KR101373169B1 - Tention typed cable-stayed bridge construction method using hybrid decksegment - Google Patents

Abstract

Disclosed is a construction method of a short-span tension-type cable-stayed bridge, using a hybrid deck segment, which is provided to economically construct a cable-stayed bridge by using hybrid and steel deck segments after a construction process which converts a compression force, which is applied to the deck segments, into a tensile force in a short-span cable-stayed bridge which is built by using an inclined cable to suspend a deck segment from between both main towers (a main span). The construction method is provided to use a key segment and a jack to strongly interconnect the deck segments affected by a compression force, since the deck segments are suspended from the center of the main span by using the inclined cable, and then to countervail a compression force by using a tensile force which is generated from interconnected deck segments when the jack is removed. [Reference numerals] (120a) Hybrid and steel deck segement; (120b) Steel plate deck segment; (AA) Tensile force; (BB,FF) Basis; (CC,GG) Cable fixating unit; (DD) Concrete upper plate; (EE) Main tower; (HH) Steel deck plate; (II) Main span

Description

Construction method of short span tensile cable-stayed bridge using hybrid deck segment {TENTION TYPED CABLE-STAYED BRIDGE CONSTRUCTION METHOD USING HYBRID DECKSEGMENT}

The present invention relates to a method for constructing a short span tension cable-stayed bridge using a hybrid deck segment, and more specifically, to act as a deck segment in a short span cable-stayed bridge in which a deck segment is suspended by an inclined cable between two main towers (main span). The present invention relates to a method for constructing a short-span tensile cable-stayed bridge using hybrid deck segment that can secure the economics of deck segment as well as to make the cable-stayed bridge economically through the process of converting compressive force into tensile force.

In general, the cable-stayed bridge is a bridge that supports the main span by using the inclined cable installed in the inclined direction from the pylon.

Since the cable-stayed bridge can lengthen the main span, it is recently installed in rivers and seas with wide widths.

The cable-stayed bridge is installed on both sides of the sequential deck (segment) in order to make the main span (Span) and side span (Side Span), but using the inclined cable so that the deck segment between the main span and the side span are connected to each other.

Accordingly, the compressive force acts in the horizontal direction on the deck segments on both sides connected to each other.

That is, as shown in FIG. 1A, since the inclined cable 1 connects the deck segments 2 on both sides of the main column 3 to each other, the horizontal component F21 is the deck segment 2 among the forces acting on the inclined cable 1. ) Acts as a compressive force and the vertical component force F11 acts upward.

The compressive force is maximized at the place (M) where the main tower (3) is installed and zero (hinge connection) at the center point (C) of the main span (Main Span).

This is because the compressive force acting as the installation of the deck segment 2 from the pylon starts to accumulate and increase in the deck segment 2.

Accordingly, the maximum compressive force acting on the deck segment 2 increases in proportion to the length L between the main spans, that is, the distance between the main towers 3.

1B is a graph showing the relationship between the maximum compressive force and the main span length L, and is made under the assumption that the cross-sectional area of the deck segment 2 between the main spans is constant.

That is, for example, it can be seen that the maximum compressive force of 160 MPa when the length L of the main span is 1000 m is 500 MPa when the length L of the main span becomes 2000 m.

Accordingly, in order to cope with such an increase in compressive force, the deck segment 2 has a problem of using high strength steel or increasing the cross-sectional area.

In addition, the deck segment made of steel requires a lot of local buckling materials such as stiffeners to compensate for buckling and / or twisting due to the compressive force.The use of these local buckling materials inevitably increases the weight of the deck segment. There was a problem that the construction cost of the cable-stayed bridge is increased by the manufacturing and installation costs.

Figure 1c shows an example of a conventional short span cable-stayed bridge.

That is, in the case of the short span cable-stayed bridge 10, both sides of the main column 11 are asymmetrical as there is no side span as shown in FIG.

Therefore, according to the prior art, the load corresponding to the vertical component force F11 of the deck segment 12 (the deck segment is connected to each other completed) is supported by the inclined cable 13, and the axial force of the deck segment 12 F1 is constructed so that the main column 11 to which the deck segment 12 is hardened may support.

As a result, the main tower 11 receives the vertical vertical force F2 by the plurality of inclined cables 13 spread over the top, and at the same time receives the horizontal axial force F1 from the deck segment 12 that is firmly to the bottom.

Accordingly, in the short span cable-stayed bridge 10 according to the related art, the main column 11 has a horizontal axial force F3 generated at an upper portion of the inclined cable 13 and an axial force F1 at a lower portion where the deck segment is rigid. Due to the bending moment due to the bow bent to have an unstable structure, the base 14 of the pylon base must be designed to be very large to resist the bending moment caused by the axial forces (F1) of the deck segment As a result, the economy was inferior.

Short span cable stayed bridges for overcoming the shortcomings of the short span cable stayed bridges are introduced in FIGS. 1D and 1E.

That is, in the short span cable-stayed bridge for supporting the deck segment 12 extending to one side of the main column 11 with the inclined cable 13, the main column 11 and the deck segment 12 are separated from each other, The axial force F1 of the deck segment is provided on the anchorage block 15 so as to be supported by the reaction wall 16 supporting the end of the deck segment (reaction action).

Thus, by separating the deck segment and the pylon to exclude the axial force (F1) transmitted from the deck segment, reducing the bending moment generated in the pylon to have the effect of increasing the safety of the pylon.

Therefore, the foundation block 14 of the pylon does not need to be excessively large, so that economic efficiency may be obtained.

On the other hand, in the case where the reaction force wall 16 receiving the axial force F1 of the deck segment is formed in the anchorage block 15, the side force of the deck segment and the axial force of the anchorage block are canceled, so that the safety of the short span cable-stayed bridge is further increased. Have.

However, the fundamental problem in the short-span cable-stayed bridge is that the deck segment increases as the compressive force accumulates in the deck segment, and the weight of the deck segment increases due to the use of the local buckling prevention material. The construction cost of the cable-stayed bridge is increased by the installation cost.

Therefore, it can be seen that in the conventional short span cable-stayed bridge, reducing the axial force, which is a compressive force acting on the deck segment, has a very important meaning.

Accordingly, the distribution of the compressive force (F1) acting on the deck segment of the conventional short span cable-stayed bridge is as follows with reference to Figure 1f.

That is, according to FIG. 1F, the compressive force is very large at both ends over the main span, and the compressive force (indicated by minus) is not generated due to the hinge connection.

Therefore, the conventional short span cable-stayed bridge can be seen that the compressive force dominates the deck segment cross-section over the main span, and as the main span increases, the cross-sectional area of the deck segment that is dominated by the compressive force increases, which prevents local buckling of the deck segment. It is still pointed out that reinforcement problems for the public must always arise.

At this time, the deck segment (2) as described above is generally manufactured by using high strength steel (Higher Strength Steel), but near the pylon should be produced in the cross section that can accumulate in the compressive force to resist large compressive force, but as the center of the main span Increasingly, the compressive force becomes smaller, so even in such a main span, if the deck segment (usually a steel box deck segment) installed in the pylon is used as it is, this leads to a very inefficient and inexpensive deck segment production.

The present invention is designed to solve the above problems.

An object of the present invention is to induce the optimization of the deck segment cross-section design (introduced tensile force to the deck segment) in local buckling by the compressive force in the construction of the deck segment to be supported by the inclined cable in the main span in the construction of the short span cable-stayed bridge It can be said to construct economical short span cable-stayed bridge by minimizing local buckling prevention material to resist.

At this time, the deck segment was made to be a more economical short span cable-stayed bridge construction using a rational cross-section according to the main tower (including its vicinity) and the main span.

Accordingly, the short span cable-stayed bridge according to the present invention can be constructed with a longer span cable (longer main length) if the same deck segment cross section, and a more economic deck segment cross section can be designed if the same span long (main span), The technical problem to be solved is to provide an optimal section of the deck segment to provide a more economical short-span tensile cable-stayed bridge.

As described above, in the existing short span cable-stayed bridge, the maximum compressive force is generated where the pylon is located, and the maximum compressive force increases as the length of the main span becomes longer.

Accordingly, as the length of the main span increases, the cross section of the main segment between the main span increases in order to reinforce the cross section of the deck segment between the main span, or the length of the main span increases due to the use of high strength steel to prevent local buckling. If the economics of the cable-stayed bridge will fall.

Accordingly,

A first step of installing the first deck segment by using an inclined cable so as to be directly supported by both main towers spaced apart from each other in the axial direction;

A second step of installing a plurality of deck segments in the first deck segment by using a plurality of consecutively inclined cables to a central portion C of the main span;

When the deck segments to be connected to each other in the main span center portion C are adjacent to each other, a jack is installed between the main tower and the first deck segment, and a key segment is disposed between the deck segments to be connected to each other, and the jack is operated to be connected to the deck segment to be connected. A third step of sequencing the deck segment by tightly connecting each other when the segment approaches; And

Tensile stage including the fourth step of gradually recovering the jack installed between the main tower and the first deck segment to the pre-operation state so that the main tower opened in the opposite direction from the center portion of the main span to the center portion of the main span while the tensile force is introduced into the connected deck segment. It will provide the construction method of span cable-stayed bridge.

That is, the present invention allows the main tower directly resists the accumulated compressive force acting on the deck segment through the jack installed between the deck segment and the main tower so that the main tower opens in the opposite direction from the center of the main span, and gradually restores the jack. As the unfolded pylon moves toward the center of the main span again, the compressive force is offset by introducing a tensile force into the deck segment through the jack.

At this time, the deck segment is applied to the composite deck segment is applied to the main column governed by the compressive force, the hybrid deck segment is applied to the steel deck plate segment in the main span governed by the tensile force.

Short span tensile cable-stayed bridge according to the present invention

First, in the case of the conventional short span cable-stayed bridge, since the deck segment installed in the main span is dominant in compression force (a kind of axial force), it is necessary to design the cross section of the deck segment corresponding to the dominant compression force, and moreover, in the deck segment that is vulnerable to the compression force. Had to install a local buckling prevention material,

In the short span cable-stayed bridge of the present invention, since the tensile force to cancel the compressive force is generated in the deck segment during the construction process, the compression force generated is reduced in size to optimize the cross section of the deck segment (the upper and lower flanges of the side wall of the deck segment To reduce the production cost and construction cost of the deck segment made of steel by reducing the amount of steel used),

It is possible to significantly reduce the amount of local anti-fogging material to be installed in the deck segment, it is possible to construct a very short-span cable-stayed bridge construction.

Second, after the construction of the short span cable-stayed bridge, additional compressive force is generated in the cable-stayed bridge due to live loads such as traffic load and wind load. This additional compressive force is also reflected in the cross-sectional design of the deck segment, which eventually increases the weight of the deck segment. However, in the case of the present invention, the additional compressive force may be offset by the tensile force according to the present invention to control not only the compressive force generated in the construction process but also the compressive force due to the live load generated in the post-construction process. Construction is possible.

Third, the short span cable-stayed bridge according to the present invention can reduce the deck segment production cost and construction cost if it is the same span standard by optimizing the cross-section design of the deck segment, so that it is possible to construct a more economical cable-stayed bridge. The construction of the long span cable-stayed bridge will be possible.

Fourth, the deck segment used in the present invention is a steel composite deck segment in favor of the compressive force resistance in the pylon dominated by the compressive force, the steel deck plate segment in favor of the tensile force resistance in the main span, that is, by using a hybrid deck segment, especially medium-sized short-span cable-stayed bridge It is possible to construct a very economical cable-stayed bridge.

Figure 1a is a force diagram showing the front view of the cable-stayed bridge according to the prior art and the form of the acting compression force,
Figure 1b is a graph showing the relationship between the length (L) of the major span in the cable-stayed bridge and the maximum compressive force generated in the deck segment between the main span,
1c is a force component diagram of a conventional short span cable-stayed bridge,
1D and 1E are construction drawings of a conventional improved short span cable-stayed bridge,
1f is a load action diagram of a conventional improved short span cable-stayed bridge,
Figure 2a is a cross-sectional view of the axial force and deck segment of the short span tensile cable-stayed bridge of the present invention,
Figure 2b is a axial force diagram and a cross-sectional view of the deck segment by the hybrid deck segment used in the short-span tensile cable-stayed bridge of the present invention,
Figure 3a, 3b, 3c and 3d is a construction sequence diagram of the short-span tensile cable-stayed bridge according to the present invention and the axial force according to it.

Hereinafter, the present invention will be described in detail with reference to the accompanying drawings. Prior to this, terms and words used in the present specification and claims should not be construed as limited to ordinary or dictionary terms, and the inventor should appropriately interpret the concepts of the terms appropriately It should be construed in accordance with the meaning and concept consistent with the technical idea of the present invention based on the principle that it can be defined. Therefore, the embodiments described in the present specification and the configurations shown in the drawings are merely examples of the present invention and are not intended to represent all of the technical ideas of the present invention, so that various equivalents And variations are possible.

Figure 2a is a cross-sectional view of the axial force of the short-span tensile cable-stayed bridge according to the present invention and the deck segment commonly used.

First, the cable-stayed bridge 100 according to the present invention is installed with the main towers 110 spaced apart from each other in the axial direction (longitudinal direction), as in the conventional short span cable-stayed bridge, and the separation distance between the main towers is the main span.

Deck segments 120 are installed between the main spans. The deck segments are fixed to one end of the inclined cable 300 to the anchorage blocks 130 installed to the outside of the main tower, and the other ends of the decks are passed through the top of the main tower 110. Installed to connect to the segment 120 is the same as the conventional short span cable-stayed bridge.

At this time, the deck segment 120 installed at the lower part of the main tower 110 is connected to the main section (C) of the main span continuously while supporting the segments with the inclined cable 300 from each main tower, which is the FCM (Free Cantilever Method) method. By the same conventional construction method it will be possible to install continuously connected to each other.

Accordingly, the compressive force accumulates in the deck segment 120 until the deck segments are rigidly connected to each other by the key segments in the central span C by the inclined cable 300.

However, in the process of gradually restoring the jack installed between the pylon and the initial deck segment to its pre-operation state as shown in FIG. 3d (step 4), the pylon, which is opened in the opposite direction to the center of the main span, moves toward the center of the main span, while the tension (T) is connected to the connected deck segment. This is introduced.

This tensile force (T) is approximately 20% of the absolute value is reduced compared to the compressive force acting on the conventional short-span cable-stayed bridge under the same conditions as well as to optimize the cross section of the deck segment, the buckling and Twisting occurs, and local buckling resistant materials that resist this buckling and twisting must be installed inside the deck segment.

However, the present invention can reduce the thickness of the upper, lower flange, both side wall even in the case of a conventional deck segment (steel box type) as shown in Figure 2a in the process of reducing the accumulated compressive force, the amount of local buckling prevention material (D) Significant savings can be achieved, which makes it possible to construct a very economical cable-stayed bridge, especially in the construction of a simple cable-stayed bridge between long spans.

Furthermore, the present invention is as shown in Figure 2b,

In particular, the deck segment 120 installed on the main column in which the compression force is largely generated uses the composite deck segment 120a, and the deck segment is installed between the main spans (between the rigid composite deck segments) in which the compression force is relatively small (introduced tensile force). The segment uses the steel deck deck segment 120b.

Thus, the present invention will be referred to as a hybrid deck segment of the combined use of the composite deck segment 120a and the steel deck plate segment 120b.

At this time, the rigid deck segment (120a) is disposed on both ends of the I-shaped girder having a large cross-sectional height (H1) and between the I-shaped girder I-shaped steel having a cross-sectional height (H2) less than the cross-sectional height (H1) Installing a cross beam, such as a deck segment that is integrated with the concrete top plate on the cross beam and the upper I-girder,

The steel deck deck segment 120b has an I-shaped girder having a large cross-sectional height H1 at both ends, and has a cross-sectional height H2 smaller than the cross-sectional height H1 between both I-shaped girders. It is a deck segment in which a horizontal beam is installed and the upper portion of the steel top plate in which the longitudinal ribs are formed is integrated.

In other words, in the short-span tension cable-stayed bridge as in the present invention, the deck segment installed in the pylon has a compressive force that accumulates and a tensile force is introduced, which is controlled by the final tensile force.

Therefore, the present invention is to ensure economic feasibility by using a steel composite deck segment using a concrete slab advantageous in the compression tower resistance,

In the main span, the tensile force (marked with +) is dominant, so it is possible to secure economic feasibility by using the steel deck deck segment using the steel top plate which is advantageous for the tensile resistance.

In other words, the steel composite deck segment is made of a combination of steel and concrete, so the production cost is low, but the self-weight can be increased, but the length of the inclined cable is not long.

The steel deck deck segment is made of steel only, so the steel cost can be increased a little, but it can reduce the cross section of the inclined cable that is installed with a long length because the weight is not large.

Accordingly, it can be seen that the deck segments according to FIGS. 2A and 2B are more efficiently and economically manufactured as the optimized cross section in the short span tension cable-stayed bridge such as the present invention.

Therefore, the construction process of the present invention will be described based on FIGS. 3A, 3B, 3C, and 3D to construct the short-span tensile cable-stayed bridge of the present invention.

[Step 1]

First, both main towers 110 are installed as shown in FIGS. 3A and 3C. The main towers 110 are formed in a shape (for example, diamond type) that is laterally expanded to both side wall portions 111 while descending from the top to the bottom as a whole. And, the lower portion of both side wall portion 111 is installed to be supported on the base 140.

Both main tower 110 and the base 140 are both installed as a reinforced concrete structure.

The main tower (110, LEG) is installed spaced apart from each other in the axial direction and it can be seen that the interval between the main tower is the main span.

Between the side wall portions 111 of the main tower 110, the first deck segment 121 is installed to penetrate in the axial direction. The first deck segment 121 is supported by the bridge support 160 so that the main tower gabo 150 Will install

At this time, the first deck segment 121 uses the rigid deck segment 120a as described above, and the rigid deck segment 120a is much more economical in terms of manufacturing cost.

That is, the main tower girder 150 is installed in the transverse direction (orthogonal direction) between both sidewall portions 111 of the main tower 110 spaced apart from each other in the transverse direction, so that both ends of the first deck segment 121 are bridged ( 160 to be supported, the deck segment of the upper plate 170 for the road connection to the main tower gabor 150 is also to be supported by the bridge support (160).

The site where the main tower gabor 150 is installed will be referred to as a branch or head.

At this time, the support column 180 is installed on both sides of the main column 110 of the portion through which the first deck segment 121 penetrates, and the outer side surface I of the main span side of the side wall portion 111.

The support 180 is installed to be detachable as a kind of strut (Strut) made of a steel frame.

The struts are made to have a U-shaped cross section so that the jack 200 to be described later can be seated therein.

When the support 180 is installed, the support 180 is in contact with the end surface of the reaction force 190 formed on both outer surfaces of the adjacent first deck segment 121.

The reaction table 190 may also be manufactured as a steel frame (or steel box) and may be installed only on the first deck segment 121 installed on the main head.

Thus, the first deck segment 121 having the reaction table 190 installed on both outer surfaces thereof has one end fixed to the anchorage block 130 and the other end connected to the first deck segment 121 via the top of the main tower 110. It can be seen that the inclined cable 300 is eventually installed hanging.

In this state, a compressive force is generated as the axial force in the first deck segment 121 by the inclined cable 300, and this compressive force is supported by the main tower 110 via the support 180 through the reaction force 190. .

[Second Step]

Next, as shown in FIG. 3b, the additional deck segments 121 and 123 are continuously connected to the central section C by using the additional inclined cable 300 to the first deck segment 121 installed in the main head. Until this time, the compressive force is continuously generated in the initial deck segment 121 and other additional deck segments 122 and 123 and transmitted to the main column 110.

Of course, the additional deck segments (122,123) other than the initial deck segment is divided into two, but the number of installation may increase according to the extension length of the main span, and the main segments because the deck segments (121, 122, 123) are made to have the same extension length Two or more of the plurality may be installed with each other according to the extension length of.

In the present invention, except for the first deck segment 121, the deck segments 122 and 123 that are continuously installed in the center portion of the main span will be referred to as additional deck segments.

In this case, the additional deck segments 122 and 123 use the steel deck plate segment 120b described above, and the steel deck plate segment 120b is much more economical in manufacturing cost in the main span.

[Third Step]

Next, when the additional deck segments 123 are adjacent to each other in the main span center portion C as shown in FIG. 3C, the additional deck segments 123 are firmly connected to each other. For this purpose, a key segment 400 (KEY SEG) is used.

The key segment 400 is formed in the same cross-sectional shape as the deck segment and is for connecting additional deck segments 123 adjacent to each other.

The key segment 400 is set to be separately lifted by a lifting device not shown in the lower portion of the main span of the cable-stayed bridge to be inserted between adjacent additional deck segments 123.

Thus, the key segment 400 and the additional deck segments 123 adjacent to each other are firmly connected to each other.

Here, the meaning of hardening means that the first and additional deck segments are connected to each other structurally in succession, and the connection of the deck segments made of steel includes both the welding and the pressing by the tension material.

However, since the key segment 400 and the additional deck segment 123 adjacent to each other are not easily connected to each other while being in exact contact with each other on the same line, the spacing is adjusted through a set back operation.

To this end, the jack 200 is installed.

That is, after fixing both ends of the Sangik jack 200 to be detachable between the support 180 and the reaction force 190, the jack 200 is operated to set back.

That is, the set back operation does not increase the extension length of the jack 200, but operates in the direction of reducing the extension length so that the additional additional deck segment 123 is spaced slightly further apart to temporarily open the additional deck. The key segment 400 is easily inserted between the segments. If the key segment 400 can be secured to a sufficient distance to install the key segment, the setback may not be performed.

Accordingly, after the position of the key segment 400 is accurately set by the SET BACK operation, the key segment 400 and the additional deck segment 123 are set through the SET FOWARD operation of the jack 200. In the state in which they are in contact with each other in the same line, as shown above, the rigid segments are connected to each other so that the segment segments are continuously connected.

The support 180 is separated from the main tower 110 and the reaction table 190 as shown in FIG. 3D by the set forward operation.

The SET FOWARD operation means to compress the deck segment 123 adjacent to the key segment 400 while returning to the original space that the separation interval of the additional segments is opened by the SET BACK operation.

As a result, it can be seen that the deck segments 120 extending from the main heads of both main towers 110 to the main span center portion are structurally rigid and connected to each other.

Until this third step, the compressive force (P) is continuously generated in the deck segment 120 and transmitted to the main tower 110 through the jack 200 through the reaction force 190 of the deck segment 120, and eventually the compressive force It can be seen that the main column 110 to resist and the first deck segment 121 is installed in a rigid synthetic deck segment in favor of the compressive force to favor this compression force.

[Step 4]

Accordingly, the jack 200 installed after the third step is removed as shown in FIG. 3D. The removal of the jack 200 proceeds approximately 1-5CM per hour, while gradually securing the stability of the deck segments (SET FOWARD). The original jack is restored.

That is, the present invention allows the main tower directly resists the accumulated compressive force acting on the deck segment 120 through the jack 200 installed between the reaction force 190 of the deck segment 120 and the main tower 110. (C) Let the pylons open in the opposite direction,

By gradually restoring the jack 200, the main column 110, which is opened, moves toward the center portion of the main span again, so that the tensile force T is introduced into the deck segment 120 through the jack 200 so that the compression force is offset. .

In this case, based on FIG. 3D, it can be seen that the main tower 110 moves by a displacement against L1 toward the center portion C of the main span in the open state.

As a result, the final jack 200 is naturally separated as the gap between the main tower 110 and the reaction force 190 of the deck segment 120 widens.

In this process, the main tower 110 and the reaction zone of the deck segment 120 is stabilized while being spaced apart, and the first deck segment is supported and installed on the bridge support 160 of the main tower robo 150 installed in the main head as described below. Will be done.

The number of installation of the deck segment 120 installed in the main span is the magnitude of the tensile force (T) to be installed in the fourth segment to be suspended by the inclined cable 300 and the rigidly connected deck segment 120 to cancel the compressive force, It can be adjusted by various factors such as the installation angle of the inclined cable 300, but based on the case of setting the size of the compressive force to be offset by approximately 20%, the deck segment 120 can be optimized and very economical Construction of the cable-stayed bridge was realized.

As such, the present invention is a compression force is generated in the deck segment at the beginning of the deck segment installation, but in the process of restoring the jack installed in the center of the main span between the deck segments and restoring the installed jack, so that the compressive force to the deck segment is generated Compared to the deck segment that is designed to be cross-sectional design dominated by the maximum compressive force in the prior art, it is possible to manufacture a more economical cross-section deck segment is particularly advantageous for long span cable-stayed bridge between long spans.

In addition, after the construction of the cable-stayed bridge, the vehicle passes, and additional compressive force is generated in the rigidly connected deck segment 120 of the cable-stayed bridge due to wind load.

This additional compressive force is considered in the deck segment cross-sectional design is reflected in the deck segment cross-sectional size, the present invention can control this additional compressive force by the restraint tensile force it is possible to design and construct a very efficient cable-stayed bridge.

In addition, the anchorage block 130 is constructed in the form of a concrete block at a position spaced apart from the outside of the main tower so that one end of the inclined cable 300 is fixed, and is constructed in a structure in which the internal hollow is formed so that the inclined cable is fixed and fixed.

The inclined cable 300 has one end fixed to the anchorage block 130, it can be seen that a large number is connected to the deck segment via the top of the main tower.

100: short span cable stayed bridge
110: pylon 111: both side walls (main tower)
120: deck segment 121: first deck segment
122.123: Additional Deck Segments
120a: strongly synthetic deck segment
120b: steel deck deck segment
130: anchorage block
140: base 150: pylons
160: bridge support 170: access road deck
180: support (strut) 190: reaction force
200: Jack 300: inclined cable
400: KEY SEG
B: Expansion joint C: Center of main span
D: Local buckling prevention material

Claims (6)

A first step of installing the first deck segment 121 using the inclined cable 300 to be directly supported by both main towers 110 spaced apart from each other in the axial direction;
A second step of installing a plurality of deck segments (122, 123) in the first deck segment (121) by using a plurality of additional inclined cables (300) consecutively to the center portion (C) of the main span;
When the deck segments to be connected to each other in the main span center portion (C) are adjacent to each other, the jack 200 is installed between the main tower and the first deck segment, and then the key segments 400 are disposed between the deck segments to be connected to each other, and the jack 200 is provided. A third step of continually connecting the deck segments to be connected to each other by connecting the deck segments to be connected to each other, thereby continuing the deck segments; And
Tensile force (T) to the deck segment connected to the main tower 110 and the first deck segment 121 is gradually restored to the pre-operation state by moving the main tower 110 opened in the opposite direction to the center of the main span while moving toward the center of the main span. A fourth step of introducing);
The first deck segment 121 to be installed on the main tower is made of a composite deck segment 120a, and the deck segments 122 and 123 to be installed on the main span are made of a steel deck plate segment 120b. Short span tensile cable-stayed bridge construction method using a hybrid deck segment characterized in that. According to claim 1, wherein the main tower 110 and the first deck segment 121 is in direct contact with each other by the support 180 is installed to be detachable to the main tower 180 and the reaction table 190 installed on the first deck segment 121. And, the support 180 is a stage using a hybrid deck segment, characterized in that to be separated from the main tower 110 and the reaction table 190 of the first deck segment in the process of slowly restoring the jack 200 to the state before operation Construction method of span tension cable-stayed bridge. The hybrid deck segment of claim 2, wherein the support 180 is made of a U-shaped steel frame installed on both inner side surfaces of the side wall, and the jack 200 is mounted on the inner side of the support. Short span tensile cable-stayed bridge construction method using The method according to claim 1, wherein the two main towers 110 are formed as both sidewalls 111 extending laterally from each other from the top to the bottom, and the bottom of both sidewalls are supported and installed by a base. A method for constructing a short-span tensile cable-stayed bridge using a hybrid deck segment, characterized in that the successive deck segments penetrate both side wall portions in an axial direction. The method according to claim 2, wherein the main tower girder 150 is further installed between the two side wall portions, and the bridge support 160 is installed on the upper surface of the main tower girder so that the end of the deck segment continuous to the bridge support is supported. The main tower Gabor 150 is further provided with a bridge support so that the deck segment of the access road top plate is supported, the deck segment continuous with the deck segment of the access road top plate supported by the bridge support to the expansion joint (B) Short span tension cable-stayed bridge construction method using a hybrid deck segment, characterized in that to be connected to each other by. The method of claim 1, wherein the key segment is structurally rigidly connected to the steel deck plate segment and connected to each other.

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