KR101387595B1 - Tention typed multi-span cable-stayed bridge construction method using hybrid decksegment - Google Patents

Abstract

Disclosed is a method for constructing a multi-span tensile type cable-stayed bridge using a hybrid deck segment, capable of reducing the size of maximum compressive stress in the whole cable-stayed bridge by generating tensile stress in deck plates of a main span using compressive cables and tensile cables. [Reference numerals] (AA,DD) Outside; (BB,CC) Inside; (EE,GG) Side span; (FF) Main span

Description

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

The present invention relates to a multi-span tensile cable-stayed bridge construction method using a hybrid deck segment, and more specifically, to construct a cable-stayed bridge more economically through a construction process to convert the compressive stress acting on the deck segment to the tensile stress in the main span. The present invention relates to a method for constructing a multi-span tensile cable-stayed bridge using hybrid deck segment that optimizes the deck segment section accordingly.

In general, the cable-stayed bridge is a bridge that supports the main span by using a cable (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 main tower sequentially by using a deck segment (Deck Segment) to create a main span (Span) and side span (Side Span), the deck segment between the main span and the side span installed by the cable To be connected.

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

That is, as shown in FIG. 1A, since the cable 1 connects the deck segments 2 on both sides (main span and side span) of the main tower 3 to each other, the horizontal component F2 is the deck of the force acting on the cable 1. It acts as a compressive stress on the segment 2 and the vertical component F1 acts upwards.

The compressive stress is maximized at the location (M) where the main tower (3) is installed and zero at the central point (C) of the main span (Main Span). This is because the compressive stress 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 stress 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.

Therefore, even if the length of the main span is long in the cable-stayed bridge, which is recently constructed as a long bridge across a large river or sea, if the compressive stress acting on the cross-section of the deck segment between the main span can be reduced, You can see that this is necessary.

Therefore, various studies have been conducted on the economical cable-stayed bridge construction, that is, how to reduce the amount of compressive stress applied to the cross-section of the deck segment. FIG. 1b shows the method of constructing a tensile cable-stayed bridge proposed by Professor Gimsing in 2006. to be.

That is, two pylons (3) are constructed, and one end of the tension cable (6) is connected between the anchorage (5) installed toward the side span of each pylon and the top of the pylon, and the other end of the tension cable (6) from the pylon It extends toward the main span to connect the central deck segments (4) located in the central portion of the main span.

Accordingly, it can be seen that the tensile stress T is generated in the center deck segments 4 by the tension cable 6, and thus the tension deck segment (eg, in the section L2 excluding the tension deck segments 4). 4) Compression deck segments installed in connection with them can be seen that compressive stress (C) is generated by the cable, but excessive compressive stress does not occur as before. Therefore, economical cable-stayed bridge construction is reduced by reducing the cross-sectional area of the deck segments. It can be seen that.

However, the deck segments (4) commonly used in the method of construction of the tensile cable-stayed bridge are generally manufactured by using high strength steel (steel box deck segment), and the tensile deck segments (4) and the compression deck If all of the segments were made of steel box deck segments, this would lead to very inefficient and inexpensive deck segments.

The reason is that compression deck segments are predominantly compressive stress, so if the compression deck segment is made of high strength steel, it is difficult to fully utilize the working load and material properties.

In addition, according to FIG. 1c, examples of a conventional multi-span cable-stayed bridge are shown. Each deck deck segment has an excessive compressive stress (not a multi-span tension cable-stayed bridge) during construction, thereby increasing the cross-sectional size of the deck segment. And the pylon's size and height will also increase.

In addition, in case of the main tower, the longitudinal displacement is increased by the deck segment that is suspended by the cable, so that a method for solving this problem is inevitably required.

In order to solve this problem,

First, there is a method of increasing the size of the pylon and piers or increasing the cross-sectional size of the deck segment, which has a problem that the construction cost can be too large considering the poor appearance and the cable-stayed bridge is mainly installed at sea.

Second, an example is shown with an intermediate pier in the middle of the span. However, if the intermediate pier is installed, the construction cost for installing the intermediate pier is added and it is disadvantageous in the forward passage.

Third, it is possible to install the pylon displacement suppression cable connecting the upper part of the pylons, but when the pylon displacement suppression cable is installed, the installation cost is not only a problem, but also the problem of sagging and maintenance of the pylon displacement suppression cable is difficult. .

Fourth, the method of installing the pylon displacement suppression cable inclined to the upper portion of the pylon and the lower portion of the pylon adjacent to the pylon was introduced, but there was aesthetic problem because the cables are installed up and down each other.

Fifth, a method of installing the cables so that they cross each other (crossing cable installation) has been introduced. As the cable is cross-fixed to the deck segment, the stress at the fixing portion of the cable becomes too large, so that the details of the deck segment structure It is necessary to secure a certain separation distance so that complicated and intersecting cables do not touch each other, but there is a problem in that such separation distance is not easy depending on the site conditions.

After all, the conventional multi-span cable-stayed bridges introduce several methods to solve the problems caused by excessive compression stress on the deck segments of each span, but each method is effective because all approaches are used to control the compressive stress. There was no limit to the construction of economical multi-span cable-stayed bridges.

Therefore, an object of the present invention can be said to provide a multi-span tensile cable-stayed bridge construction method that can reduce the compressive stress excessively generated in the deck segment of each span in the conventional multi-span tensile cable-stayed bridge construction method.

That is, an object of the present invention is a reasonable cross section according to the compressive stress (C) or tensile stress (T) acting in the construction of the deck segment that is supported by the inclined cable in the side span and the main span in the construction of the multi-span tensile cable-stayed bridge The technical problem to solve is to present a deck segment to provide a more economical multi-span tensile cable-stayed bridge.

5A and 5B show a conceptual diagram of a conventional multi-span cable-stayed bridge and a multi-span tensile cable-stayed bridge of the present invention.

That is, in the case of the conventional compression multi-span cable-stayed bridge as shown in FIG. It can be seen that the tensile stress is generated in the center of the span.

That is, in the conventional compression type multi-span cable-stayed bridge, the maximum compressive stress occurs at the main column, and the maximum compressive stress increases as the length of the main span increases. Accordingly, as the length of the main span increases, the cross-section of the deck segment between the main spans increases or the high strength steel must be used in order to reinforce the cross section of the deck segment between the main spans.

In order to solve this problem, the cable-stayed bridge according to the present invention has a multi-span tensile cable-stayed bridge construction method that can reduce the maximum compressive stress generated in the deck segment where the main column is located by causing the tensile stress in the deck segment in the center of the main span. Will be provided.

In addition, as shown in FIG. 5B, when an equal distribution load is applied to the A span of the conventional compression-type multi-span cable-stayed bridge, the deck segment in the span is deflected downward, and the main tower is largely displaced inward. If it acts on the adjacent B span, it also affects the 1 span, so that the main tower is displaced outward, the A span is upward, and the B span is more downward, and the cable tension becomes unstable. However, in the case of the multi-span tensile cable-stayed bridge according to the present invention, the compressive stress generated in each span is reduced, thereby enabling economic design of the deck segment and stabilizing the tension of the cable.

In this case, the deck segments are applied to the composite deck segment in a position governed by the compressive stress, and a hybrid deck segment in which the position steel deck deck segment applied to the tensile stress is applied.

Some tableted cable-stayed bridges and their construction methods according to the present invention have the following effects.

First, the cross-sectional area of the main span deck segment can be more effectively reduced by reducing the maximum compressive stress applied to the cross section of the main span deck segment installed in the multi span cable-stayed bridge.

Second, by reducing the cross-sectional area of the main span deck segment, it is possible to reduce the requirement of structural steel, thereby securing economic feasibility. Therefore, it is possible for the ultra-long-sized cable-stayed bridge to have economic feasibility compared to other types of bridges.

Third, the multi-span tension cable-stayed bridge according to the present invention can reduce the compressive stress acting on the deck segment, thereby reducing the axial force acting on the deck segment, thereby enabling a more economical deck segment design. The displacement becomes small and the direction of tension applied to the cable does not change greatly, so that the stability can be achieved.

Fourth, the deck segment used in the present invention is a hybrid deck using a steel deck deck segment in a position controlled by a tensile stress T and a rigid composite deck segment in a position controlled by a compressive stress C at a position controlled by a compressive stress C. The use of segments enables the construction of very economical cable-stayed bridges in multi-span tensile cable-stayed bridges.

Figure 1a is a stress diagram showing the front view of the cable-stayed bridge according to the prior art and the form of the acting compressive stress,
1b is a key construction diagram of a conventional tableting cable-stayed bridge,
Figure 1c is a construction example of the conventional multi-view steel cable-stayed bridge,
2a and 2b is a construction sequence diagram and stress action diagram of the multi-span tensile cable-stayed bridge of the present invention.
3A, 3B and 3C are tensile stress generation correlation diagrams of the multi-span tensile cable-stayed bridge of the present invention,
Figure 4 is a cross-sectional view of the governing portion of the compressive and tensile stress and thus the deck segments in the present invention
5 and 5b are conceptual views of a conventional multi-span cable-stayed bridge and a multi-span tensile cable-stayed bridge of the present invention.

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.

Hereinafter, the construction process of the multi-span tensile cable-stayed bridge according to the preferred embodiment of the present invention will be described sequentially. While explaining the construction process, the cable-stayed bridge will be described together.

In the present invention, the cable-stayed bridge 100 is a multi-span tensile cable-stayed bridge.

The cable-stayed bridge according to the present invention first installs a plurality of main towers, and these main towers can be divided into an outer main tower and a middle main tower. In addition, in order to install the tension cable in the outer pylon anchorage is installed on the side of the outer pylon.

The deck plate installed between the outer main tower and the anchorage will be referred to as the side span deck plate, and the deck plate installed between the main towers will be referred to as the main span deck plate.

Accordingly, the main span deck plate installed at both outer main towers will be referred to as the outer main span deck plate, and the deck plate installed at the middle main tower will be referred to as the middle main span deck plate.

In the present invention, the reason for using the compression and tension cable is to reduce the size of the maximum compressive stress in the entire cable-stayed bridge by allowing tensile stress to occur in deck plates of a predetermined section (center span) in the main span.

The construction example of the multi-span tensile cable-stayed bridge is as follows.

First, as shown in FIG. 2A, both outer main towers 111 and 112 are spaced apart by a predetermined distance L in the axial direction, and deck support anchorages 113 and 114 are installed.

In this case, the anchorage 113, 114 may be referred to as a reinforced concrete structure installed on the ground, such as the outer space of the outer main towers (111, 112) spaced apart, for example, may be a variety of forms.

Next, the side cable deck segment 120 and the outer main span deck segment 130 extending from both outer side main towers 111 and 112 to the side span and the main span side are connected to both outer main towers 111 and 112, and the compression cable 200 and the dotted line are displayed. It is installed by the connection, the outer main deck deck segment 130 is installed so as to be disposed in the axial direction without being connected in the main span.

As a result, such side span and outer main span deck segments (120, 130) are suspended by compression cables (200) installed on both outer main towers (111, 112) to generate a compressive stress (C) as in the prior art, such a compressive stress occurs in the present invention. The cable is referred to as a compression cable in the sense that the deck segment is connected to both outer main towers (111, 112).

At this time, as shown in FIG. 3a, both support towers 111 and 112 of the portion through which the outer main span deck segment 130 penetrates are provided with a support 180 on the outer side surface I of the main span of the side wall portion.

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 to allow the jack 500 to be described later to 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 outer main span deck segment 130.

The reaction table 190 may also be manufactured as a steel frame (or steel box) and may be installed on the outer main span deck segment 130 installed on the main towers 111 and 112.

Next, the tension cable 300 extending from the anchorage 111 and 112 to the main span via the top of the outer main towers 111 and 112 is further connected to the outer main span deck segment 130 connected by the compression cable 200. Each of the additional outer major span deck segments 140.

Therefore, the outer additional main span deck segment 140 in the state connected to the outer main span deck segment 130 is connected by the tension cable 300 connected to the anchorage 113, 114, it can be seen that the compressive stress caused by the component force is generated. have.

Accordingly, it can be seen that the compressive stress generated in the side span deck segment 120 and the outer main span deck segment 130 is accumulated by the compressive stress generated in the outer additional major span deck segment 140. In this case, the present invention allows the main tower to directly resist the accumulated compressive stress acting on the deck segments 120, 130 and 140 through the jacks installed between the deck segments 30 and 140 and the main towers 111 and 112, and thus the main tower in the opposite direction from the center of the main span. In this case, as the jack is slowly restored, the stacked pylon moves toward the center of the main span again, so that tensile stress is introduced into the deck segments through the jack to cancel the accumulated compressive stress.

Furthermore, deck segments are installed by the compression cable 200 and the tension cable 300 in the middle pylons 115, 116 and 117 in addition to the both outer pylons 111 and 112, as shown in FIG. 2A, and the support 180 and the reaction force 190 are provided. Is installed. If you look at it,

First, the middle main span deck segments 150 are connected to both sides of the middle main towers 115, 116 and 117 by the compression cable 200 at both sides thereof, based on the middle main towers 115, 116 and 117.

Intermediate additional main span deck segments 160 are connected to both sides of the middle main span deck segment 150, which are connected by tension cables 300 passing through upper ends of the middle main towers 115, 116 and 117.

In addition, it can be seen that the compressive stress is accumulated in the intermediate and intermediate additional main deck deck segments 150 and 160. In the present invention, the main tower directly resists the accumulated compressive stress acting on the deck segments 150 and 160 through the jacks installed between the deck segments 150 and 160 and the main towers so that the main tower is opened in the opposite direction from the center of the main span. In addition, as the jack gradually recovers, the stacked pylon moves toward the center of the main span again, so that the tensile stress is introduced into the deck segments through the jack to cancel the accumulated compressive stress.

Also, the main towers 115, 116 and 117 of the portion where the intermediate main span deck segment 150 penetrates are installed on both sides of the support 180 at the outer side surface I of the main span of the side wall portion.

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

The struts are made to have a U-shaped cross section to allow the jack 500 to be described later to 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 intermediate main span deck segment 150.

The reaction table 190 may also be manufactured as a steel frame (or steel box) and may be installed in the intermediate main span deck segment 150 installed on the main towers 115, 116, and 117.

Next, when the outer additional main span deck segment 140 and the intermediate additional main span deck segment 150 are adjacent to each other in the main span center portion C as shown in FIG. 2B, the key segments 400 and KEY SEG are connected to each other. Is used.

The key segment 400 is formed in the same cross-sectional shape as the deck segment and is for connecting the outer additional main span deck segment 140 and the middle additional main span deck segment 150 adjacent to each other.

The key segment 400 is separately lifted by a lifting device not shown in the lower part of the main span of the cable-stayed bridge to be set to be fitted between the adjacent outer additional main span deck segment 140 and the intermediate additional main span deck segment 150.

Accordingly, the outer additional main span deck segment 140 adjacent to the key segment 400 and the middle additional main span deck segment 150 are firmly connected to each other.

Here, the meaning of hardening means that the deck segments are continuously connected to each other structurally, and the connection of the deck segments made of steel includes all the meanings of welding, pressing by the tension material, and the like.

Of course, the key segment 400 is installed between the intermediate additional main span deck segments 160 in the main towers 115, 116 and 117 as shown in FIG. 2B.

However, the outer additional main span deck segment 140 and the intermediate additional main span deck segment 150 and the middle additional main span deck segment 160 adjacent to the key segment 400 are not easily connected to each other while being in exact contact with each other on the same line. The set-back operation adjusts the separation interval.

To this end, the jack 500 is installed as shown in FIG. 3C.

That is, after fixing both ends of the Sangik jack 500 so as to be detachable between the support 180 and the reaction force 190, the jack 500 is operated to set back.

That is, the SET BACK operation does not extend the extension length of the jack 500, but operates in the direction of reducing the extension length so that the space between the adjacent additional main span deck segment 140 and the intermediate additional main span deck segment 160 is separated. To temporarily open a little more so that the key segment 400 is easily installed between the outer additional major span deck segment 140 and the intermediate additional major span deck segment 160 and is spaced enough to install the key segment. If the interval can be secured, it does not matter even if the setback is not performed.

Accordingly, after the position of the key segment 400 is accurately set by the SET BACK operation, the jack 500 may be set forward by the SET FOWARD operation. 140 and the intermediate additional main span deck segment 160 are in contact with each other in the same line, and as shown in the foregoing, the rigid segments are continuously connected to each other structurally.

The support 180 is separated from the main towers 111 to 117 and the reaction table 190 as shown in FIG. 3D by the SET FOWARD operation.

The SET FOWARD operation is performed by the SET BACK operation while returning back to the gap between the outer additional main span deck segment 140 and the intermediate additional main span deck segment 160 while returning to the key segment 400. It means to compress the adjacent outer additional main span deck segment 140 and the intermediate additional main span deck segment 160.

As a result, it can be seen that the deck segments extending from the head of the pylon to the center of the main span are structurally rigid and connected to each other.

Compression stress (C) is continuously generated in the deck segment until the first 1-3 steps, and is transmitted to the pylon through the jack 500 through the reaction table 190 of the deck segment, so that the compressive stress is resisted by the pylon. It can be seen that the deck segments (120, 130, 150) is installed in a rigid composite deck segment to favor the compressive stress to the advantage.

Therefore, the jack 500 installed after the set forward (SET FOWARD) operation is removed. The removal of the jack 500 proceeds approximately 1-5CM per hour to ensure the stability of the deck segments. Jack is restored.

That is, the present invention allows the main tower to directly resist the accumulated compressive stress acting on the deck segment 120 through the jack 500 installed between the reaction table 190 and the main tower 110 of the deck segment 120. Pellets open in the opposite direction to the center (C),

By gradually restoring the jack 500, the main column 110, which is opened, moves toward the center portion of the main span again so that the tensile stress T is introduced into the deck segment 120 through the jack 500 so that the compressive stress is offset. It is.

In this case, based on the fourth step of FIG. 3C, 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 an open state.

As a result, the final jack 500 is naturally separated as the gap between the main tower 110 and the reaction table 190 of the deck segment 120 widens.

In this process, the reaction tower between the main tower 110 and the deck segment 120 is stabilized while being spaced apart, so that the deck segment is supported and installed on the bridge support 160 of the main tower Gabor 150 installed in the main head.

The size of the tensile stress (T) installed in the main segment between the deck segment is installed by hanging the inclined cable 300 by the fourth step so that the compressive stress is canceled in the deck segment (140,160) is tightly connected to each other, It can be adjusted by various factors, such as the installation angle of the inclined cable 300, the deck segment (140, 160) can be optimized based on the case of setting the size of the compressive stress to be offset approximately 20% Economic cable-stayed bridge construction was possible.

Thus, in the present invention, the compressive stress is generated in the deck segment at the initial stage of the deck segment installation, but the form of tensile stress that cancels the compressive stress in the deck segment in the process of restoring the jack installed and rigidly connected the deck segment at the center of the main span Since it is possible to produce a more economical cross-section deck segment compared to the deck segment that is dominated by the conventional maximum compressive stress, it is particularly advantageous for long span cable-stayed bridge between long spans.

Accordingly, in the cable-stayed bridge according to the present invention as shown in FIGS. 2b and 3d, between the outer additional main span deck segment 140 and the middle additional main span deck segment 160 installed in a predetermined section of the main span, and further, the intermediate additional main span deck segment 160. As described above, tensile stress (T) is generated in the process of naturally separating as the final jack 500 is sufficiently widened between the main tower 110 and the reaction table 190 of the deck segment 120. .

On the other hand, the side span deck plate 120, the outer main span deck segment 130, the intermediate main span deck segment 150 is connected to each other by a compression cable 200, the compressive stress (C) is generated. ('C' in the figure represents compressive stress and T 'represents tensile stress.)

Thus, the present invention

First, it can be seen that in the multi-span cable-stayed bridge, the cross-sectional area of the deck segments between the main spans can be reduced more effectively by reducing the maximum compressive stress acting on the cross-section of the deck segments between the main spans between the middle pylons (115, 116, 117).

Second, it is possible to secure economic feasibility by reducing the structural steel requirements by reducing the cross-sectional area of deck segments between the main spans. Therefore, it can be seen that the ultra-pile cable-stayed bridge can be economical compared to other types of bridges.

Third, it can be seen that some of the main span deck segments installed in the center of the main span can be introduced into the tensile stress by the tension cable, jack, reaction table, support, and can easily control the magnitude of the tensile stress introduced. It can be seen that.

In this case, in order to further reduce the weight increase, a cable having a higher strength-to-density ratio may be used in a tensile cable or a compression cable than a steel cable.

For example, tension and compression cables made of carbon fiber have a weight per force unit of about one fourth of that of steel cables and about one tenth of that of high strength structural steel.

The use of a carbon fiber cable is not only suitable for reducing the weight increase, but also has the advantage of being well protected and convenient for inspection and relocation because the cable is disposed inside the deck segment.

Furthermore, the present invention is as shown in Figure 4,

In particular, the deck segment installed at a position controlled by the compressive stress (span indicated by C in the side span and the main span) uses a rigid composite deck segment,

Deck segments installed in the main span (between the steel composite deck segments) at positions dominated by the tensile stress (span represented by T in the main span due to the tensile stress introduced) will use the steel deck deck segment.

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

At this time, the rigid deck segment is placed on both ends of the I-shaped girder having a large cross-sectional height (H1) and between the two I-shaped girder cross beams such as I-shaped steel having a cross-sectional height (H2) less than the cross-sectional height (H1) And installed, the deck beam is integrated with the concrete 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 multi-span tension cable-stayed bridge like the present invention, the deck segment accumulates the compressive stress, but the tensile stress is partially introduced, so that part of the main span is dominated by the tensile stress. .

Accordingly, the present invention uses a steel deck deck segment with a steel composite deck segment, which is advantageous for compressive stress or tensile stress resistance.

It is possible to secure economic feasibility by using the steel composite deck segment using concrete slabs.

The use of steel deck deck segments using steel top plates, which are advantageous for tensile stress resistance, also ensures economic feasibility.

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 FIG. 4 (steel composite and steel deck deck segments) are more efficient and economically manufactured as optimized cross sections in the short span tension cable-stayed bridge such as the present invention.

100: multi-span tensile cable-stayed bridge
111,112: Outer Pylon 113,114: Anchorage
120,170: side span deck segment
130: outer major span deck segment
140: additional outer major span deck segment
150: mid-span deck segment
160: additional mid-period deck segment
180: support 190: reaction force
200: compression cable 300: tension cable
400: Keyseg 500: Jack

Claims (3)

(a) installing a plurality of main towers spaced at predetermined intervals in the axial direction, respectively, and installing both anchorages 113 and 114 outwardly from both outer main towers 111 and 112;
(b) connecting the side span deck segment 120 and the outer main span deck segment 130 extending from the outer main towers 111 and 112 to the outside and the inner main tower 111 and 112 by a compression cable 200 connected to the outer main towers 111 and 112; Installing, but disposing the outer main span deck segment 130 without being connected;
(c) Adding tension cables 300 extending inwardly from the anchorages 113 and 114 through the outer main towers 111 and 112 to the respective outer main span deck segments 130 connected by the compression cable 200. Connecting to each of the connected additional outer major span deck segments 140;
(d) connecting and installing the intermediate main span deck segments 150 extending in both sides from each of the intermediate pylons 115, 116 and 117 between the outer main pylons by a compression cable 200 connected to the intermediate pylons 115, 116 and 117; ;
(e) connecting the tension cable 300 installed via the middle pylons 115, 116 and 117 to each of the additional intermediate main span deck segments 160 further connected to each intermediate main span deck segment 150 connected by the compression cable;
f) between the main tower and the outer main span deck segment 130 and the intermediate main span deck segment 150 when the additional outer main span deck segment 140 and the additional middle main span deck segment 160 to be connected to each other in the main span center portion C are adjacent to each other. After installing the jack 500, the key segment 400 is disposed between the deck segments 140 and 160 to be connected to each other, and when the key segments approach the deck segments 140 and 160 to be connected by operating the jack 500, the rigidity is firmly connected to each other. Concatenating the deck segments (140,160);
(e) by gradually restoring the jack 500 installed between the main tower and the outer main span deck segment 130 and the intermediate main span deck segment 150 to a pre-operation state, the main tower which is opened in the opposite direction to the center span of the main span is connected to the center of the main span. It includes; the step of introducing a tensile stress (T) to the deck segment (140, 160),
The additional outer major span deck segment 140 and the additional intermediate major span deck segment 160, which are deck segments installed in a position controlled by tensile stress, are made of a steel deck plate segment and installed in a position controlled by compressive stress. The side span deck segment 120, the outer main span deck segment 130, and the middle main span deck segment 150, which are deck segments, are multi-span tensile type cable-stayed bridge construction method using a hybrid deck segment, which is characterized by using a rigid composite segment. . According to claim 1, wherein the main tower and the deck segment (130,150) is in direct contact with each other by the support 180 is installed to be detachable to the main tower and the reaction table 190 installed on the deck segment (130,150), the support ( 180 is a multi-span tensile cable-stayed bridge construction method using a hybrid deck segment, characterized in that to be separated from the reaction tower 190 of the main tower and the deck segment (130,150) in the process of slowly restoring the jack 500 to the pre-operation state . The hybrid deck segment of claim 2, wherein the support 180 is made of a U-shaped steel frame installed at both inner sidewalls of the sidewalls, and the jack 500 is mounted on the inner side of the support. Multi-span tensile cable-stayed bridge construction method.

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