations caused by earthquakes and sudden braking of heavy vehicles.

[0006] Thus, the need for a bridge construction method that can replace the fixed support with a movable support and remove the support device and joint device of the rahmen corner part has arisen, and the rahmen bridge developed to meet this need is a structure that integrates the bridge superstructure and the abutment.

[0007] However, although the conventional frame bridge has the advantage of having a sturdy structure because the bridge superstructure and abutment are integrated, when an earthquake occurs, horizontal vibrations occur in addition to vertical vibrations, and in particular, horizontal vibrations have the characteristic of being greater in areas close to the ground surface.

[0008] In particular, damage to ramen bridges caused by earthquakes can cause damage to the substructures such as abutments, piers, and foundations, or the superstructures such as girders and floor plates can detach from the substructure, ultimately leading to the collapse of the superstructure.

[0009] In this way, conventional frame bridges were mainly researched and developed from the perspective of firmly connecting the substructure and superstructure as one body, but because there was no reasonable and complete solution for the vertical connection between the abutment and superstructure and the negative moment section (the section where cracks occur in the floor slab), they had the disadvantage of being vulnerable in terms of preventing bridge destruction in the event of an earthquake.

[0010] Figure 1 is a side view schematically showing the basic structure of a conventional ramen bridge.

[0011] Referring to Fig. 1, in a conventional ramen bridge, a girder (30) supporting a top slab (13) is integrated with a chest wall (20) supporting a connecting slab (12), that is, the abutment side end of the girder (30) is fixed and connected to the chest wall (20) and is supported by a seat device (11) at the top of the abutment.

[0012] The integral joint between the alternating end of the girder (30) and the chest wall (20) is formed by inserting the end of the girder (30) into the indentation formed in the chest wall (20), then pouring and filling concrete into the indentation so that the end of the girder (30) is embedded in the chest wall (20). This conventional ramen bridge has the following problems in the joint method between the chest wall (20) and the girder (30).

[0013] In the conventional ramen bridge, when connecting a girder (30) and a battle wall (20), it is essential to form the same number of indentations as the number of girders (30) to be connected on the front surface of the battle wall (20), and in particular, there was a problem that the ends of the girders had to be accurately inserted or connected to the indentations prior to pouring the filling concrete, which is the actual connecting process between the girder (30) and the battle wall (20).

[0014] That is, in a state where a battlement is installed on the bridge (10), a process of inserting the end of the girder (30) into the indentation formed in the battlement at an accurate position and posture must be performed first, and in particular, in the case of a bridge with a relatively long span of the girder (30), this causes a serious problem during construction, as both ends of the girder (30) must be inserted into the indentations formed in the battlement (20) on both sides of the girder (30) at once.

[0015] If one end of the girder (30) is temporarily placed on the abutment (10), the lower ground of the bridge, or other facilities, and only the other end of the girder (30) is tied, and the girder (30) is moved with equipment such as a crane and connected to the battlement (20), the installation work of the girder (30) can be performed much more easily. However, in the case of a conventional frame bridge, the girder end needs to be accurately inserted into the inlet at the same time, so temporary placement and position adjustment work are virtually impossible.

[0016] In addition, as the plan specifications of the bridge change, if the specifications of the girder (30) are slightly adjusted or the number of girders (30) is increased or decreased, there is also a problem that the parapet (20) in which the same number of inlets as the girders (30) are formed must also be manufactured separately each time.

[0017] In addition, in order to stably connect the chest wall (20) to the girder (30), a separate reinforcing bar must be installed between the chest wall (20) and the girder (30), which increases the construction time of the ramen bridge, and since the chest wall (20) blocks the external exposure of the anchorage installed on the girder, there is a problem in that it is impossible to additionally tension the tension member through the anchorage.

[0018] In this way, as time passed after the first tensioning of the girder (30), a significant amount of tension (approximately 20%) was lost due to drying shrinkage, creep, and stress relaxation of the tension member. In the case where the chest wall (20) was installed, access to the tensioning device used for the first tensioning was blocked by the chest wall (20).

[0019] Therefore, the girder bridge equipped with a battlement wall had the problem of having to install an additional tension device on the outside of the girder to compensate for the loss of tension introduced into the girder by the first tension.

[0020]

[0021] Accordingly, the first object of the present invention is to provide a frame structure capable of stably connecting a connecting slab to a girder even without a battlement, and capable of handling a process of introducing tension through a tension member at the front and rear of a girder even when the girder is secured to an abutment by arranging the ends of tension members installed in a parabolic shape along the length of the girder at the front and rear of the girder.

[0022] In addition, a second object of the present invention is to provide a method for constructing a frame structure by using an abutment without a battlement to solve a problem caused by a battlement and providing a space in a girder where a connecting slab can be installed instead of the abutment.

[0023]

[0024] In order to achieve the first object of the present invention, in one embodiment of the present invention, a frame structure is provided, including an abutment, a plurality of girders mounted on the upper portion of the abutment, a plurality of longitudinal tension members installed on the girder in a parabolic shape along the longitudinal direction of the girder so as to be able to introduce a plurality of compressive forces to the girder, the longitudinal tension members being exposed to the front of the girder so that the ends of the longitudinal tension members are fixed to the girder, and a first movable anchorage installed in the front of the girder, and a connecting slab mounted on the upper portion of the plurality of girders.

[0025] In addition, in order to achieve the second object of the present invention, in one embodiment of the present invention, a method for constructing a ramen structure is provided, including a preprocessing step of installing a longitudinal tension member in a girder so that the longitudinal tension member is inserted in a parabolic shape along the longitudinal direction of the girder and the end thereof is exposed forward, and installing a movable anchorage device in the longitudinal tension member and the girder so that the end of the longitudinal tension member exposed to the outside of the girder is fixed to the front of the girder, a girder installation step of installing the girders that have passed the preprocessing step on the upper surface of the abutment in the width direction of the abutment, and a connecting slab connecting step of installing a connecting slab on the upper part of the girder to connect the connecting slab to the girder.

[0026]

[0027] According to the present invention, since the movable anchorage for fixing the longitudinal tension member is not covered by the battlement, work on additional tension of the longitudinal tension member at the front and rear of the girder fixed to the abutment is possible.

[0028] In addition, since the present invention omits the battlement, the tension member used for the primary tension of the girder can be reused for the secondary tension of the girder, or even if a tension member for the secondary tension is separately prepared and used for the secondary tension, installation of the tension member on the outside of the girder is unnecessary, thereby improving the constructability and economy of the frame bridge.

[0029] In addition, the present invention can stably connect a connecting slab to a girder even when an abutment without a chest wall is used instead of an abutment with a chest wall, and the construction speed is improved because the process of integrating the chest wall with the girder is unnecessary.

[0030] In addition, the present invention can prevent the girder from falling due to wind load even without separately installing a device to prevent the girder from falling due to wind load during construction when the vertical tension members are fixed to the upper end of the girder as movable anchorages.

[0031]

[0032] Figure 1 is a side view schematically showing the basic structure of a conventional ramen bridge.

[0033] Fig. 2 is a side view illustrating a ramen structure according to the first embodiment of the present invention.

[0034] Figure 3 is a side view illustrating a ramen structure according to a second embodiment of the present invention.

[0035] Figure 4 is a partially cut perspective view illustrating a shift-girder connecting layer according to the present invention.

[0036] Figure 5 is a cross-sectional view showing the installation space of longitudinal tension members according to the location of the girder.

[0037] Figure 6 is a graph showing the bending moment due to the equivalent load for the secondary tension force after the shift and girder are integrated.

[0038] Fig. 7 is a cross-sectional view showing a girder on which the shear connecting member of the present invention is installed.

[0039] Fig. 8 is a side view illustrating a ramen structure according to a third embodiment of the present invention.

[0040] Fig. 9 is a plan view for explaining the ramen structure of Fig. 8.

[0041] Fig. 10 is a side view illustrating a ramen structure according to a fourth embodiment of the present invention.

[0042] Figure 11 is a graph showing the difference in bending moment due to applied load and equivalent load depending on whether the girder and the abutment are integrated or not.

[0043] Figure 12 is a flowchart for explaining a method for constructing a ramen structure according to one embodiment of the present invention.

[0044] Figure 13 is a flowchart for explaining a method for constructing a ramen structure according to another embodiment of the present invention.

[0045]

[0046] Hereinafter, with reference to the attached drawings, a ramen structure (hereinafter abbreviated as “ramen structure”) capable of introducing a load effect opposite to the applied load in the direction of gravity through secondary tension of a tension member installed in a parabolic shape according to preferred embodiments of the present invention will be described in detail.

[0047]

[0048] FIG. 2 is a side view for explaining a ramen structure according to a first embodiment of the present invention, and FIG. 3 is a side view for explaining a ramen structure according to a second embodiment of the present invention.

[0049] Referring to FIGS. 2 and 3, a ramen structure according to the present invention includes an abutment (10), a plurality of girders (20) mounted on the upper portion of the abutment (10), a longitudinal tension member (30) installed on the girder (20) in a parabolic shape along the longitudinal direction of each girder (20), a first movable anchorage (40) installed at an end of the longitudinal tension member (30) exposed to the outside of the girder (20), and a connecting slab (50) mounted on the upper portion of the plurality of girders (20). The name of the movable anchorage (40) is given because the anchorage moves as the tension member is elongated by tension.

[0050] The frame structure of the present invention includes all types of structures in which the abutment (10) and the superstructure can be integrated, i.e., structures using girders [PSC girders, composite girders, PSC box girders] manufactured on the ground, steel box structures assembled on the ground, and slab structures constructed on a foundation. Here, in the case of building structures, the outermost outer columns are regarded as the abutments of a bridge.

[0051]

[0052] Below, each component is described in more detail with reference to the drawings.

[0053] Referring to FIGS. 2 and 3, the ramen structure according to the present invention includes an alternator (10).

[0054] The above-mentioned shift (10) provides a settling space for the girder (20), and a pair of fixed anchors spaced apart from each other so as not to overlap the girder (20) can be buried inside. This pair of fixed anchors is buried in the girder (20) located in the negative moment section of the girder (20) so as to introduce a compressive stress in the vertical direction in the negative moment section of the girder (20).

[0055]

[0056] Referring to FIGS. 2 and 3, the ramen structure according to the present invention includes a girder (20).

[0057] The above girder (20) is installed on the abutment (10), and refers to a prefabricated girder (20), that is, a girder (20) manufactured on the ground or a girder (20) assembled on the ground, and any one of a PSC girder, a composite girder, and a box girder can be used.

[0058] These girders (20) are integrated with the abutment (10) at one end, and in the case of single spans, are integrated with the abutment (10) at the other end opposite to the one end. Here, in the case of piers and building structures, a movable point is installed on the inner column.

[0059] In addition, a plurality of girders (20) may be installed at regular intervals on the abutment (10). For example, a plurality of girders (20) may be installed at regular intervals in a row on the upper surface of the abutment (10) in the width direction of the abutment (10).

[0060] Figure 4 is a partially cut perspective view illustrating a shift-girder connecting layer according to the present invention.

[0061] If necessary, the girder (20) may be provided with an upper connecting jaw (25) formed recessed in the upper surface of the front end, the upper surface of the rear end, or both, so as to block movement in the direction of the girder while the end of the connecting slab (50) is secured to the girder (20), as shown in FIGS. 3 and 4. More specifically, the upper connecting jaw (25) may be formed in the form of a recessed groove that provides a connecting space so that the connecting slab (50) can be connected, as shown in FIGS. 3 and 4. At this time, the recessed groove may be formed in a rectangular parallelepiped structure so that the connecting slab (50) can be stably secured to the girder (20).

[0062]

[0063] Figure 5 is a cross-sectional view showing the installation space of longitudinal tension members according to the location of the girder.

[0064] Referring to FIGS. 2 and 5, the ramen structure according to the present invention includes a longitudinal tension member (30).

[0065] The above longitudinal tension member (30) is installed in the girder (20) in a parabolic shape along the longitudinal direction of each girder (20) so as to be able to introduce multiple circuits of compressive force, and is inserted into the girder (20) along the longitudinal direction of the girder (20) so as to offset the burden of the fixed load of the bridge and building structure (self-weight of the girder (20) and self-weight of the slab concrete, etc.) and the load generated during use, thereby introducing tension force.

[0066] The longitudinal tension member (30) may be connected at one end to a fixed anchorage embedded in the girder (20), or may be connected to a movable anchorage (40) installed on the outside of the girder (20). In addition, the longitudinal tension member (30) may be connected at the other end opposite to the one end to a first movable anchorage (40) installed on the outside of the girder (20).

[0067] More specifically, in the case of PSC girders, PSC box girders, and steel box girders, the longitudinal tension member (30) is embedded in concrete in the shape of a parabola to respond to the applied moment, and in the case of steel box girders and steel composite girders, the tension member is installed in a state of parallel curves and straight lines according to the design conditions. Here, the applied moment means a positive moment, i.e., a moment that generates tensile stress at the bottom of the girder, and a negative moment, i.e., a moment that generates tensile stress at the top of the girder.

[0068] And, the composite girder is installed by burying longitudinal tension members (30) inside the lower casing concrete and tension members arranged in a curved manner installed on the steel girder's abdomen, and the steel box girder is installed by burying a tube in a curved manner on the inner abdomen of the steel box girder and installing tension members therein, and then pouring filling concrete inside the tube.

[0069] The above longitudinal tension member (30) is tensioned using a first movable anchorage (40) installed at the end of the girder (20), thereby introducing a compressive force to the girder (20), and then is fixed to the girder (20). More specifically, the first movable anchorage (40) connected to the longitudinal tension member (30) is generally installed at the front or rear end of the girder (20).

[0070] The longitudinal tension members (30) may be installed in multiple pieces on the girder, and some may be used during the first tensioning, and the remainder may be used during the second tensioning. For example, if five longitudinal tension members (30) are installed on the girder, two are used during the first tensioning, and the remaining three are used during the second tensioning. Accordingly, no lateral buckling occurs at all during the first tensioning.

[0071]

[0072] Referring to FIGS. 2 and 3, the ramen structure according to the present invention includes a first movable anchorage member (40).

[0073] The above first movable anchor (40) is installed at the end of the longitudinal tension member (30) exposed to the outside of the girder (20) so that tension can be introduced to the longitudinal tension member (30). Before introducing tension, the longitudinal tension member (30) is fixed to the end of the girder (20).

[0074] The above first movable anchorage (40) introduces tension to the girder (20) through the longitudinal tension member (30) and then fixes the longitudinal tension member (30) to the girder (20).

[0075] If necessary, a washer (not shown) may be provided between the first movable anchor (40) and the girder (20). This washer provides a function of dispersing external force to prevent damage to the girder (20) when applying hydraulic force to tension the longitudinal tension member (30) using the tension jack and the first movable anchor (40) and to press it in the direction of the girder (20).

[0076] The tensile force of the longitudinal tension member (30) using the first movable anchorage (40) is determined by considering the tensile force loss due to drying shrinkage and the secondary dead load and live load.

[0077] In addition, the equivalent load (ω) corresponding to the secondary tension is calculated using the following mathematical expression 1.

[0078] [Mathematical Formula 1]

[0079] ω = 8×p×δ / ℓ 2

[0080] ℓ is the length of the girder, p is the secondary tensile force, δ is the eccentricity of the tension member from the center of the girder, and 8 is the denominator of the maximum moment formula due to a uniformly distributed load in a single span of a simply supported girder.

[0081] Figure 6 is a graph showing the bending moment diagram due to an equivalent load after the beam and girder are integrated. The bending moment diagram introduced into the frame structure by the tensile force acting as the longitudinal tension member is shown as Figure 6 (a) when fixed at both ends, and as Figure 6 (b) when fixed at one end.

[0082] In other words, bending moments (positive moments and negative moments) opposing the secondary dead load and live load are introduced to the girder (20) as well as the abutment (10), and the positive moment due to the floor slab concrete is significantly reduced, which is greatly advantageous for the primary tension.

[0083]

[0084] Referring to FIGS. 2 and 3, the ramen structure according to the present invention includes a connecting slab (50).

[0085] The above connecting slab (50) is connected to the girder (20) by having its end secured to the upper part of the girder (20), and is in contact with the front or rear of the girder (20), and reduces the uneven settlement of the embankment ground or the rising caused by passive earth pressure, thereby preventing a step between the bridge and the bridge connecting pavement.

[0086] This connecting slab (50) can be formed to have a square column structure so that it can be installed on a girder (20) in which an upper connecting jaw (25) is formed, as shown in FIG. 3.

[0087] If necessary, the connecting slab (50) may be provided with a lower connecting protrusion (55) formed in a lower portion of the leading end, the lower portion of the trailing end, or both, so as to block movement in the direction of the girder (20) while the end thereof is secured to the girder (20), as shown in FIG. 2. More specifically, the lower connecting protrusion (55) may be formed in the form of a recessed groove that provides a connecting space so that the girder (20) can be connected, as shown in FIG. 2. At this time, the recessed groove may be formed in a rectangular parallelepiped structure so that the connecting slab (50) can be stably secured to the girder (20).

[0088] In this way, when an upper connecting jaw (25) is formed on the girder (20) or a lower connecting jaw (55) is formed on the connecting slab, the connecting slab (50) can be stably connected to the girder (20) even if a chest wall providing a space for the connecting slab (50) to be installed is not provided on the abutment (10).

[0089]

[0090] Referring to FIG. 3, the ramen structure according to the present invention may further include a shear connecting member (60).

[0091] The above shear connector (60) is installed on both sides of the girder (20) in a direction perpendicular to the longitudinal direction of the girder (20) and may be composed of steel bars or reinforcing bars.

[0092] It is preferable that a plurality of the above shear connectors (60) be installed. For example, four shear connectors (60) may be installed on the left side of the girder (20), and four shear connectors (60) may be installed on the right side of the girder (20), but the present invention is not limited thereto.

[0093] Fig. 7 is a cross-sectional view showing a girder on which the shear connecting member of the present invention is installed.

[0094] In one embodiment, the shear connector (60) according to the present invention may be formed to have a length longer than the width of the girder (20) so that both ends are exposed to the outside of the girder (20) and the central portion is embedded in the interior of the girder (20), as shown in (a) of FIG. 7 in the case of a PSC girder. When the ends of the shear connector (60) are bolted and fixed to the ends of the shear connector (60) by means of nuts or welding, the shear strength of the girder (20) is improved.

[0095] In another embodiment, the shear connector (60) according to the present invention can be joined to the side (belly) of the girder (20) by welding or the like in the case of a composite girder and a box girder, as shown in (b), (c), and (d) of FIG. 7. In addition, the shear connector (60) can be joined to the girder (20) by welding or the like so as to be parallel to the ground, i.e., so as to be horizontally perpendicular to the longitudinal direction of the girder (20).

[0096] Since these shear connectors (60) are perpendicular to the longitudinal and vertical directions of the girder (20), they provide a function of supporting horizontal and vertical forces applied as external forces with shear strength. In this way, when the shear connectors (60) are installed at the ends of the girder, horizontal and vertical displacements can be absorbed through the longitudinal tension member (30) and the shear connectors (60), so that even if horizontal and vertical vibrations due to earthquakes and sudden braking of heavy vehicles are added to the ramen bridge, the collapse of the ramen bridge can be prevented.

[0097]

[0098] FIG. 8 is a side view for explaining a ramen structure according to a third embodiment of the present invention, and FIG. 9 is a plan view for explaining the ramen structure of FIG. 8.

[0099] Referring to FIGS. 8 and 9, the ramen structure according to the present invention may further include a connecting steel member (70).

[0100] The above connecting steel (70) is installed on the upper surface of the girder (20) so that the ends of the vertical tension members (80) used to introduce compressive stress to the abutment (10) and the girder (20) can be fixed to the upper surface of the girder (20), and is formed so that both ends protrude from the upper surface of the girder (20), and a through hole (75) is formed at both ends protruding from the upper surface of the girder (20).

[0101] These connecting steel members (70) provide a through hole (75) so that vertical tensile members (80) can be inserted and connected, and transmit external force transmitted from the upper structure to the vertical tensile members (80) in an alternating manner (10).

[0102] More specifically, the connecting steel (70) is formed to have a length that is longer than the width of the girder (20) so that a through hole (75) can be formed in a space that is not in contact with the girder (20), and a space where the vertical tension member (80) is fixed is provided instead of the girder to prevent damage to the girder (20).

[0103] In a specific embodiment, the connecting steel (70) according to the present invention may be configured as a square bar structure as shown in Fig. 9, or may include a central portion having a square bar structure and a bent portion in which both ends of the central portion are bent in the same direction. For example, the connecting steel (70) may have a longitudinal cross section of ' 'It can be formed to have a morphological structure.

[0104] In addition, a plurality of connecting steel members (70) may be installed along the length of the girder (20) so as not to extend beyond the area facing the abutment (10). This is to ensure that the vertical tension members (80) connected to the abutment (10) can be smoothly connected to the connecting steel members (70).

[0105] The above through hole (75) is provided in the connecting steel (70) to connect the vertical tension member (80) to the connecting steel (70), is formed in the vertical direction of the connecting steel (70), and is provided at the end of the connecting steel (70) that is not in contact with the girder (20). In this way, the connecting steel (70) is configured to have an area that extends to the left and right with respect to the longitudinal direction of the girder (20), and a through hole (75) that can insert the vertical tension member (80) is formed at the extended end.

[0106]

[0107] Referring to FIGS. 8 and 9, the ramen structure according to the present invention may further include a vertical tension member (80).

[0108] The above-mentioned vertical tension member (80) is used to introduce tension between the connecting steel (70) and the abutment (10) to prevent the girder (20) from being separated from the abutment (10). One end of the tension member is connected to a fixed anchorage (15) embedded in the abutment (10), and the other end passes through a through hole (75), and a portion of the tension member is embedded in the abutment (10).

[0109] For example, a pair of vertical tension members (80) includes a first vertical tension member (81) having one end connected to a first fixed anchorage and the other end penetrating a first through hole (75) of a connecting steel member (70), as shown in FIGS. 8 and 9, and a second vertical tension member (82) having one end connected to a second fixed anchorage embedded in a cross member (10) so as to be spaced apart from the first fixed anchorage and the other end penetrating a second through hole (75) of a connecting steel member (70).

[0110] The above-mentioned vertical tension member (80) is exposed to the upper side of the connecting steel (70) while the other end penetrates the through hole (75) of the connecting steel (70), and the central part connecting one end and the other end is exposed to the side of the girder (20).

[0111] In this way, the vertical tension member (80) is installed so as to extend upward from the alternating member (10), and the protruding vertical tension member (80) is inserted into the through hole (75) of the connecting steel member (70) and then tensioned and fixed at the upper portion of the connecting steel member (70) through the second movable fixing member (90).

[0112] The above-mentioned vertical tension member (80) may be a covered steel wire, but is not limited thereto. Since such covered steel wire can be displaced when tension is applied even when directly embedded in concrete, it is a tension member that has the function of introducing compressive force.

[0113] If necessary, when a sheath tube protecting the vertical tension member (80) is buried inside the shift (10), a general steel wire can be used as the vertical tension member (80) provided inside the sheath tube.

[0114] The above-mentioned vertical tension member (80) serves to increase the integration of the abutment (10) and the superstructure to prevent the collapse of the frame structure due to external force. Here, the external force refers to vertical force and horizontal force due to an earthquake, as well as vibration and horizontal force that may occur when a heavy vehicle is suddenly stopped during use.

[0115] These ramen structures increase the integration effect by introducing vertical tension near the end of the girder (20), i.e., in the parent moment section, to achieve complete integration (ramen structuring) of the superstructure and the abutment (10).

[0116] Meanwhile, if the fixed anchorage (15) is composed of a first fixed anchorage and a second fixed anchorage, as illustrated in FIG. 8, the girder (20) mounted on the abutment (10) is positioned between the first fixed anchorage and the second fixed anchorage so as not to overlap the first vertical tension member (81) coupled to the first fixed anchorage and the second vertical tension member (82) coupled to the second fixed anchorage. In this case, the vertical tension members (80) are respectively arranged on the left and right sides of the ends of the girders mounted on the upper surface of the abutment (10).

[0117] If necessary, a plurality of fixed anchors (15) may be provided in a row on the abutment (10) located in the parent moment section of the girder (20). For example, as shown in Fig. 8, a plurality of fixed anchors (15) are installed in a row on the left side of the girder (20) with the girder (20) as the center, and a plurality of fixed anchors (15) are installed in a row on the right side of the girder (20). At this time, the fixed anchors (15) installed on the left side of the girder (20) and the fixed anchors installed on the right side of the girder (20) are installed in the same number so as to face each other.

[0118] When the vertical tension member (80) connected to the above-mentioned fixed anchorage (15) introduces compressive stress in the vertical direction in the parent moment section, the effective cross-section of the shear section, i.e. the cross-sectional stiffness (cross-sectional area, cross-sectional second moment) increases, thereby providing the effect of improving seismic performance.

[0119]

[0120] Referring to FIG. 8, the ramen structure according to the present invention may further include a second movable fixing member (90).

[0121] The above second movable anchor (90) is mounted on the upper surface of the connecting steel (70) and is installed on the other end of the connecting steel (70) and the vertical tension member (80).

[0122] The above second movable anchor (90) secures the end of the vertical tension member (80) that passes through the through hole (75) from the upper side of the girder (20) to the connecting steel (70) so that the shift (10) and the girder (20) do not separate from each other.

[0123] The above second movable anchor (90) introduces compressive stress to the abutment (10) and girder (20) through the vertical tension member (80) and then fixes the vertical tension member (80) to the connecting steel member (70).

[0124] Since the above second movable anchor (90) is connected to the connecting steel (70), construction becomes easy, and a part of the through hole (75) of the connecting steel (70) into which the vertical tension member (80) is inserted can be filled by welding.

[0125] If necessary, a washer (not shown) may be provided between the second movable anchor (90) and the connecting steel (70). This washer provides a function of dispersing the external force to prevent the connecting steel (70) from being damaged when applying hydraulic force to tension the vertical tension member (80) using the tension jack and the second movable anchor (90) and to close it in the direction of the alternation (10).

[0126] In this way, the present invention prevents separation of the abutment (10) and the superstructure even in the event of an earthquake by installing a vertical tension member (80) equipped with a fixed anchorage (15) in the abutment (10) and then introducing tension between the abutment (10) and the superstructure in order to increase the integration effect of the abutment (10) and the superstructure. However, in the case of a slab structure constructed on a foundation, vertical connecting devices and shear connecting devices are not necessary.

[0127]

[0128] Fig. 10 is a side view illustrating a frame structure according to a fourth embodiment of the present invention. Referring to Figs. 4 and 10, the frame structure according to the present invention may further include an alternating-girder connecting layer (110).

[0129] The above-mentioned abutment-girder connecting layer (110) is formed by pouring concrete between the girders (20) above the abutment (10) and the girders (20) so that the abutment (10) and the plurality of girders (20) are integrated, and when the longitudinal tension member (30) exposed in the front of the girder (20) is pulled and tensioned, a load effect opposite to the applied load in the direction of gravity can be introduced, thereby integrating the abutment (10) and the girder. At this time, it is preferable to use non-shrinkage concrete as the concrete poured between the lower part of the girder and the abutment.

[0130] Since the above-mentioned shift-girder connecting layer (110) is provided between girders (20) mounted on the shift (10) and girders (20), vertical tension members (80) and shear connecting members (60) are embedded between girders (20).

[0131] The above-mentioned alternating girder connection layer (110) is formed so that a connecting jaw identical to the upper connecting jaw (25) of the girder (20) is provided between the girders (20) so as to provide a stable anchoring space for the connecting slab (50) as shown in FIG. 4.

[0132] In this way, since the present invention forms an integration of the alternating-girder connecting layer (110) with the alternating (10), the girder (20), the shear connector (60), and the vertical tension member (80), when the longitudinal tension member (30) is pulled and tensioned, a compressive force is introduced to the positive moment section and the negative moment section of the girder (20), so that even without installing a separate tension member in the negative moment section, a compressive force can be introduced to the negative moment section.

[0133] Meanwhile, a frame structure equipped with a battlement wall has a problem in that the longitudinal tension member (30) cannot be tensioned at the front or rear of the girder (20) because the front and rear of the girder (20) are blocked by the battlement wall. In addition, if a movable anchorage (40) capable of tensioning the longitudinal tension member (30) is installed at the side of the girder (20) spaced apart from the end of each girder (20) toward the center of the girder (20), it becomes difficult to form an alternating-girder connecting layer (110) between girders (20).

[0134]

[0135] Referring to FIG. 10, the ramen structure according to the present invention may further include a retaining material (100).

[0136] The above-mentioned support member (100) is provided between the abutment (10) and the girder (20) so that the upper surface of the girder (20) is positioned at the target point. When the upper surface of the girder (20) is not positioned at the target point depending on the surrounding working environment, it assists the girder (20) and plays a role in adjusting the height of the girder (20).

[0137] The above-mentioned retaining member (100) may be made of steel plate pieces of different thicknesses or nuts of different heights, but is not limited thereto. In addition, multiple retaining members (100) may be provided between the abutment (10) and the girder (20).

[0138] When such a retaining member (100) is provided between the abutment (10) and the girder (20), the abutment-girder connecting layer (110) is also formed between the abutment (10) and the girder (20) around the retaining member, so that even if a curved portion is formed on the upper surface of the abutment (10) and the lower surface of the girder (20), the girder (20) is stably supported together with the retaining member (100).

[0139]

[0140] Figure 11 is a graph showing the difference in bending moment due to applied load and equivalent load depending on whether the girder and the abutment are integrated or not.

[0141] Referring to Fig. 11, when the girder is integrated with the abutment, a bending moment (superstructure + substructure) is formed due to the applied load (secondary dead load and live load) as in A. In addition, when the longitudinal tension member exposed to the front of the girder is pulled and tensioned while the girder is integrated with the abutment, a bending moment corresponding to the applied load is introduced not only to the superstructure but also to the positive moment section and negative moment section of the substructure as in B.

[0142] In this way, the bending moment caused by the applied load can be offset by the bending moment introduced by the secondary tension of the longitudinal tension member. Moreover, the secondary tension can reduce the effects of not only dead and live loads, but also drying, shrinkage, and temperature.

[0143]

[0144] FIG. 12 is a flowchart for explaining a method for constructing a ramen structure using a girder according to one embodiment of the present invention, and FIG. 13 is a flowchart for explaining a method for constructing a ramen structure using a girder according to another embodiment of the present invention.

[0145] Referring to FIGS. 12 and 13, the method for constructing a ramen structure according to the present invention includes a preprocessing step (S100) of installing a longitudinal tension member (30) and a movable anchorage member (40) on a girder (20), a girder installation step (S200) of installing the girders (20) that have passed the preprocessing step (S100) on the upper surface of the abutment (10) in the width direction of the abutment (10), and a connecting slab connection step (S300) of installing a connecting slab (50) on the upper portion of each girder (20) to connect the connecting slab (50) to the girder (20).

[0146] Optionally, the present invention comprises: a step of manufacturing an abutment (10) (S50); a step of connecting an upper and lower tension member (80) between an abutment (10) and a girder (20) (S210); an integration step of pouring concrete between girders (20) to form an abutment-girder connection layer (110); a step of introducing compressive stress (S260) to tension the upper and lower tension member (80) with a second movable anchor (90); a step of installing a floor plate (120) on the upper surface of the girder (20) (S270); a tensioning step (S280) to tension the longitudinal tension member (30) installed on the girder (20); and an asphalt concrete layer of pouring asphalt concrete on the upper surfaces of the connecting slab (50) and the floor plate (120). It may further include a formation step (S400).

[0147] In the above-mentioned shift manufacturing step (S50), a pair of fixed anchors (15) spaced apart from each other so as not to overlap the girder (20) are embedded inside the shift (10), and the vertical tension members (80) connected to each fixed anchor are embedded so as to protrude from the upper surface. At this time, the first vertical tension member (81) connected to the first fixed anchor and the second vertical tension member (82) connected to the second fixed anchor are embedded inside the shift (10) so as to protrude from the upper portion of the shift (10).

[0148] If necessary, a pair of fixed anchors (15) may be installed in a row in the abutment (10). For example, the abutment (10) includes a first fixed anchor, a second fixed anchor located opposite the first fixed anchor with respect to the girder (20), a third fixed anchor located in the same direction as the first fixed anchor with respect to the girder (20) and adjacent to the first fixed anchor, a fourth fixed anchor located opposite the third fixed anchor with respect to the girder (20) and adjacent to the second fixed anchor, a fifth fixed anchor located in the same direction as the third fixed anchor with respect to the girder (20) and adjacent to the third fixed anchor, and a sixth fixed anchor located opposite the fifth fixed anchor with respect to the girder (20) and adjacent to the fourth fixed anchor.

[0149] In the above preprocessing step (S100), a longitudinal tension member (30) is installed in the girder (20) in a parabolic shape along the longitudinal direction of the girder (20) and such that its end is exposed forward, and a first movable anchorage member (40) is installed in the longitudinal tension member (30) and the girder (20) such that the end of the longitudinal tension member (30) exposed to the outside of the girder (20) is fixed to the front of the girder (20).

[0150] In the above preprocessing step (S100), shear connectors (60) are installed on both sides of the girder (20) in the longitudinal direction and the horizontal perpendicular direction of the girder (20).

[0151] In the above preprocessing step (S100), a longitudinal tension member (30) and a shear connector (60) are installed on the girder (20), and then the longitudinal tension member (30) is tensioned to introduce compressive force to the girder (20). At this time, the longitudinal tension member (30) is exposed at the front of the girder (20) so that the compressive force can be introduced to the girder (20) using a tension jack or the like, and a first movable anchorage member (40) is installed at the end of the longitudinal tension member (30) exposed to the outside of the girder (20).

[0152] In the above girder installation step (S200), the girders (20) that have passed the preprocessing step are installed on the upper surface of the abutment (10) installed at the work site in the width direction of the abutment (10). More specifically, in the girder installation step (S200), the girders (20) are installed so as to be seated on the upper surface of the abutment (10) between the first vertical tension member (81) and the second vertical tension member (82).

[0153] The above integration step (S250) is a step performed between the girder installation step (S200) and the connecting slab connection step (S300), in which concrete is poured between the girders (20) above the abutment (10) and the girders (20) mounted on the abutment (10) so that the abutment (10) and the plurality of girders (20) mounted on the abutment (10) are integrated, and then the concrete is hardened to install the abutment-girder connection layer (110). In this integration step (S250), the abutment (10) and the girders (20) are integrated in advance so that a load effect opposite to the applied load in the direction of gravity can be introduced when the longitudinal tension member (30) exposed to the front of the girder (20) is pulled and tensioned.

[0154] In addition, when a shear connector (60) is installed on a girder (20), the shear connector (60) is embedded in the alternating-girder connecting layer (110) through an integration step (S250).

[0155] The above tensioning step (S280) is a step that follows the integration step (S250) between the girder installation step (S200) and the connecting slab connection step (S300), and introduces compressive force into the positive moment section and negative moment section of the girder (20) by tensioning the longitudinal tension member (30) at the front of the girder (20). In other words, in the tensioning step (S280), a load effect that is opposite to the applied load in the direction of gravity is introduced through tensioning the longitudinal tension member (30).

[0156] Here, the longitudinal tension member (30) is tensioned to a preset design tension using a tension jack, etc. In addition, in the tensioning step (S280), the tensioned longitudinal tension member (30) is fixed to the first movable anchorage (40) provided on the surface of the girder (20).

[0157] The above-mentioned vertical tension member connection step (S210) is a step that can be performed between the girder installation step (S200) and the integration step (S250), and installs vertical tension members (80) between the girder (20) and the abutment (10). More specifically, in the vertical tension member connecting step (S210), a connecting steel member (70) having a length extended beyond the width of the girder (20) is installed on the upper surface of the girder (20) so that both ends are positioned outside the upper surface of the girder (20), and a through hole (75) through which the other end of the vertical tension member (80) can pass is formed at both ends of the connecting steel member (70), and the other end of the vertical tension member (80), which is connected to a fixed anchorage embedded in the abutment (10) so that the girder (20) and the abutment (10) are connected, is passed through the through hole (75) and then connected to the connecting steel member (70) through a second movable anchorage (90). At this time, the vertical tension member (80) is located on the side of the girder (20).

[0158] The above through hole (75) is formed at the end of the connecting steel member (70) in a direction facing the first and second vertical tensile members (81, 80) so as to be positioned above the first vertical tensile member (81) and the second vertical tensile member (82).

[0159] The above vertical tension member (80) is embedded in the alternating-girder connecting layer (110) through the integration step (S250).

[0160] If necessary, in the vertical tension member connection step (S210), connecting steel members (70) can be installed on the upper surface of the girder (20) at predetermined intervals along the longitudinal direction of the girder (20).

[0161] The above compressive stress introduction step (S260) is a step that can be performed between the integration step (S250) and the tensioning step (S280), and tensions the vertical tensile member (80) connected to the connecting steel member (70) by the second movable anchorage (90). For example, in the compressive stress introduction step (S260), the first vertical tensile member (81) and the second vertical tensile member (82) exposed to the upper portion of the connecting steel member (70) are tensioned to a preset tension using a tensioning jack or the like.

[0162] The above-mentioned floor slab installation step (S270) is a step that can be performed between the integration step (S250) and the connecting slab connection step (S300) or between the compressive stress introduction step (S260) and the tension step (S280). After installing a formwork on the upper surface of the girder (20), concrete is poured and cured to install the floor slab (120) on top of the girder (20).

[0163] In the above connecting slab connection step (S300), the connecting slab (50) is installed on the upper part of the girder (20) to connect the connecting slab (50) to the girder (20). In this connecting slab connection step (S300), the end of the connecting slab (50) is installed on the upper connecting jaw (25) of the girder (20), or the lower connecting jaw (55) of the connecting slab (50) is installed on the end of the girder (20).

[0164] If necessary, a post-processing step (S290) may be further included between the tensioning step (S280) and the connecting slab connection step (S300).

[0165] The above post-processing step (S290) is a step of filling the back of the abutment located below the connecting slab with soil before connecting the connecting slab to the girder, and includes a protective layer installation process and a compaction process.

[0166] In the above protective layer installation process, formwork is installed around the first movable anchorage (40) to prevent the first movable anchorage (40) from coming into contact with the soil, and then concrete is poured and cured to form an anchorage protective layer (not shown) covering the first movable anchorage (40). At this time, it is preferable to use non-shrinkage concrete as the concrete.

[0167] In the above compaction process, the back of the shift is filled with soil and then compacted.

[0168] The above asphalt layer formation step (S600) is a step that can be performed after the connecting slab connection step (S300), and is performed by pouring asphalt on the upper surface of the connecting slab (50) and the floor slab (120) and then hardening it to form an asphalt layer (130).

[0169] In these longitudinal alternating fabrication steps (S50), tension member installation steps (S100), girder installation steps (S200), upper and lower tension member connection steps (S210), integration steps (S250), compressive stress introduction steps (S260), floor slab installation steps (S270), tension steps (S280), post-processing steps (S290), connecting slab installation steps (S300), and asphalt layer formation steps (S400), detailed components included in the aforementioned ramen structure are used, and therefore, description of duplicated content is omitted.

[0170]

[0171] Although the present invention has been described above with reference to preferred embodiments thereof, it will be understood by those skilled in the art that various modifications and changes may be made to the present invention without departing from the spirit and scope of the present invention as set forth in the claims below.

Claims

1. Shift; A plurality of girders mounted on the upper part of the above-mentioned alternator; A longitudinal tension member installed in a plurality of pieces on the girder in a parabolic shape along the length of the girder so as to introduce multiple circuit compressive forces to the girder, and having its ends exposed toward the front of the girder; A longitudinal tension member exposed to the front of the girder so that the end of the longitudinal tension member is fixed to the girder and a first movable anchorage installed at the front of the girder; and A frame structure including a connecting slab mounted on the upper portion of the plurality of girders.

2. In paragraph 1, A ramen structure characterized in that it further includes an abutment-girder connecting layer formed by pouring concrete between girders above the abutment so that the abutment and a plurality of girders are integrated so that a compressive force can be introduced as a load effect opposite to the applied load in the direction of gravity when the longitudinal tension member exposed in the front of the girder is pulled and tensioned.

3. In the first paragraph, the girder A ramen structure characterized in that an upper connecting jaw is provided in a recessed shape on the upper surface of the front end, the upper surface of the rear end, or both, so as to block movement in the direction of the girder while the end of the above connecting slab is fixed to the girder.

4. In the first paragraph, the connecting slab A ramen structure characterized in that a lower connecting jaw is provided at the front end, the rear end, or both, so that movement in the direction of the girder is blocked while the end is secured to the girder.

5. In paragraph 1, Shear connectors installed on both sides of the girder in a direction perpendicular to the longitudinal direction of the girder; and A ramen structure characterized in that it further includes a cross-girder connecting layer formed by pouring concrete between girders so that the above shear connecting material is embedded.

6. In paragraph 1, A connecting steel member installed on the upper surface of each girder, formed so that both ends extend beyond the upper surface of the girder, and having through holes at both ends extending beyond the upper surface of the girder; A vertical tension member, one end of which is connected to a fixed anchorage embedded in the interior of the abutment so that tension can be introduced between the connecting steel and the abutment to prevent each girder from being separated from the abutment, the other end opposite to the one end penetrating the through hole, and the space between the one end and the other end being embedded in the abutment-girder connecting layer; A second movable anchorage installed on the other end of the connecting steel and the vertical tensile member so that the other end of the vertical tensile member is fixed to the upper surface of the connecting steel; and A ramen structure characterized in that it further includes a cross-girder connecting layer formed by pouring concrete between girders so that the vertical tension members are embedded.

7. In the 6th paragraph, the vertical tensile member A ramen structure characterized in that it is arranged on the left and right sides of the ends of the girders respectively, which are fixed on the upper surface of the above-mentioned alternating beam.

8. A preprocessing step of installing a longitudinal tension member in a girder so that the longitudinal tension member is interpolated in a parabolic shape along the longitudinal direction of the girder and the end thereof is exposed forward, and installing a first movable anchorage in the longitudinal tension member and the girder so that the end of the longitudinal tension member exposed to the outside of the girder is fixed to the front of the girder; A girder installation step of installing girders that have passed the above preprocessing step on the upper surface of the abutment in the width direction of the abutment; and A method for constructing a frame structure, including a connecting slab connection step of connecting the connecting slab to the girder by securing the connecting slab on the upper part of the girder.

9. In the 8th paragraph, in the preprocessing step A method for constructing a frame structure, characterized in that shear connectors are installed on both sides of the girder in a direction perpendicular to the longitudinal direction of the girder.

10. In the 8th paragraph, between the girder installation step and the connecting slab connection step An integration step of installing an abutment-girder connection layer by pouring concrete between the girders above the abutment and then hardening it so that a load effect opposite to the applied load in the direction of gravity can be introduced when the longitudinal tension member exposed in the front of the above girder is pulled and tensioned; and A method for constructing a frame structure, characterized in that it further includes a tensioning step of introducing a load effect opposite to the applied load in the direction of gravity by tensioning the longitudinal tension member at the front of the girder.

11. In the 10th paragraph, between the girder installation step and the integration step A method for constructing a ramen structure, characterized in that it further includes a step of connecting vertical tension members, in which connecting steel members are installed on the upper surface of the girder so that both ends are positioned outside the upper surface of the girder, through holes are formed at both ends of the connecting steel members, and the other end of a vertical tension member connected to a fixed anchorage embedded in an abutment so that the girder and the abutment are connected is passed through the through hole and then connected to the connecting steel members through a second movable anchorage.

12. In the 11th paragraph, between the integration step and the tension step A method for constructing a ramen structure, characterized in that it further includes a step of introducing compressive stress to tension the upper and lower tension members with the second movable anchorage.

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