KR20170079387A - Web penetration type cable anchor structure - Google Patents

Web penetration type cable anchor structure Download PDF

Info

Publication number
KR20170079387A
KR20170079387A KR1020150189883A KR20150189883A KR20170079387A KR 20170079387 A KR20170079387 A KR 20170079387A KR 1020150189883 A KR1020150189883 A KR 1020150189883A KR 20150189883 A KR20150189883 A KR 20150189883A KR 20170079387 A KR20170079387 A KR 20170079387A
Authority
KR
South Korea
Prior art keywords
pipe unit
flange
stress
girder
open
Prior art date
Application number
KR1020150189883A
Other languages
Korean (ko)
Other versions
KR101765213B1 (en
Inventor
천경식
김철환
고영곤
지한록
정진일
김영필
조경식
안기업
Original Assignee
주식회사 포스코건설
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 주식회사 포스코건설 filed Critical 주식회사 포스코건설
Priority to KR1020150189883A priority Critical patent/KR101765213B1/en
Publication of KR20170079387A publication Critical patent/KR20170079387A/en
Application granted granted Critical
Publication of KR101765213B1 publication Critical patent/KR101765213B1/en

Links

Images

Classifications

    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/16Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D11/00Suspension or cable-stayed bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/14Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges

Abstract

Penetrating cable fixing structure for cable fixing to an open section girder of a bridge, the abdominal penetration type cable fixing structure of the present disclosure comprising a pipe unit arranged to penetrate the upper flange, the abdomen and the lower flange of the open section girder, A top reinforcing member for reinforcing the upper flange so that a sectional loss of the upper flange caused by the penetration of the pipe unit is compensated, and a cross-sectional loss of the lower flange generated by penetration of the pipe unit is compensated, And a lower reinforcement member for reinforcing the lower flange.

Description

[0001] WEB PENETRATION TYPE CABLE ANCHOR STRUCTURE [0002]

The present invention relates to an abdominal penetrating cable fixation structure for cable fixation of bridges such as cable-stayed bridges.

In the 1950s, the president cable system, which served as a support for the suspension bridge at Brooklyn Bridge, appeared in the form of an independent bridge. Since then, the cable-stayed bridges have become a representative form of modern heavy-duty bridges in a short period of time due to improvements in materials, equipment, and computer analysis techniques.

Among the key design elements of the cable-stayed bridge, the cable fixture is a structure at the contact point between the cable and the girder, and the load such as the fixed load and the live load transmitted from the girder is transmitted to the tower through the cable.

Recently, a cable-fixing method of a lecturer officer has been applied to the abdomen-through fixing method and the abdominal upper surface fixing method. Among them, the abdominal penetration fixation method integrates the structural behavior by fully welding the fixed steel pipe to the outer web (web), so that the local stress concentration caused by the cable tension can be smoothly dispersed and transferred to the structural member of the steel girder And is excellent in fatigue resistance. In addition, the abdominal penetration fixation method is simple and economical due to the integrated structure, and the aesthetic appearance is minimized by minimizing the exposed part. However, the abdominal penetration fixation method has been mainly applied to the cross-section of the shear box because shear defects occur in the abdomen and flange. Incheon Grand Bridge, Shinwanda Grand Bridge, Dolsan Grand Bridge, Second Jindo Grand Bridge, Youngheung Grand Bridge, and Dolsan Grand Bridge are examples of applications of the abdominal penetration settlement method.

FIGS. 1A and 1B are photographs and drawings showing the abdominal upper surface fusing unit 600 applied to an open end girder 700 such as a steel composite I-shaped girder in a cable-stayed bridge.

On the other hand, referring to FIGS. 1A and 1B, the upper end surface fixing method is mainly applied to the open end girder 700 such as a steel composite I-type girder. This is because, when the abdominal penetration fixation method is applied to the open end girder, as described above, it is recognized that the sectional defects caused by penetration of the abdomen and flange by the cable fixing part cause a structural problem. Examples of application of the abdominal upper surface settlement method include the Seohae Bridge, the Gogae Bridge, and the North Bridge.

As a result, design considerations and researches have not been conducted on the case of applying the abdominal penetration fixing method to a cable-stayed bridge employing an open-end girder.

It is an object of the present invention to provide an abdominal penetration type cable fixing structure capable of sufficiently securing structural rigidity and stability for a bridge (a long bridge) such as a cable-stayed bridge employing an open end girder The purpose.

According to a first aspect of the present invention, there is provided a fixing structure for fixing a cable to an open end girder of a bridge, comprising: an upper flange of the open end girder; A pipe unit arranged to penetrate the abdomen and the lower flange; An upper reinforcing member for reinforcing the upper flange such that a cross-sectional loss of the upper flange caused by the penetration of the pipe unit is compensated; And a lower reinforcing member for reinforcing the lower flange so that the cross-sectional loss of the lower flange caused by the penetration of the pipe unit is compensated, wherein the upper reinforcing member comprises: And may be provided so as to surround an open area.

As a technical means to accomplish the above object, the open end girder according to the second aspect of the present invention can include the abdominal penetration type cable fixing structure according to the first aspect of the present application.

As a technical means for achieving the above technical object, the bridge superstructure according to the third aspect of the present invention may include an open section girder according to the second aspect of the present application.

The above-described task solution is merely exemplary and should not be construed as limiting the present disclosure. In addition to the exemplary embodiments described above, there may be additional embodiments in the drawings and the detailed description of the invention.

According to the above-mentioned problem solving means of the present invention, since the upper reinforcing member is provided so as to surround the open region where the upper flange of the open end girder is not wrapped, the stress can be smoothly dispersed and stress concentration can be prevented, It is possible to provide an abdominal penetration type cable fixing structure capable of sufficiently securing structural rigidity and stability against a long bridge (cable-stayed bridge) employing a girder.

Further, according to the above-mentioned problem solving means of the present invention, there is a side in which the structural rigidity of the open end girder for the buckling etc. is further improved by the pipe unit passing through the open end girder, Through-structure type cable fixing structure capable of sufficiently securing structural rigidity and stability for a long bridge (cable-stayed bridge) adopting an open-end girder can be provided through structure construction that is organically interlocked with the reinforcing member.

Figs. 1a and 1b are photographs and drawings showing a top-surface abutment portion applied to an open-end girder such as a steel composite I-shaped girder in a cable-stayed bridge.
2 is a conceptual diagram schematically showing an example of a cable-stayed bridge corresponding to a long bridge.
3 is a schematic vertical cross-sectional view illustrating a state in which the abdominal penetration type cable fixing structure according to one embodiment of the present invention is applied to the open end girder.
Figure 4 is a schematic cross-sectional view of a portion of the open end girder without the abdominal penetration cable fixing structure according to one embodiment of the present application.
5 is a schematic cross-sectional view of a portion of an open section girder to which an abdominal penetrating cable fixing structure according to one embodiment of the present application is applied.
6A is a cross-sectional view taken along the line VI-VI of FIG.
6B is a cross-sectional view for explaining an embodiment of an upper reinforcing member in the case where the upper flange of the open end girder protrudes to both sides (inside and outside).
FIG. 6C is a view for explaining another requirement for the upper reinforcing member in the sectional view of FIG. 6A. FIG.
FIG. 6D is a view for explaining another requirement of the upper reinforcing member in the sectional view of FIG. 6D. FIG.
7 is a cross-sectional view taken along line VII-VII of FIG.
FIG. 8 is a view showing a state in which the abdomen-penetrating cable fixing structure according to an embodiment of the present invention is changed in a longitudinally inclined angle (20 degrees, 45 degrees, 80 degrees).
9A to 9C are views showing the stress distribution around the openings of the upper flange and the lower flange of the open end girder when the cable force is applied.
10A to 10C are diagrams showing stress distributions around the openings of the upper flange and the lower flange of the open section girder when the girder axial force is applied.
FIGS. 11A to 11C show FEM modeling and FEM modeling of the failure modes of the reinforced section section (through section) reinforced by the lower reinforcing member in comparison with the section before the failure (general section) And the nonlinear analysis result.
12 is a graph showing a change in the axial force reduction ratio of the pipe unit according to the thickness change of the lower reinforcement member in the cable axial action.
FIGS. 13A and 13B are diagrams showing the results of lateral displacement analysis according to the transverse position of the pipe unit (when the transverse beam is located at the center of the pipe unit and when the transverse beam is located before and after the pipe unit).
Figs. 14A and 14B are diagrams showing stress analysis results according to the cross-bar position with respect to the pipe unit (when the crossbeam is located at the center of the pipe unit and when the crossbeam is located before and after the pipe unit).
15A to 15D illustrate a state in which the abdomen-penetrating cable fixing structure according to an embodiment of the present invention is not used and a state in which the abdomen-penetrating cable fixing structure according to an embodiment of the present invention is applied Degrees, 45 degrees, and 80 degrees), respectively.
16A is a conceptual view showing an example of a cross section of an open section girder.
Fig. 16B is a conceptual diagram showing a review position (review point) of the stress sharing ratio.
16C is a conceptual diagram showing an action force for each review position (review point) shown in FIG. 16B.
16D is a conceptual diagram for explaining the concept of thickness determination of the pipe unit (steel pipe).
FIG. 16E is a table showing the stress addition coefficient according to the pipe unit (steel pipe) transverse inclination angle and longitudinal inclination angle.
17 is a table exemplarily showing an axial force share ratio of a pipe unit (steel pipe) for each element of the open end girder according to a cable inclination angle (longitudinal inclination angle).
Fig. 18A is a conceptual view showing a deformation of a pipe unit (steel pipe) when an acting axial force is applied to the open end girder.
Figure 18b is a pipe unit for the pipe unit cross-sectional direction component force (f w, cir) of action of the diameter ratio showing the ratio of the diameter to the thickness of the pipe unit (D inner / t p), and one section girder axial force (f w) (20, 45, and 90 degrees) of the pipe unit (1), and the stress ratio ( fcir / fw , cir ) representing the ratio of the circumferential stress of the pipe unit
18C is a table showing estimated values of the circumferential stress of the pipe unit according to the trend line in FIG.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings so that those skilled in the art can easily carry out the present invention. It should be understood, however, that the present invention may be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In the drawings, the same reference numbers are used throughout the specification to refer to the same or like parts.

Throughout this specification, when a part is referred to as being "connected" to another part, it is not limited to a case where it is "directly connected" but also includes the case where it is "electrically connected" do.

It will be appreciated that throughout the specification it will be understood that when a member is located on another member "top", "top", "under", "bottom" But also the case where there is another member between the two members as well as the case where they are in contact with each other.

Throughout this specification, when an element is referred to as "including " an element, it is understood that the element may include other elements as well, without departing from the other elements unless specifically stated otherwise.

Hereinafter, an abdominal penetration type cable fixing structure (hereinafter referred to as a "abdominal penetration type cable fixing structure") according to an embodiment of the present invention will be described.

The present invention relates to a fusing structure for cable fixation to an open end girder of a bridge (for example, a long bridge such as a cable-stayed bridge). Here, the term " open section girder " means a girder in which the side surface is not closed but is opened like an I-type girder, and such an open section girder is a concept obvious to a general technician in the bridge field, Is omitted.

Further, the present invention can be applied to a superstructure of a long bridge to which a cable is applied in a bridge. 2 is a conceptual diagram schematically showing an example of a cable-stayed bridge corresponding to a long bridge. 2, the cable-stayed bridge 500 includes a reinforcing body 510, a main tower 520, a plurality of cables 530 connecting the main tower 520 and the reinforcing body 510, an alternating unit 540, 550), and the like. The construction of such a bridge is also obvious to a person skilled in the art, so that a detailed description thereof will be omitted. However, the present invention is not limited to a long bridge, but may be applied to small and medium-sized bridges in which cable and cable fixtures are introduced. For example, the present application is also applicable to a pedestrian overpass having a cable-stayed bridge form.

3 is a schematic vertical cross-sectional view illustrating a state in which the abdominal penetration type cable fixing structure according to one embodiment of the present invention is applied to the open end girder. 4 is a schematic cross-sectional view of a portion of the open end girder without the abdominal penetration type cable fixing structure according to an embodiment of the present invention, and Fig. 5 is a cross-sectional view of an open end girder according to an embodiment of the present invention, Lt; / RTI > is a schematic cross-sectional view of a portion where a cable fixation structure is applied. FIG. 6A is a cross-sectional view taken along the line VI-VI in FIG. 5, and FIG. 6B is a cross-sectional view of an upper reinforcing member Fig. 7 is a cross-sectional view taken along the line VII-VII in FIG.

As described above, the present abdominal penetrating type cable fixing structure relates to a fixing structure for fixing the cable 530 to the open end girder 200 of the bridge 500. [

This abdominal penetrating type cable fixing structure includes a pipe unit 1, an upper reinforcing member 2 and a lower reinforcing member 3. [

The pipe unit 1 is arranged to penetrate the upper flange 210, the abdomen 230 and the lower flange 220 of the open end girder 200.

3, the pipe unit 1 is inclined at an acute angle (c) with respect to the upper surface of the upper flange 210, corresponding to a cable extending direction of a bridge (a long bridge) having a cable in one configuration like a cable-stayed bridge . For example, when the bridge is a cable-stayed bridge type, the arrangement angle c of the pipe unit 1 becomes larger toward the main pylon in the longitudinal direction, and may be smaller as the distance from the main pile is increased.

3 and 5, a cable fixing unit 11 may be provided at a distal end of the pipe unit 1. The configuration of the pipe unit 1 including the cable fixing unit 11 can be understood to be similar to that used in the abdomen-through fixing method applied to the cross-section of a conventional thick plate box, and thus a detailed description thereof will be omitted .

The pipe unit 1 of the present invention is applied to an open-end girder, not a cross-section of a box-girder box. In order to cover the cross-sectional loss and rigidity degradation caused when the pipe unit 1 passes obliquely through the open end girder, The thickness of the pipe unit 1 of the pipe unit 1 can be appropriately set. The method of calculating the thickness of the pipe unit 1 will be described later.

In addition, according to the pipe unit 1 of the present invention, since the cross section of a hollow circular shape or the like is provided, the moment of inertia of the cross section can be greatly improved as compared with the belly portion 230 of the open end girder 200. The rigidity against buckling of the open end girder 200 in a state in which the pipe unit 1 is passed through the open end girder 200 compared with before the pipe unit 1 is passed through the open end girder 200 Can be improved. The aspect of improvement in rigidity with respect to buckling will be described later with reference to Figs. 15A to 15D.

As described above, according to the present invention, the cross-sectional loss caused by the penetration of the pipe unit 1 through the open end girder 200 is compensated through the upper reinforcement member 2 and the lower reinforcement member 3 to be described later, ) Is covered by the reinforcement members, and at the same time, the structural stiffness is improved rather than the existing open section girders at the buckling side. In other words, by disposing the upper reinforcing member and the lower reinforcing member in an organic combination with the pipe unit, there is solved the problem that is worrisome when the abdominal penetration type fixing method is applied to the open end girder, .

The upper reinforcing member 2 reinforces the upper flange 210 so that the cross sectional loss of the upper flange 210 caused by the penetration of the pipe unit 1 is compensated. The upper reinforcing member 2 may be provided on at least one of the transverse direction outer side and the inner side of the pipe unit 1 so as to have a lateral width equal to or larger than the loss cross-sectional width of the upper flange 210. [

4 and 6A, the lower flange 220 of the open end girder 200 protrudes both inward and outward from the lower end of the abdomen 230, while the upper flange 220 of the open end girder 200 (210) may protrude inward from the upper end of the abdomen (230). 5 and 6A, the upper reinforcing member 2 may be provided to surround an open region of the outer periphery of the pipe unit 1 where the upper flange 210 is not wrapped. Specifically, the upper reinforcing member 2 may be provided so as to surround the transversely outer portion of the upper flange 210.

6B, the upper flange 210 of the open end girder 200 may protrude outward and inward from the upper end of the abdomen 230. 6B, the open end girder 200 may be referred to as an I-type girder (or an H-type girder). In this case, as shown in FIG. 6B, the upper reinforcing member 2 is connected to the inwardly projecting upper flange 210 and includes an upper flange 210 protruding outwardly, As shown in FIG. That is, the upper reinforcing members 2 may be provided on both lateral sides of the upper flange 210, respectively.

The upper stiffening member 2 may include a main stiffening portion 21 and an enlarged portion 22.

The main beam portion 21 may be formed to protrude laterally so as to have a transverse width w greater than the loss cross-sectional width s of the open end girder 200 due to the penetration of the pipe unit 1. [ 6A, the annular steel portion 21 has a cross-sectional width s (s) corresponding to the lost area of the upper flange 210 and the abdomen portion 230, Of the widthwise direction (w). As shown in FIG. 6B, when the upper flange 21 is formed on both sides (inner side and outer side), the main flange 21 is provided on both sides of the upper flange 21, (S) greater than or equal to the cross-sectional width (s) corresponding to the lost area of the substrate (230).

6C is a view for explaining another requirement of the upper reinforcing member in the sectional view of FIG. 6A, and FIG. 6D is a view for explaining another requirement of the upper reinforcing member in the sectional view of FIG. 6D

6C and 6D, the main stiffening portion 21 of the upper stiffening member 2 may be provided so as to satisfy the following.

[Equation 1]

Min (D 1 × t ', D 2 × t') ≥ B 0 t 0/2

Here, t 'is the thickness of the member of the main tongue 21, and t 0 is the thickness of the member of the upper flange 21 of the section not reinforced by the upper reinforcing member 2.

6A and 6B, the cross sectional area in the transverse direction inside (right side) and the cross sectional area in the transverse direction outside (left side) of the cross sectional loss area of the upper flange 21 due to penetration of the pipe unit 1 Sectional area of the main reinforcing steel portion 21 of the upper reinforcing member 2 corresponding to the cross sectional area of the cross sectional loss area of the upper flange due to the penetration, ) Can be set. The cross section (width, thickness, etc.) of the upper flange 21 located in the transverse direction of the cross-sectional loss area of the upper flange 21 due to the penetration of the pipe unit 1 can be set so as to satisfy the above- have.

In addition, the upper reinforcing member 2 may be provided in a structure symmetrical in the transverse direction about the abdomen portion 230 of the open end girder 200 for smooth force flow. For example, referring to FIG. 6A, a cross-section in which the upper reinforcing member 2 protrudes laterally outward around the abdomen 230 may be set to be symmetrical with a cross-section in which the upper flange 210 protrudes laterally inward have. 6B, a cross section of the upper flange 210 and the upper reinforcing member 2 protruding outward in the transverse direction with respect to the abdomen 230 is formed by the upper flange 210 and the upper reinforcing member 2, And may be set symmetrical with the cross-section projecting inward in the direction.

Further, the lateral width w of the main tongue portion 21 can be set to a more safe side, or more than the lateral inner diameter of the pipe unit 1. [

Further, the extension portion 22 can be formed so as to be gradually extended from both longitudinal ends of the main tongue portion 21 so as to be narrowed in width. Specifically, referring to FIGS. 6A and 6B, the extension portion 22 may be provided so as to have a narrower width as the distance from the main stiffness portion 21 increases. Illustratively, referring to FIGS. 6A and 6B, x: y, which represents the slope of the narrowing of the extension, may be 2.5: 1. In other words, the width change inclination at which the width of the extension portion 22 is narrowed can be set to a gentle ratio as described above so that the force can smoothly and evenly spread.

6A and 6B, the main beam portion 21 can be formed extending along the longitudinal direction of the bridge 500 by the first length L1 about the pipe unit 1.

FIG. 8 is a view showing a state in which the abdomen-penetrating cable fixing structure according to an embodiment of the present invention is changed in a longitudinally inclined angle (20 degrees, 45 degrees, 80 degrees). 9A to 9C are views showing stress distributions in the vicinity of the openings of the upper flange and the lower flange of the open end girder when the cable force is applied, FIGS. 10A to 10C are views showing the upper flange and the lower flange of the open- And the stress distribution around the opening of each of the lower flanges.

Referring to the above figures, in the upper flange or the lower flange of the open end girder, a relatively high stress is generated around the opening through which the pipe unit 1 penetrates, 6a, and 6a, 7b) is approximately 45 degrees or more.

According to this, the first length L1 can be set so as to cover the stress in the main stiff section 21, which is diagonally propagated from the pipe unit 1 along the upper stiffening member 2 at an angle of 45 degrees. 6A and 6B, the first length L1 is set to 45 degrees (a) with respect to the longitudinal direction of the bridge 500 from both longitudinal ends of the pipe unit 1 in contact with the tall stiffening section 21. In other words, ) And a point p1 at which the outline line of the main beam portion 21 extending in parallel to the longitudinal direction of the bridge intersects with the longitudinal direction of the bridge in a state of protruding outward by the lateral width w , And the annular steel portion 21 may be set to extend. That is, considering the fact that the stress propagates to the range of 45 degrees (a) according to the FEM analysis result, the reinforcement range of the section is determined.

The main beam portion 21 is provided with the width w and the length L1 sufficient to cover the area lost due to the penetration of the pipe unit 1 through the upper flange 210 and the generated stress, (Structural rigidity and stability) of the present abdominal penetration type cable fixing structure with respect to the open end girder 200 can be ensured by structurally supporting the main beam portion 21 through the enlarged portion 22 have.

The lower reinforcing member 3 reinforces the lower flange 220 so that the sectional loss of the lower flange 220 caused by the penetration of the pipe unit 1 is compensated.

The lower reinforcement member 3 may be provided to cover the entire area of the outer periphery of the pipe unit 1 wrapped by the lower flange 220 in place of the lower flange 220. The lower reinforcing member 3 may have a thickness t1 that is thicker than the thickness t2 of the lower flange 220. [

3 and 7, the lower reinforcing member 3 is not provided in such a manner that the lower flange 220 is attached to the lower surface of the lower flange 220, but a member having a greater thickness than the lower flange 220 Instead of the lower flange 220, the outer periphery of the pipe unit 1 may be enclosed. According to the method of replacing the lower flange 220 with a thicker member, the welded portion is likely to be out of the allowable fatigue stress due to the weak welded portion, Lt; / RTI >

Illustratively, the thickness of the lower reinforcement member 3 may be set to be thicker than the thickness t ADD estimated according to the following equations (2) and (3) below the thickness of the lower flange 220 . The thickness of the lower reinforcement member 3 is set such that the cross sectional area (transverse sectional area) covering the loss cross-sectional width generated by the penetration of the pipe unit 1 is referred to as the lower reinforcement member 3, . ≪ / RTI >

&Quot; (2) "

Figure pat00001

&Quot; (3) "

Figure pat00002

Here, D 'is through the width of the pipe unit (circular tube) (D / cos θ), D is the outer diameter of the pipe unit, θ is a transverse insertion angle of a pipe unit, B is the width of the lower flange, t is the lower flange Thickness, t ADD is the additional thickness required for the lower stiffening member 3 in comparison to the lower flange thickness, and γ hs is the safety factor (eg 1.1) taking into account the hot spot stress.

In relation to the safety factor ? Hs , in covering the loss end face of the lower flange 220 caused by penetration of the open end girder 200 by the pipe unit 1 with the thickness of the lower reinforcement member 3 , So that the girder section (through section) through which the pipe unit 1 passes does not affect the ultimate strength of the entire structure, so that the pipe unit 1 does not surrender before the general section of the girder, It is preferable to increase the thickness sufficiently.

FIGS. 11A to 11C show FEM modeling and FEM modeling of the failure modes of the reinforced section section (through section) reinforced by the lower reinforcing member in comparison with the section before the failure (general section) And the nonlinear analysis result. Specifically, FIG. 11A shows the FEM modeling state of an open section girder including a section set as a section having infinite stiffness, a section set as a section before fracture (general section), and a section set as a defect reinforcing section (penetration section) Fig. 11B is a diagram showing a failure mode at loading of 56% of the maximum moment and 61% of the maximum moment when 50% of the maximum moment is loaded when the safety factor gamma hs is 1.0 , Fig. 11 (c) shows that when 50% of the maximum moment is loaded at the safety factor γ hs of 1.1, when 51% of the maximum moment is loaded, 52% of the maximum moment is loaded, and 53% Fig.

Referring to FIG. 11B, when ? Hs is 1.0, FEM nonlinear analysis results show that the left and right lateral sides of the pipe unit (steel pipe) first reach the breakdown due to the crushing of the pipe unit (steel pipe) at 50% of the maximum moment, It is confirmed that the sectional area before fracture is at maximum 322 MPa, which is about 90% of the yield stress. As the load (moment) becomes larger, the yielding proceeds in the direction of 45 ° around the pipe unit (steel pipe), and the defected reinforcement section (penetration section) reaches the yielding state first than the section section before the failure (general section). According to this analysis result, a case has been found in which the portion of the lower reinforcement member 3 through which the pipe unit 1 penetrates reaches the yield over the whole width before the portion before fracture, and the penetration section is locally destroyed. Therefore, we tried to perform FEM nonlinear analysis by gradually increasing γ hs to 1.1, 1.2, and 1.3.

Referring to FIG. 11B, as a result of FEM nonlinear analysis with respect to γ hs of 1.1, some flanges (lower reinforcing members) around the pipe unit (steel pipe) are locally yielded when the maximum moment is 50% (Moments) is gradually increased, it can be seen that the section before fracture (general section) reaches the yield over the full width first. According to this analysis result, if the safety factor γ hs is increased by 10% from 1.0 in Equation (1), the section before fracture (general section) reaches the breakdown state before the girder section through which the pipe unit 1 penetrates, It was confirmed to satisfy the strength. Since it is analytically confirmed that setting γ hs to 1.1 or more is desirable from the viewpoint of overall structure, experiments for cases where γ hs is 1.2 and 1.3 are omitted.

As described above, the thickness of the lower reinforcing member 3 can be set such that the lower reinforcing member 3 having a sectional loss in the action of the load on the pipe unit 1 can reach the yield later than the lower flange 220 having no sectional loss . ≪ / RTI > The thickness of the lower reinforcement member 3 is set such that the cross sectional area of the lower reinforcement member 3 having a sectional loss caused by the penetration of the pipe unit 1 is larger than the cross sectional area of the lower reinforcement member 3 of the lower flange 220. [ The thickness may be set to be at least 1.1 times the cross-sectional area.

Further, in the case of the upper reinforcing member 2, in the same or similar manner as the lower reinforcing member 3 so as to prevent the penetrating section (deficit reinforcing section section) from being yielded earlier than the girder general section (section before fracture) Can be further reinforced.

Further, the lower reinforcing member 3 is a member separate from the lower flange 220, and may be integrally formed with respect to the thickness direction. 3 and 7, the longitudinal side surface 3a of the lower reinforcing member 3 may be connected to the longitudinal side surface 220a of the lower flange 220.

12 is a graph showing a change in the axial force reduction ratio of the pipe unit according to the thickness change of the lower reinforcement member in the cable axial action. 12, it can be seen that the axial force applied to the pipe unit 1 at the lower end of the abdomen 230 decreases as the thickness of the lower reinforcement member 3 increases. By thus reinforcing the periphery of the opening through which the pipe unit 1 passes through the lower reinforcing member 3, which is integrally increased in thickness instead of the lower flange 220, the problem of fatigue during the overlapping method is solved, It is possible to sufficiently reduce the axial force exerted on the body 1. Referring to FIG. 12, it can also be seen that the change in the axial force reduction ratio with the thickness change of the lower reinforcement member 3 becomes smaller as the penetration angle of the pipe unit 1 becomes larger.

The lower reinforcement member 3 may be formed extending along the longitudinal direction of the bridge by a second length L2 about the pipe unit 1.

9A to 9C and 10A to 10C, in the lower flange of the open end girder, a relatively high stress is generated in the periphery of the opening through which the pipe unit 1 penetrates, and this stress is generated along the lower flange It is confirmed that the angular range of propagation (Fig. 7B) is approximately 45 degrees or more.

According to this, the second length L2 can be set so as to cover the stress, which is diverted at an angle of 45 degrees from the pipe unit 1 along the lower reinforcement member 3, at the lower reinforcement member 3. More specifically, the second length L2 extends obliquely by an angle of 45 degrees (b) with respect to the longitudinal direction of the bridge 500 from both longitudinal ends of the pipe unit 1 in contact with the lower reinforcing member 3, The lower reinforcement member 3 can be set to extend beyond a point p2 at which the diagonal line connecting the bridge 500 and the outer line of the lower flange 220 extending parallel to the longitudinal direction of the bridge 500 intersects.

Since the pipe member 1 is provided with the lower reinforcing member 3 with the length L2 and the width enough to cover the area lost due to penetration of the pipe flange 220 and the generated stress, (Structural rigidity and stability) of the present abdominal penetrating type cable fixing structure to the main body 200 can be secured.

Further, a cross beam 260 of the open end girder 200 may be connected to the abdominal penetration type cable fixing structure. 3 and 5, one of the transverse beams 260 of the open end girder 200 is connected to a pipe unit (not shown) so that the twist of the open end girder 200 due to the arrangement of the pipe unit 1 is prevented. 1). ≪ / RTI >

3 and 5, the beam 260 can be designed to be located at the center of the pipe unit 1 relative to the longitudinal direction of the bridge. The center of the pipe unit 1 in which the beam 260 is positioned means that the pipe unit 1 is connected to the upper flange 210 and the pipe unit 1 is connected to the lower flange 220 But it is not limited thereto. That is, it is preferable that the center of the pipe unit 1 in which the cross beam 260 is located is understood as a broad concept including an area that can be recognized by a person skilled in the art as the center of the pipe unit 1.

FIGS. 13A and 13B are diagrams showing the results of lateral displacement analysis according to the transverse position of the pipe unit (when the transverse beam is located at the center of the pipe unit and when the transverse beam is located before and after the pipe unit). Figs. 14A and 14B are diagrams showing stress analysis results according to a row bar position with respect to the pipe unit (when the bar is positioned at the center of the pipe unit and when the bar is positioned before and after the pipe unit).

The effect (stress and displacement improvement effect) of the relative position of the beam 260 with respect to the pipe unit 1 can be confirmed through the above-described FIGS. 13A and 13B, and FIGS. 14A and 14B.

Specifically, referring to FIG. 13A, when the cross beam is located at the center of the pipe unit, the maximum lateral displacement at the upper end of the pipe unit 1 is 0.6 mm. On the other hand, referring to FIG. 13B, in the case where the cross beams are positioned before and after the pipe unit, the maximum lateral displacement at the upper end of the pipe unit 1 is 1.0 mm, It can be seen that the displacement increased by 67%.

14A, the maximum stress at the joint between the pipe unit 1 and the upper flange 210 is 116 MPa when the beam is located at the center of the pipe unit. On the other hand, referring to FIG. 14B, the maximum stress at the joint portion between the pipe unit 1 and the upper flange 210 is 121 MPa when the cross beam is positioned before and after the pipe unit, and the cross beam is located at the center of the pipe unit It can be confirmed that a stress increased by about 4% compared to the case where the stress is increased.

As described above, when the cross beam 260 is located at the center of the pipe unit 1, the displacement due to the twist of the open end girder 200 and the stress at the joint between the pipe unit 1 and the upper flange 210 are both small It is structurally preferable to place the beam 260 at the center of the pipe unit 1. [

3 and 5, a vertical reinforcement member 250 may be disposed along with the cross bar 260 with respect to the pipe unit 1. As shown in FIG. The vertical reinforcement member 250 is provided between the upper flange 210 and the lower flange 220 and may extend vertically in contact with the abdomen 230.

15A to 15D illustrate a state in which the abdomen-penetrating cable fixing structure according to an embodiment of the present invention is not used and a state in which the abdomen-penetrating cable fixing structure according to an embodiment of the present invention is applied Degrees, 45 degrees, and 80 degrees) (primary mode).

15A shows Pcr = 6,464 kN (649%) in the case of Fig. 15B in which the pipe unit 1 is arranged at an angle of 20 degrees, while Pcr = 1,024 kN (100%) when the pipe unit 1 is not used. 15c where Pcr = 1,575 kN (153%) in the case of Fig. 15C in which the pipe unit 1 is arranged at an angle of 45 degrees and Pcr = 1,127 kN (110%).

As described above, it is confirmed that the range of local buckling is reduced due to the installation of the pipe unit 1 of the present abdominal penetration type cable fixing structure and the buckling resistance capability is improved. Thus, in the section where the pipe unit 1 is installed The horizontal stiffener can be reduced or omitted, and it also has the advantage of reducing steel amount and cost.

The pipe unit 1 may be arranged obliquely to form an acute angle c with respect to the upper surface of the upper flange 210 corresponding to the cable extension direction of the bridge 500. [ Further, the stress dispersing member 5 can be reinforced between the upper surface of the pipe unit 1 and the upper flange 210, which are the portions forming the acute angle c.

3 and 5, in the case where the concrete slab 300 is formed on the open end girder 200 (in the case of a steel composite type girder), the stress distribution member 5 includes the pipe unit 1, (Shielding) the upper surface of the concrete slabs 210 to a height h equal to or greater than the thickness ts of the concrete slabs 300. In this case, the stress dispersing member 5 can be used as a part of the side mold for the concrete placed on the open end girder 200. 3 to 5, the edge plate 240 provided on the upper surface of the open end girder 200 is continuously disposed with respect to the stress dispersing member 5 in the longitudinal direction to form the concrete slab 300, Can be used as a side mold for 3, a lower stress distribution member 6 may be provided between the lower surface of the pipe unit 1 and the lower flange 220. [

A method of calculating the thickness of the pipe unit 1 (steel pipe), which will be described later, will be described below with reference to FIGS. 16A to 16D.

Fig. 16A is a conceptual diagram showing an example of a section of an open section girder, Fig. 16B is a conceptual view showing a review position (review point) of the stress sharing ratio, Fig. 16C is a view Fig. 16D is a conceptual diagram for explaining the concept of thickness determination of a pipe unit (steel pipe). Fig. FIG. 16E is a table showing the stress addition coefficient according to the transverse direction inclination angle and the longitudinal direction inclination angle of the pipe unit (steel pipe).

16A, the upper flange, the abdomen, the lower flange, and the total moment of inertia of the whole body can be calculated as follows.

&Quot; (4) "

Upper flange:

Figure pat00003

stomach:

Figure pat00004

Lower flange:

Figure pat00005

all:

Figure pat00006

Where A T is the upper flange cross-sectional area, A W is the abdominal cross-sectional area, and A B is the lower flange cross-sectional area.

The shear force sharing ratio for each section of the open section girder is calculated as follows.

&Quot; (5) "

Upper flange:

Figure pat00007

Lower flange:

Figure pat00008

stomach:

Figure pat00009

16B and 16C, horizontal force, vertical force and moment due to the cable force at each review position (review point) are calculated as follows.

&Quot; (6) "

Upper flange moment:

Figure pat00010

Lower flange moment:

Figure pat00011

Upper flange horizontal force:

Figure pat00012

Upper flange vertical force:

Figure pat00013

Abdominal lateral force:

Figure pat00014

Abdominal vertical force:

Figure pat00015

Lower flange horizontal force:

Figure pat00016

Lower flange vertical force:

Figure pat00017

Here, P is the axial force exerted on the pipe unit (1) by the cable force, H is a P horizontal component force, V is the P vertical component force, A is the total cross-sectional area of the one end face girder, A T is the upper flange cross-sectional area, A W A B is the lower flange cross-sectional area.

In addition, the component in the axial direction of the pipe unit (steel pipe) is derived from each review position (review point) as follows.

&Quot; (7) "

Upper flange:

Figure pat00018

stomach:

Figure pat00019

Lower flange:

Figure pat00020

In addition, the share ratio of the pipe unit (steel pipe) axial force is calculated at each review position (review point) as follows.

&Quot; (8) "

Upper flange:

Figure pat00021

stomach:

Figure pat00022

Lower flange:

Figure pat00023

The axial force acting on the pipe unit 1 by the cable tension is divided by the ratio of the upper flange 210, the abdomen 230 and the lower flange 220 of the open end girder 200 to each other , The axial stresses in the respective regions of the pipe unit 1 can be estimated.

17 is a table exemplarily showing an axial force share ratio of a pipe unit (steel pipe) for each element of the open end girder according to a cable inclination angle (longitudinal inclination angle).

Referring to FIG. 17, it can be seen that the portion mainly sharing the axial force of the pipe unit 1 in the open end girder 200 largely changes according to the cable inclination angle. Specifically, as the cable inclination angle decreases, the axial force sharing ratio between the upper flange and the lower flange increases. As the cable inclination angle increases, the share of the upper flange and the lower flange decreases and the share of the abdomen increases. This is because when the cable inclination angle is small, the specific resistance of the pipe unit 1 to the axial force is increased and the upper and lower flanges are mainly shared. When the cable inclination angle is large, This is because the abdomen mainly shares. Therefore, as described above, the load sharing ratio of the upper flange, the lower flange, and the abdomen of the open end girder 200 is set to calculate the axial force acting on the pipe unit (steel pipe) It is desirable to determine the thickness.

The axial stress of the pipe unit (steel pipe) at each examination position shown in FIG. 16D is calculated as follows.

&Quot; (9) "

End:

Figure pat00024

Lower abdomen:

Figure pat00025

Abdominal Center:

Figure pat00026

Top:

Figure pat00027

Here, A p is the cross-sectional area of the pipe unit (steel pipe), which can be calculated, for example, through the thickness and inner diameter of the pipe unit.

As can be seen from the equation (9), the axial stress at the end of the pipe unit to which the cable is fixed can be estimated as sharing the entire cable tension, and the pipe unit at the area corresponding to the lower end of the open- The axial stress of the lower flange can be estimated by dividing the axial tension of the lower flange by the cable tension.

The thickness of the pipe unit required for each region of the pipe unit can be calculated by using both the axial stress calculated as described above and the existing equation for calculating the shear stress acting on the circular steel pipe together. The thickness of the pipe unit can be set such that the axial stress in each region (region) of the pipe unit does not exceed the allowable stress. Further, the thickness of the pipe unit can be set so that the shearing stress in each region of the pipe unit does not exceed the allowable stress. For reference, the term 'permissible stress' used herein is not limited to the concept of permissible stress referred to in the permissible stress design method, and is not limited to the concept of reference stress defined in another design method (design standard) Further, depending on the region (review position) of the pipe unit, the residential further action force and the like can additionally be considered. Specifically, the thickness of the pipe unit (steel pipe) can be calculated so as to satisfy the condition for each review position (Fig. 16D) as follows.

(1) End

(Vertical stress) and shear stress due to the cable tension are applied to the end portion where the cable fixing portion such as the fixing anchor plate is provided, the thickness of the pipe unit (steel pipe) satisfying the following condition (10) .

&Quot; (10) "

Axial stress due to cable tension:

Figure pat00028

Shear stress due to cable tension:

Figure pat00029

Synthetic stress:

Figure pat00030

In this case, f a is the allowable axial stress, τ a is the allowable shear stress, L pe is the length from the end to the top when viewed in FIG. 16d, t P is the thickness of the pipe unit (steel pipe), and φ p is the stress concentration factor .

(2) Lower abdomen

Axial stress (vertical stress) and shear stress due to cable tension and axial stress (vertical stress) added to the pipe unit (steel pipe) due to the resisting further action at the lower end of the abdomen, The thickness of the pipe unit (steel pipe) satisfying the following equation (11) is determined.

&Quot; (11) "

Axial stress due to cable tension:

Figure pat00031

Shear stress due to cable tension:

Figure pat00032

Axial stress due to more active forces in the residence:

Figure pat00033

Axial stress of pipe unit (steel pipe):

Figure pat00034

Synthetic stress:

Figure pat00035

(3) abdomen center

In the middle of the abdomen, the axial stress (normal stress) added to the pipe unit (steel pipe) by the axial stress (vertical stress), the shear stress and the resisting further action force due to the cable tension acts. 16D), the thickness of the pipe unit (steel pipe) satisfying the following equation (12) is determined by applying a stress addition coefficient (see Fig. 16E).

&Quot; (12) "

Axial stress due to cable tension:

Figure pat00036

Shear stress due to cable tension:

Figure pat00037

Axial stress due to more active forces in the residence:

Figure pat00038

Axial stress of pipe unit (steel pipe):

Figure pat00039

Synthetic stress:

Figure pat00040

The outer diameter of the pipe unit 1 in the design is limited to a predetermined value or less in order to minimize the section of the defect of the open end girder 200 as it passes through the abdomen. In addition, the inner diameter and the thickness of the pipe unit 1 are also restricted for minimizing the damage of the cable, the attached device, welding with other members, residual stress caused by cold bending, and the like. According to the present invention, a person skilled in the art can easily determine the thickness of a pipe unit (steel pipe) within a range of the pipe unit 1 satisfying the above-mentioned restriction criterion so as to satisfy the conditions described in the above- .

More specifically, the thickness of the pipe unit 1 is determined by the first thickness (Equation 10) where the axial stress and shear stress due to the cable tension in the end region where the cable is fixed, The axial stress added to the pipe unit 1 by the acting force of the open end girder and the axial stress added to the pipe unit 1 due to the cable tension in the region corresponding to the lower end of the open end girder, (The thickness determined by the equation (11)) below the respective allowable conditions, and the axial stress and shear stress due to the cable tension in the region corresponding to the center of the abdomen of the open section girder, The axial stress added to the pipe unit 1, and the third thickness (the thickness determined by equation (12)) where the composite stress is less than the respective permissible conditions.

For example, the thickness of the pipe unit 1 may be determined to be the largest value among the first thickness to the third thickness.

Further, as shown in Equation (11), stress tolerance coefficient according to the transverse inclination angle of the pipe unit 1 can be applied to the allowable condition relating to the determination of the third thickness. That is, as the lateral inclination angle (slope) of the pipe unit 1 becomes larger, the stress addition coefficient decreases as the right side portion of the expression (12) is increased or the left side portion is increased to induce the safety side design Can play a role. Thus, according to the present invention, it is possible to estimate the stress considering the lateral inclination angle of the cable, which has not been considered in the past.

Fig. 18A is a conceptual view showing a deformation of a pipe unit (steel pipe) when an acting axial force is applied to the open end girder.

18A, it is preferable that the thickness of the pipe unit 1 is determined in consideration of the circumferential stress generated in the pipe unit 1. When the axial force (longitudinal stress) due to the action of the open-end girder 200 is applied, the pipe unit (steel pipe) is compressed longitudinally and generates large stress in the circumferential direction together with the deformation Lt; / RTI > The thickness of the pipe unit 1 can be set such that the circumferential stress of the pipe unit 1 generated due to the acting axial force of the open end girder 200 (longitudinal stress) does not exceed the allowable stress .

Figure 18b is a pipe unit for the pipe unit cross-sectional direction component force (f w, cir) of action of the diameter ratio showing the ratio of the diameter to the thickness of the pipe unit (D inner / t p), and one section girder axial force (f w) (20, 45, and 90 degrees) of the pipe unit (1), and the stress ratio ( fcir / fw , cir ) representing the ratio of the circumferential stress of the pipe unit

18B, the circumferential stress of the pipe unit (steel pipe) is expressed by the ratio of the diameter (D inner ) to the thickness (t p ) of the pipe unit (D inner / t p ) and one section pipe unit section of the working axial force (f w) of the girder (200) (cross-section) direction component force (f w, cir = f w × sinθ; by reference θ, see Figure 16b is a longitudinal inclination of the pipe unit the stress ratio showing a ratio of the circumferential stress (f cir) of the pipe unit (1) for the subject to understand) (f cir / f w, the longitudinal inclination of the pipe unit (1) the relationship between the cir) (for example, 25 degrees, 40 degrees, 90 degrees, three cases), or by interpolation of the trend line.

18C is a table showing estimated values of the circumferential stress of the pipe unit according to the trend line in FIG.

Referring to FIG. 18C, CASE 1 is a case where the diameter ratio is 10.67, and a stress ratio of 5.4 is derived through linear interpolation of the trend line of FIG. 18B, and the circumferential stress (f cir ) is estimated to be 242 MPa. As a result of the FEM analysis, it was confirmed that the circumferential stress estimation was performed on the safe side and not excessive on the FEM analysis value (220.8 MPa). CASE 2 is a case with a diameter ratio of 5.00 and derives a stress ratio of 2.5 through linear interpolation of the trend line of FIG. 18B, and then estimates the circumferential stress (f cir ) at 344 MPa. As a result of the FEM analysis, it was confirmed that the circumferential stress was estimated in the safe side and not excessive in comparison with the FEM analysis value (339.2 MPa).

On the other hand, as described above, the outer diameter of the pipe unit 1 in the design is limited to a predetermined value or less in order to minimize the section of the broken section of the open end girder 200 along the abdomen. In addition, the inner diameter and the thickness of the pipe unit 1 are also restricted for minimizing the damage of the cable, the attached device, welding with other members, residual stress caused by cold bending, and the like. In addition, there are limitations in applying the seamless pipe considering the preparation of the pipe unit (steel pipe). Also, in the design of the pipe unit, the cold bending restriction condition is also considered. The inventors of the present application have further studied the pipe unit (steel pipe) design review conditions (axial normal stress, shear stress, and shear stress) proposed in the present application, on the premise that they are designed to satisfy all of the above- (Pipe) circumferential stress, etc.), the optimal pipe unit (steel pipe) design can be achieved.

Further, in order to achieve a more stable design, detailed analysis such as finite element analysis (FEM analysis) is additionally performed based on the thickness of the pipe unit (steel pipe) set in accordance with the above, It is more preferable to determine the thickness of the steel pipe.

In addition, the present invention can provide not only the abdominal penetration type cable fixing structure according to one embodiment of the present invention but also the open section girder including the abdominal penetration type cable fixing structure. For example, the open end girder may be an I-type girder or a slightly deformed girder (see FIG. 4) of an I-type girder, but is not limited thereto. Further, the present invention can provide a bridge superstructure including the open-end girder described above. For example, the bridge superstructure may be a steel composite reinforcement structure applied to a pole bridge such as a cable-stayed bridge, but is not limited thereto.

It will be understood by those of ordinary skill in the art that the foregoing description of the embodiments is for illustrative purposes and that those skilled in the art can easily modify the invention without departing from the spirit or essential characteristics thereof. It is therefore to be understood that the above-described embodiments are illustrative in all aspects and not restrictive. For example, each component described as a single entity may be distributed and implemented, and components described as being distributed may also be implemented in a combined form.

The scope of the present invention is defined by the appended claims rather than the detailed description, and all changes or modifications derived from the meaning and scope of the claims and their equivalents should be construed as being included within the scope of the present invention.

1: Pipe unit
11: Cable fixing part
2: upper reinforcing member
21:
22: Expansion part
3: Lower reinforcement member
3a: longitudinal side of the lower reinforcement member
5: Stress distribution member
6: lower stress dispersion member
200: Open section girder
210: upper flange
220: Lower flange
220a: longitudinal side of the lower flange
230: abdomen (web)
240: edge plate
250: vertical reinforcement member
260: Rear beam
300: Concrete slab
500: Bridge
510: Bridge superstructure (reinforced type)
520: pylon
530: Cable
540: Shift
550: pylon foundation
600: Abdominal upper surface fixing unit
700: Open section girder

Claims (23)

A fusing structure for cable fixation to an open end girder of a bridge,
A pipe unit arranged to penetrate the upper flange, the abdomen and the lower flange of the open end girder;
An upper reinforcing member for reinforcing the upper flange such that a cross-sectional loss of the upper flange caused by the penetration of the pipe unit is compensated; And
And a lower reinforcement member for reinforcing the lower flange so that the cross-sectional loss of the lower flange caused by the penetration of the pipe unit is compensated,
Wherein the upper reinforcing member is provided on at least one of a transverse direction outer side and an inner side of the pipe unit so as to have a transverse width equal to or greater than a width of the loss cross section of the upper flange.
The method according to claim 1,
The upper flange of the open end girder protrudes inward from the upper end of the abdomen,
Wherein the upper reinforcing member is provided so as to surround an open region of the outer periphery of the pipe unit where the upper flange is not wrapped.
The method according to claim 1,
The upper flange of the open end girder protrudes outwardly and inwardly from the upper end of the abdomen,
Wherein the upper reinforcing member is provided so as to be connected to the inward side in the transverse direction with the upper flange protruding inward and connected to the outwardly projecting upper flange in the transverse direction outwardly.
The method according to claim 1,
The upper reinforcing member
A main beam portion protruding laterally so as to have a transverse width equal to or larger than a loss cross-sectional width of the open end girder due to penetration of the pipe unit; And
And an extension portion which is formed so as to be gradually extended in width from both longitudinal ends of the main beam portion.
5. The method of claim 4,
Wherein the main beam portion extends along a longitudinal direction of the bridge by a first length around the pipe unit,
Wherein the first length is set so as to be able to cover at the main stiff section a stress that diverges obliquely from the pipe unit at an angle of 45 degrees along the upper stiffening member.
5. The method of claim 4,
The section of the tongue-
Sectional area of a cross-sectional area of a cross-sectional inner side and a cross-sectional outer side of a cross-sectional loss area of the upper flange due to the penetration of the pipe unit has a size of half or more of an upper flange cross-sectional area of the section not reinforced by the upper reinforcing member Sectional area of the cable-fixing structure.
The method according to claim 1,
Wherein the upper reinforcing member is provided in a structure symmetrical in the transverse direction about the abdomen.
The method according to claim 1,
Wherein the lower reinforcement member is provided to replace the entire area of the outer periphery of the pipe unit enclosed by the lower flange in place of the lower flange,
Wherein the lower reinforcement member has a thickness greater than that of the lower flange.
9. The method of claim 8,
Wherein the thickness of the lower reinforcement member is set so that the lower reinforcement member has a cross-sectional area covering a loss cross-sectional width caused by penetration of the pipe unit.
10. The method of claim 9,
Wherein the thickness of the lower reinforcement member is set such that the lower reinforcement member having a cross sectional loss upon load action on the pipe unit can reach a yield later than the lower flange without a cross sectional loss, Structure.
10. The method of claim 9,
Wherein the thickness of the lower reinforcement member is such that the cross-sectional area of the lower reinforcement member having a cross-sectional loss caused by penetration of the pipe unit is at least 1.1 times the cross-sectional area of the lower flange. Structure.
9. The method of claim 8,
Wherein the lower reinforcement member is integrally formed with respect to the thickness direction,
And the longitudinal side of the lower reinforcing member is connected to the longitudinal side of the lower flange.
9. The method of claim 8,
The lower reinforcement member is formed to extend from the pipe unit by a second length along the longitudinal direction of the bridge,
Wherein the second length is set so as to cover at the upper reinforcing member a stress that diverges obliquely at an angle of 45 degrees from the pipe unit along the lower reinforcing member.
The method according to claim 1,
Wherein one of the transverse beams of the open section girder is arranged to be connected to an intermediate portion of the pipe unit so that twist of the open section girder due to the arrangement of the pipe unit is prevented.
The method according to claim 1,
Wherein the pipe unit is arranged obliquely at an acute angle with respect to an upper surface of the upper flange corresponding to a cable extending direction of the bridge,
Wherein a stress distributing member is reinforced between the pipe unit and the upper surface of the upper flange, which is an acute angle portion.
The method according to claim 1,
Axial stresses in the respective regions of the pipe unit are calculated in consideration of the axial force sharing ratio corresponding to the ratio of the axial force acting on the pipe unit to the upper flange, the abdomen and the lower flange of the open end girder,
Wherein the thickness of the pipe unit is set such that an axial stress in each region of the pipe unit does not exceed an allowable stress.
17. The method of claim 16,
The axial stress at the end of the pipe unit to which the cable is fixed is estimated to share the entire cable tension,
Wherein the axial stress of the pipe unit in an area corresponding to the lower end of the open end girder is calculated by sharing the axial tension of the lower flange in the cable tension divided by the axial load sharing ratio of the lower flange. .
The method according to claim 1,
The thickness of the pipe unit,
An axial stress and a shear stress due to cable tension at an end region where the cable is fixed, and a first thickness at which the combined stress is less than or equal to the respective permissible conditions;
Axial stress and shear stress due to the cable tension in the region corresponding to the lower end of the open end girder, axial stress added to the pipe unit by the acting force of the open end girder, 2 thickness; And
Axial stress and shear stress due to cable tension in the region corresponding to the center of the abdomen of the open end girder, axial stress added to the pipe unit by the acting force of the open end girder, 3 Thickness,
Of the cable fixing structure.
19. The method of claim 18,
Wherein the permissive condition relating to the determination of the third thickness is applied with a stress addition coefficient according to the transverse tilt angle of the pipe unit.
The method according to claim 1,
Wherein the thickness of the pipe unit is set such that the circumferential stress of the pipe unit caused by the action axial force of the open end girder does not exceed an allowable stress.
21. The method of claim 20,
The circumferential stress,
A ratio of a diameter of the pipe unit to a thickness of the pipe unit and a ratio of a circumferential stress of the pipe unit to a component force of the pipe unit in the axial direction of the pipe unit, Is determined by the interpolation of the trend line or the trend line derived according to the direction inclination angle.
An open section girder comprising the abdominal penetration type cable fixing structure according to claim 1. A bridge superstructure comprising an open section girder according to claim 22.
KR1020150189883A 2015-12-30 2015-12-30 Web penetration type cable anchor structure KR101765213B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
KR1020150189883A KR101765213B1 (en) 2015-12-30 2015-12-30 Web penetration type cable anchor structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
KR1020150189883A KR101765213B1 (en) 2015-12-30 2015-12-30 Web penetration type cable anchor structure

Publications (2)

Publication Number Publication Date
KR20170079387A true KR20170079387A (en) 2017-07-10
KR101765213B1 KR101765213B1 (en) 2017-08-04

Family

ID=59355774

Family Applications (1)

Application Number Title Priority Date Filing Date
KR1020150189883A KR101765213B1 (en) 2015-12-30 2015-12-30 Web penetration type cable anchor structure

Country Status (1)

Country Link
KR (1) KR101765213B1 (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107724236A (en) * 2017-10-24 2018-02-23 长江水利委员会长江科学院 A kind of Tunnel-Type Anchorage of Suspension Bridge combination anchor and method of construction
CN108342982A (en) * 2018-02-06 2018-07-31 中交二公局第二工程有限公司 A kind of hybrid combining girder stayed-cable bridge cable crane track cable beam-ends is from anchor structure
CN112647429A (en) * 2020-12-23 2021-04-13 蒋友富 Box girder with anchoring device and box girder bridge

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3909365B2 (en) * 2001-12-04 2007-04-25 日立機材株式会社 Beam reinforcing bracket and beam through-hole reinforcement structure using the same
KR101470135B1 (en) * 2013-03-23 2014-12-05 조서구 Steel frame structures using steel beam having tapered flange

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107724236A (en) * 2017-10-24 2018-02-23 长江水利委员会长江科学院 A kind of Tunnel-Type Anchorage of Suspension Bridge combination anchor and method of construction
CN108342982A (en) * 2018-02-06 2018-07-31 中交二公局第二工程有限公司 A kind of hybrid combining girder stayed-cable bridge cable crane track cable beam-ends is from anchor structure
CN108342982B (en) * 2018-02-06 2020-01-17 中交二公局第二工程有限公司 Self-anchoring structure at bearing cable beam end of cable crane of cable stayed bridge of mixed composite beam
CN112647429A (en) * 2020-12-23 2021-04-13 蒋友富 Box girder with anchoring device and box girder bridge

Also Published As

Publication number Publication date
KR101765213B1 (en) 2017-08-04

Similar Documents

Publication Publication Date Title
KR101765213B1 (en) Web penetration type cable anchor structure
Lim et al. DSM for ultimate strength of bolted moment-connections between cold-formed steel channel members
JP3660826B2 (en) Rigid structure of upper and lower composite members
CA2773779A1 (en) Reinforcing element for built-ins in concrete constructions
CN110067186A (en) A kind of pipe stiffener web steel reinforced concrete combined box beam
KR101621341B1 (en) Open type prestressed steel box girder and bridge construction method therewith
CN109972511A (en) A kind of fashioned iron-UHPC compoboard and floorings
JP2008156967A (en) Composite truss girder structure
KR102132338B1 (en) Steel Composite PSC Girder Including Arched Reinforcement
KR100485060B1 (en) Joint between steel superstructure and reinforced concrete substructure of rahmen typed hybrid bridge
JP6375195B2 (en) Widened PC slab structure and widening method of existing PC slab
JP3996465B2 (en) Reinforcement structure of hinge zone opening
JP2006183320A (en) Reinforcing structure and reinforcing method of corner part of existing steel pier
CN110725439A (en) Assembled steel concrete shear wall and construction method thereof
JP2006299554A (en) Structure near intermediate supporting point of continuous i-beam bridge
KR101932435B1 (en) Composite girder with enhanced stress distribution at connection between steel part and concrete part
KR101912376B1 (en) Plate truss girder and composite girder bridge using the same
KR101605010B1 (en) Stiffness Strengthened Girder
KR20150067012A (en) Shear reinforcement member for precast concrete composite slab
Lim et al. Direct strength method for ultimate strength of bolted moment-connections between cold-formed steel channel members
US20180127923A1 (en) Guide rail support suitable for withstanding forces transverse to a railway track, and assembly comprising such a guide rail support
KR20120075282A (en) Connecting structure of frame
JP5712843B2 (en) Fatigue improving structure of lateral rib and steel deck
KR20030052239A (en) Girder bridge
JP2004169447A (en) Joint section structure of corrugated steel plate web composite girder of bridge

Legal Events

Date Code Title Description
A201 Request for examination
E902 Notification of reason for refusal