KR101298172B1 - Stress ribbon bridge using support member fixed abutment and construction method therefor - Google Patents

Abstract

PURPOSE: A stress ribbon bridge using a support for increasing seg and a construction method for the same are provided to effectively construct a stress ribbon bridge with long spans without changing an abutment part by minimizing a horizontal force generated in a support cable. CONSTITUTION: A stress ribbon bridge using a support for increasing seg comprises a support cable (110), an abutment part (120), and a seg increasing support (130). Both abutment parts comprise a foundation part and a wall supporting part (122) formed on the top of the foundation part. The seg increasing support is installed on the top surface of a foundation part (121) in the rear side of the wall supporting part. The support cable is arranged into a catenary in order to generate seg between both abutment parts. Both ends of the support cable are settled in the wall supporting part. The support cable is supported in the top surface of the seg increasing support on both abutment parts. [Reference numerals] (AA) Longitudinal direction; (BB) Existing; (CC) The present invention

Description

STRESS RIBBON BRIDGE USING SUPPORT MEMBER FIXED ABUTMENT AND CONSTRUCTION METHOD THEREFOR}

The present invention relates to a stress ribbon bridge using a support for increasing the segment and a construction method thereof. More specifically, the present invention relates to a stress ribbon bridge (STRESS RIBBON BRIDGE) in which a support cable for supporting a precast segment bottom plate is suspended between alternating portions, and a prestress is introduced to the precast segment bottom plate using a tension member.

Figure 1a is a photograph of the construction of the conventional stress ribbon bridge construction and precast segment.

First, as shown in FIGS. 1A and 1B, the stress ribbon bridge STRESS RIBBON BRIDGE is installed so that both ends of the support cable are first supported between two shift parts spaced apart from each other. At this time, the support cable is installed in the form bent downward between the two alternating portion is arranged in the form of a suspension line can be seen that a certain segment (Seg) is generated.

In this way, the support cable installed to be bent downward is installed so that the precast segment bottom plate is in contact with the support cable.

The pre-segment bottom plates are installed on the supporting cable in a state in which the supporting cable is installed by installing a certain level of tension between the two alternating portions by the segment, so that the stress ribbon bridge follows the suspension line behavior of the suspension bridge.

At this time, the stress ribbon bridge is a live load due to the traffic load and the like acts additionally to the stress ribbon bridge. The support load is also burdened by all of the support cables, so the installation amount of the support cable should be designed in consideration of such a live load.

However, since the support cable is expensive and its own weight is not easy to install, a tension member (PC strand) is installed to penetrate the precast segment bottom plates separately from the support cable, and the tension prestress is used to longitudinally prestress the precast segment bottom plates. (Compression force) is to be introduced.

That is, the stress ribbon bridge by the longitudinal prestress is to be able to bear the additional load, such as active load.

The overall behavior of the stress ribbon bridge follows the suspension line behavior of the suspension bridge, but the precast segment bottom plate, which is installed at the same position as the supporting cable, is installed to improve the behavior of the suspension bridge by introducing a compressive force by the tension member. Can be.

For this reason (the precast segment bottom plate is suspended by the supporting cable due to the suspension bridge's behavior).

It can be produced as a relatively thin plate-like structure,

It can be seen that both sides of the support cable are disposed to penetrate the support cable so as to be installed, and the tension member is disposed to penetrate the center portion.

Such a stress ribbon bridge can be installed as a bridge that can have a span of more than 100m if the support cable can be installed, and is widely used as a pedestrian bridge crossing rivers.

At this time, in the construction of stress ribbon bridge, the length of the supporting cable should be increased, especially due to the characteristic of suspension bridge suspension line, in order to construct longer span.

The reason is that as the amount of the supporting cable increases, the horizontal force (tension) acting on the supporting cable increases. The relationship between the amount of the supporting cable (S) and the horizontal force (tension, H) generated in the supporting cable is as follows. Follow the formula.

H = (w * L ² ) / (8 * S)

Where w is equally distributed load, L is span length, and S is amount of segment of support cable.

That is, when the amount of the segment increases, the horizontal force acting on the support cable becomes small, so that even when the same support cable is installed, the span length can be increased (long span construction).

Therefore, in order to reduce the tension (horizontal force) of the support cable according to the construction of the stress ribbon bridge between the long span, the amount of the segment of the support cable must be increased, but the method of effectively increasing the amount of such segment in the conventional stress ribbon bridge has not been suggested otherwise.

To this end, the present invention can maximize the amount of the supporting cable in a given longitudinal line of the stress ribbon bridge, thereby minimizing the horizontal force (tension) generated in the supporting cable, so that the same length of the longer support ribbon ribbon It is possible to construct, and if the stress ribbon bridge of the same span can minimize the amount of installation of the support cable to be a more economical and efficient stress ribbon bridge and the technical problem to solve the provision of the construction method.

The present invention to achieve the above technical problem

In order to increase the amount of supporting cable in the stress ribbon bridge, the end height of the supporting cable installed to be fixed to both shifts is increased by using the supporting support for increasing the segment.

Therefore, the amount of supporting cable segments is increased, thereby reducing the horizontal force (tension) acting on the supporting cable and ultimately reducing the amount of installation of the supporting cable.

To this end,

In the stress ribbon bridge comprising a tension member for introducing a compressive force to the precast segment bottom plate and the precast segment bottom plate which is installed suspended from the support cable between the two alternating portions,

Two shift parts including a wall support part through which a support cable penetrates the foundation part and an upper surface of the foundation part, and fixed at both ends thereof;

Seg increasing support is installed on the upper surface of the base portion behind the wall support portion is formed so that the upper surface is higher than the position of the longitudinal central axis of the support cable fixedly fixed to the wall support portion is installed; And

Segment (Seg) between the two alternating portion is arranged in the form of a suspension line so that both ends are fixed to the wall support portion is installed so as to be supported on the upper surface of the support base for increasing the segment at both shifts, so that the longitudinal central axis It provides a stress ribbon bridge using the support for increasing the Seg including; and a construction method thereof;

In the case of the stress ribbon bridge according to the present invention (for example, approximately 100m), when the amount of the Seg increases approximately 0.5M, the installation amount of the supporting cable can be reduced by about 20%, and the supporting base for increasing the Seg can be easily installed without changing the shift part. As a result, it is possible to efficiently construct a long-span stress ribbon bridge economically.

Figure 1a is a construction photo of the conventional stress ribbon bridge and the construction photo of the precast segment bottom plate,
Figure 1b is a conventional construction of the actual stress ribbon bridge photos,
Figure 2a, Figure 2b and Figure 2c is a perspective view of the support cable installation of the stress ribbon bridge according to the prior art and the present invention, the perspective view of the support base for increasing the segment of the present invention and the precast segment bottom plate perspective view,
3a and 3b is a view of the construction and excerpt of the support base for increasing the segment of the stress ribbon bridge according to the present invention,
4A, 4B, 4C, 4D and 4E are constructional views of the stress ribbon bridge according to the present invention;
5 is an alternating perspective view of the stress ribbon bridge of the present invention.

DETAILED DESCRIPTION Hereinafter, exemplary embodiments of the present invention will be described in detail with reference to the accompanying drawings so that those skilled in the art may easily implement the present invention. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In the drawings, parts irrelevant to the description are omitted in order to clearly describe the present invention, and like reference numerals designate like parts throughout the specification.

Throughout the specification, when a part is said to "include" a certain component, it means that it can further include other components, without excluding other components unless specifically stated otherwise.

Seg increase support base 130 of the present invention;

2a shows a comparison of the installation of the support cable 110 of the conventional stress ribbon bridge A and the installation of the support cable 110 of the stress ribbon bridge of the present invention.

At this time, the alternating portion 120 is formed as a reinforced concrete structure to include a base block 121 in the form of a rectangular parallelepiped block body and a wall support 122 in the form of a rectangular parallelepiped block body which protrudes from the center of the base portion 121. In this case, it can be seen that a plurality of anchors 123 are installed at the rear of the base part 121 (back side based on the wall support part) so as to extend vertically through the base part 121 and extend in the lower ground G. have.

Of course, the wall support portion 122 and the base portion 121 may be constructed in the form of a reinforced concrete structure that is integrally constructed without being separated.

At this time, the support cable 110 is installed so that both ends penetrate the wall support portion 122 so that both ends of the support cable 110 can be installed in the form of a suspension line having a certain amount of Seg (H1).

Accordingly, the conventional support cable 110 is arranged to be bent downward to have a certain amount of Seg, so that the upper and lower heights of the wall support 122 and the longitudinal central axis of the support cable 110 are the largest in the center between the two alternating portions. It can be seen that (H1, H2 display area).

The support cable 110 is said to be arranged in the form of a suspension line so as to generate a segment (eg, Seg) between the two alternating portions and the support cable 110 is acting with the precast segment bottom plate 140 is suspended It is possible to have a horizontal force (tension of the support cable) that can effectively support the live load.

At this time, if the amount of SEG increases, the horizontal force acting becomes smaller, and the amount of supporting cables can be reduced. In order to increase the amount of SEG, the longitudinal central axis of the supporting cable should be set higher (H1 ==> H2). do.

However, in order to increase the height of the longitudinal central axis of the support cable, the height of the cross section of the wall support part 122 on which the support cable 110 is fixed is limited. In other words, when the cross-sectional height of the wall support is increased, the construction cost and the air of the alternating part must increase together, and because of the characteristics of the sidewalk bridge constructed by the stress ribbon bridge (A), bicycles and wheelchairs must also pass, thereby increasing the vertical line segment. Because there is a limit to letting.

Thus, the present invention, for example, as shown in Figure 2a, but additionally installed on the upper surface of the base portion 121 in front of the wall support portion 122, the support for supporting the segment increase 130, the support cable (top) on the upper surface of the support for supporting the segment increase (130) 110 is supported so that the longitudinal center axis height of the conventional support cable 110 is set higher (H1 ==> H2), so that the amount of the segment of the support cable 110 according to the present invention is greater than that of the conventional support cable. It will make it bigger.

Looking at the action of the support base 130 for increasing the segment of the present invention

First, since the support base for increasing the segment 130 of the present invention is to be additionally installed on the base portion 121, it can be applied to new and conventional stress ribbon bridge as it is excellent in usability.

Second, since the height of the longitudinal central axis of the support cable 110 of the support cable 110 can be adjusted without changing the shape and structure of the alternating portion 120, it is more economical and efficient.

In this case, as shown in FIG. 2B, the support base for increasing the segment 130 is formed to include the lower support 131 and the upper saddle 132 to easily adjust the longitudinal center axis height adjustment of the necessary support cable 110. However, by adjusting the height of the lower support 131 it is possible to simply adjust the amount of the segment.

That is, Figure 2b shows a perspective view of the support base 130 for increasing the segment of the present invention.

The Segment support base 130 is configured to include a lower support 131, the upper saddle 132, and in the case of Figure 2b Seg increase support base 130 is spaced apart from each other to know that a pair is installed Can be.

At least one support cable 110 is supported by each of the support members 130 for increasing the segment.

The lower support 131 may be formed, for example, by cutting the H-shaped steel frame in the form of a vertical beam, and may be fixedly installed by the bottom plate 131a and the fixed anchor 131b on the upper surface of the shift base portion 121.

The upper saddle 132 is formed on the upper surface of the lower support 131, the upper curved portion 132a extends in the shape of a groove so that the support cable 110 is seated and supported, and the elastic pad 132b is provided on the upper curved portion 132a. By mounting it to be able to have a flexible support ability according to the variation in the horizontal force of the support cable 110, that is, the tension variation.

At this time, the upper birds 132 may be integrally formed with each other in the transverse direction. This is because the support cables 110 are arranged to penetrate both sides of the precast segment bottom plate 140, but are spaced apart from each other, but the upper birds 132 directly supporting the support cables are mutually spaced even in order to make the support height constant. It may be formed without being spaced apart.

Furthermore, as shown in FIG. 4, the supporting base for increasing the segment 130 may be formed of a concrete block having a predetermined height and having an upper curved portion mounted with an elastic pad on its upper surface.

That is, a method of forming the concrete block body using concrete, reinforcing bars or the like can also be used.

[Precast Segment Floor Plate 140 of the Present Invention]

2C illustrates an example of the precast segment bottom plate 140 of the present invention.

The precast segment bottom plate 140 is a reinforced concrete plate-like structure having a thin thickness is made of a segment having a predetermined length is installed to be suspended on the support cable 110 to be in contact with each other in the longitudinal direction.

The precast segment bottom plate 140 is pre-fabricated in the factory is set to be installed by hanging one by one support cable 110, if the support cable 110 is set first, the cable support groove 141 to be installed hanging on the support cable Corresponding to the support cable installation position is to be formed at both ends.

That is, the precast segment bottom plate 140 is positioned below the support cable 110 and the precast segment bottom plate 140 is lifted upward to be inserted into the cable support groove 141 from the bottom of the support cable, and then moved. The support cable supporting steel 142 is installed on the upper surface of the cable so that the precast segment bottom plate 140 is suspended from the supporting cable 110.

The tension block through-hole 143 is formed in the central block 142 naturally formed by the cable support groove 141, and the maintenance tension material through-hole 145 is formed in both end blocks 144.

Accordingly, the cable support groove 141, the tension member through-hole 143, the maintenance tension member through-hole 145 are installed to contact the precast segment bottom plate 140 so as to communicate with each other in the longitudinal direction. The winch cable (not shown) may be inserted into and fixed to the 143, and the precast segment bottom plate 140 may be installed along the support cable by using the winch.

At this time, the bottom plate tension member 150 is inserted into the tension member through-holes 143 so that both ends of the bottom plate tension member 150 are in contact with the wall support portion 122 of the alternating portion 120 or the precast segment bottom plate ( The precast segment bottom plate 140 is pressed into each other so that the precast segment bottom plate 140 is compressed to each other, thereby introducing a compression force into the precast segment bottom plate 140.

In addition, the tension is settled and installed by the maintenance tension member 160 in the maintenance tension member through-hole 145 so that the compression force introduced to the bottom plate tension member 150 can be introduced in addition to the compression force in consideration of the occurrence of loss over time. Make it work.

At this time, the maintenance tension member 160 is formed on the bottom surface of both ends of the precast segment bottom plate 140 via the maintenance tension member through-hole 145 formed in the precast segment bottom plate 140. It can also be installed to be fixed to

This is to increase the tension efficiency of the maintenance tension member 160 may be referred to as an arrangement form for increasing the eccentric effect.

At this time, the maintenance tension member 160 is inserted into the maintenance tension member through-hole 145 so as not to be tensioned and settled in the alternating portion 120, but to be fixed to the alternate wing wall 180 described below as shown in FIGS. 3A and 5. Done.

When the installation and fixation of the final tension members 150 and 160 is completed, the cable support grooves 141 are finished by the bottom plate finishing concrete 190, and in the alternating portion by the alternating finishing concrete 170 and the alternating wing wall 180. This will allow the shift construction to be completed.

[Stress ribbon bridge (A) using the support base 130 for increasing the segment of the present invention]

3A and 3B illustrate a construction front view and an alternate construction excerpt of the stress ribbon bridge A of the present invention.

The stress ribbon bridge (A) of the present invention is a precast segment bottom plate 140 installed to be in contact with each other hanging on the support cable 110, the support cable 110 installed in the form of a suspension line between the two alternating portion 120 as shown in Figure 3a. ), Bottom plate and maintenance tension material (150, 160) and alternating finish concrete, alternate wing wall and bottom plate finished concrete (170, 180, 190).

First, the shift part 120 may be composed of a base part 121 and a wall support part 122 as described above. For example, a concrete structure having a predetermined height on both sides of a river may be used in the ground by using an anchor 123. Is installed.

The support cable 110 is installed to penetrate the wall support part 122 of the alternating part 120 so that both ends are settled. The support cable is a stranded wire in which strands are twisted, and a plurality of strands are downward from the alternating part 120. It is to be installed in the form of hanging suspension lines.

At this time, the support cable 110 is to increase the end height by increasing the support height 130, the support segment 130 for the segment as shown in Figure 3b, the support segment for the segment increase 130 is installed toward the inner span (wall support portion) In front of) to be supported by the support cable.

At this time, the support support for increasing the segment 130 is formed to be inclined toward the center portion of the base portion 121, and the support for supporting the increase of the segment by installing the support for increasing the segment 130 on the bottom of the inclined base portion 121 ( 130 is naturally installed to be inclined to the right.

Accordingly, the horizontal force introduced to the support cable installed to be supported by the inclined segment support support 130 is a bending moment by the component force F1 in the installation portion of the support support for the segment increase 130 to prevent its conduction (conduction). Prevention moment can be generated) it is possible to install a more stable support base 130 for increasing the segment. Of course, considering the workability, it is also possible to install the support base 130 for increasing the segment in the vertical direction.

Accordingly, the support cable 110 is supported on the upper saddles 132 of the Seg increase support base 130 in a state in which the SEG increase support base 130 is inclinedly installed, and both ends of the support 120 are alternately disposed. It is fixed to the wall support 122 of the support cable 110 to be arranged in the form of a suspension line, but the amount of the segment is increased by the increase in both end height (H).

The longer the span, the smaller the horizontal force of the other supporting cable is, so that the amount of installation of the supporting cable can be reduced.

The precast segment bottom plate 140 is hung on the support cable 110 installed as described above, but is set to be in contact with each other in the longitudinal direction.

The precast segment bottom plate 140 set to be in contact with each other eventually serves as the bottom plate of the bridge.

When the setting of the precast segment bottom plate 140 is completed, the bottom plate tension member 150 is inserted into the tension member through hole 143 formed in the precast segment bottom plate 140, and both ends of the tension member are alternately rotated 120. After the tension is fixed to the wall support portion 122 of the.

Accordingly, the compressive force is generated in the longitudinal direction of the precast segment bottom plate 140 to allow the precast segment bottom plate 140 to be integrated in a compressed state.

This compressive force acts to add the cable-stayed bridge behavior of introducing the compressive force to the precast segment bottom plate 140 by the bottom plate tension material in the stress ribbon bridge for the suspension bridge behavior by the support cable.

Next, the bottom plate finishing concrete 190 for finishing the cable support groove 141 of the precast segment bottom plate 140 is poured to finish the final precast segment bottom plate 140, and the alternating part also finishes in the shift part. The concrete 170 is poured to complete the shift part 120.

The shift portion 120 is particularly inserted into the maintenance tension member 160, so that the alternating wing wall 180 is formed by the finishing concrete (for increasing the eccentricity) for the alternating portion maintenance tension member so that the tension can be settled after such shift portion The wing wall is formed on the upper surface of the alternate finishing concrete so that the maintenance tension member 160 is disposed above the bottom plate tension member 150 (increased eccentricity).

Since the alternating wing wall 180 increases the cross section of the alternating portion, it is possible to secure sufficient resistance against the bending moment occurring in the alternating portion, which occurs in the alternating portion rather than the center of the span in the case of the stress ribbon bridge (A). Considering the characteristic that the bending moment is much larger.

[Stress ribbon bridge (A) construction method using the support support 130 for increasing the segment of the present invention]

4a to 4e illustrate the stress ribbon bridge (A) construction method of the present invention in order.

First, as shown in FIG. 4A, alternate parts 120 including the base part 121 and the wall support part 122 are installed on the both sides of the river using the anchor 143 (step a).

Next, install the support base 130 for increasing the segment (step b). The support base for increasing the segment 130 is a pre-manufactured by the lower support 131 and the upper saddle 132 or after the shift portion 120 as shown in Figure 2a, the foundation reinforcement, reinforcement and retracted in advance Seg increasing support base 130 formed by the concrete pouring through the formwork may be installed inclined or vertical (or vertical) on the upper surface of the base of the front wall support.

Next, as shown in FIG. 4B, the end of the support cable 110 is fixed to the wall support so that the support cable 110 may have a fixed amount in the form of a suspension line, but the support cable 110 is lowered by the support base 130 for increasing the segment. It is supported to be installed so as to be located higher than the position of the longitudinal central axis of the support cable (step c). This, in turn, is intended to increase the amount of segments in the support cable.

Next, as shown in FIG. 4C, the precast segment bottom plate 140 as shown in FIG. 2B is installed to be suspended by the support cable 110, but is set in contact with each other in the longitudinal direction, and formed on the precast segment bottom plate 140. The bottom plate tension member 150 is installed in the through hole for the tension member to be integrated by introducing a compressive force (d, e step).

Next, as shown in FIGS. 4d and 5, the shift part finishing concrete 170 is placed to complete the shift part construction. In this case, the supporting base for increasing the segment 130 is embedded in the shift part finishing concrete 170 and the segment increases. An upper end of the support base 130 may be extended to the alternate wing wall.

At this time, the end of the bottom plate tension member 150, which is tensioned and settled in the precast segment bottom plate 140 before the alternating portion finishing concrete curing, is tensioned and settled again in the alternating portion finishing concrete by using the alternating portion tension member using a coupler. The compressive force introduced to the precast segment bottom plate 140 extends to the alternating finishing concrete.

As a result, the precast segment bottom plate 140 has a compressive force introduced by the bottom plate tension member between the two alternating portions, and the compressive force is introduced by the alternating portion tension member in the alternating portion so that it can effectively resist the bending moment acting on the alternating portion. do.

Of course, the tension of the alternating tension member should be smaller than the amount of compression force introduced by the bottom plate tension member so that the compression force introduced into the precast segment bottom plate 140 is not lost.

This ensures a sufficient resistance to the bending moment generated in the alternating portion.

Furthermore, as shown in FIG. 5, the alternate wing wall 180 is formed on the shift part 120, but the maintenance tension member 160 installed on the precast segment bottom plate 140 extends on the alternate wing wall 180. Increased tension effect of the maintenance tension material due to eccentricity (not shown alternate wing wall in Figures 4d, 4e).

Next, as shown in FIG. 4e, the precast segment bottom plate 140 and the alternate part finishing concrete 170 are placed on the bottom plate finishing concrete 190 to finish the final precast segment bottom plate 140 to finish the stress ribbon bridge. You will be able to complete the construction.

The foregoing description of the present invention is intended for illustration, and it will be understood by those skilled in the art that the present invention may be easily modified in other specific forms without changing the technical spirit or essential features of the present invention. will be. 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 shown by the following claims rather than the above description, and all changes or modifications derived from the meaning and scope of the claims and their equivalents should be construed as being included in the scope of the present invention. do.

110: support cable
120: shift
121: base portion 122: wall support portion
123: anchor
130: Seg Support
131: lower support
132: upper saddle
140: precast segment bottom plate
141: cable support groove
142: central block
143: tension material through hole
144: blocks at both ends
145: maintenance tension through hole
150: bottom plate tension material
160: maintenance tension
170: alternating finishing concrete
180: alternate wing wall
190: bottom plate finishing concrete

Claims (6)

In the stress ribbon bridge comprising a precast segment bottom plate 140 and a bottom plate tensioning member 150 for introducing a compressive force to the precast segment bottom plate is installed hanging on the support cable 110 between the two alternating portion (120). In
Both alternating portions 120 including a base support portion 121 and a wall support portion 122 through which the support cable 110 penetrates the upper surface of the base portion and is fixed at both ends thereof;
Seg increasing support base 130 is installed on the upper surface of the base portion 121 behind the wall support portion 122 is formed so that the upper surface is located higher than the position of the longitudinal center axis of the support cable is fixed to the wall support portion installed; And
Segment (Seg) is formed between the two alternating portion 120 to form a suspension line so that both ends are fixed to the wall support portion 122, both shifts on the upper surface of the support base for increasing the segment 130 Stress ribbon bridge using the support for increasing the segment, including; support cable 110 is installed so that the longitudinal central axis is raised in the alternating portion to increase the amount of the segment. The method of claim 1,
The support base for increasing the segment 130 is installed to be inclined so that the support cable is supported,
A lower support 131 fixed to the upper surface of the foundation part; And an upper saddle 132 formed on an upper portion of the lower support. The method of claim 2,
The lower support 131 is formed by cutting the steel frame in the form of a vertical beam, and is fixedly installed by the bottom plate 131a and the fixed anchor 131b on the upper surface of the base portion 121 of the alternating portion.
The upper saddle 132 is formed on the upper surface of the lower support 131, the upper curved portion 132a extends in the shape of a groove so that the support cable 110 is seated and supported, and the elastic pad 132b is provided on the upper curved portion 132a. Stress ribbon bridge using the support support for increasing the segment, characterized in that to have a flexible support ability according to the change in the horizontal force of the support cable, that is, the tension change. The method of claim 1,
The support for supporting the segment increase 130 is installed toward the inner side of the stress ribbon bridge to support the support cable,
Forming by using a concrete, stress ribbon bridge using a support support for increasing the segment, characterized in that formed on the upper surface by mounting an elastic pad. (a) installing both alternating portions 120 including a base support portion 121 and a wall support portion 122 through which the support cable 110 penetrates and fixed at both ends of the base portion 121 and the upper surface of the base portion;
(b) installing a support base for increasing the segment 130 which is formed so as to be positioned higher than the position of the longitudinal central axis of the support cable fixedly fixed to the wall support part and installed on the upper surface of the base part behind the wall support part;
(c) installing the support cable 110 to be supported by the support support for increasing the segment 130 between the two shifts to fix and fix both ends to the wall support,
(d) installed on the support cable so that the precast segment bottom plate 140 is suspended, and the precast segment bottom plates are set to be in contact with each other in the longitudinal direction,
(e) a stress ribbon bridge construction method using a support for supporting a segment for increasing a segment, comprising the step of introducing a compressive force to the precast segment bottom plate set to be in contact with each other using a bottom plate tension member (150). The method of claim 5, wherein after step (e)
The alternating wing wall 180 is further formed on the alternating portion, but the alternating wing wall 180 extends the maintenance tension member 160 installed in the precast segment bottom plate 140 so that the maintenance tension member due to the eccentricity may be formed. Stress ribbon bridge construction method using the support for increasing the segment, characterized in that to increase the tension effect.

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