KR100832100B1 - Pylon base stress reduction hypothesis structure and pylon base base stress reduction method - Google Patents

Abstract

A temporary stress reduction structure and a stress reduction method for the base of a pylon are provided to construct a V-shaped structure of a large size without increasing the cross-sectional area for the lower part of a slope structure by controlling the moment of rotation of a slope structure using a tie cable installed temporarily before installing a horizontal beam and reducing stress acting on the lower part of a structure. A temporary stress reduction structure for the base of a pylon comprises a V-shaped reinforced concrete structure formed by constructing right and left slope structures(110,120), sheath pipes(200a,200b) buried horizontally to make pipe holes face each other by penetrating each standard lot of the right and left slope structures and composed of many unit sheaths(210) provided with male threads and many couplers(220) provided with female threads and coupled with the unit sheaths to couple the unit sheaths by twos, and a tie cable(300) fixed by making one end tensed through the sheath pipes buried under the left slope structure of the V-shaped reinforced concrete structure and the other end tensed through the sheath pipes buried under the right slope structure of the V-shaped reinforced concrete structure. A stress reduction method for the base of a pylon comprises the steps of: constructing right and left slope structures to a standard lot by placing and curing concrete, and laying each sheath pipe to the standard lot of the right and left slope structures horizontally to make pipe holes face each other; pulling up the right end of a tie cable and inserting to the sheath pipe buried under the right slope structure, and fixing the right end of the tie cable to the right slope structure temporarily; pulling up the left end of a tie cable and inserting to the sheath pipe buried under the left slope structure, and fixing the left end of the tie cable to the left slope structure temporarily; and tensing and fixing the right end of the tie cable.

Description

Temporal structure and Temporal setting method for stress control of the pylon base}

1 is a schematic diagram of an inverted Y-shaped pylon.

2 is a schematic diagram of the stress acting on the inverted Y-shaped pylon base.

3 is a horizontal cross-sectional view showing the principal column base stress reduction hypothesis structure.

4 is a vertical cross-sectional view showing the principal column base stress reduction hypothesis structure.

Figure 5 is a perspective view of one embodiment of a sheath tube consisting of a unit sheath and a couple coupler.

6 is a perspective view of one embodiment of a tie cable.

7 is a perspective view of one embodiment of a bearing plate.

Figure 8 shows the construction process of the pylon base stress reduction method.

9 illustrates a process of tensioning a tie cable.

<Description of the symbols for the main parts of the drawings>

1: pylon 2: horizontal beam

3: road

100: V-shaped reinforced concrete structure

110: left inclined structure 120: right inclined structure

200a, 200b: sheath pipe 210: unit sheath pipe

220: connection coupler

300: tie cable 310a, 310b: margin

400a, 400b: Bearing Plate

500a, 500b: Fixing nut

600: tension coupler 700: tension bar

800: hydraulic jack

M: Standard Lot

The present invention relates to a temporary structure for reducing the stress acting on the lower part of the structure and controlling the displacement of the pylon when the bottom of the cross beam of the pylon of the cable-stayed bridge or suspension bridge in the V-shaped construction.

The cable-stayed bridge or suspension bridge has a road 3 on the crossbeam 2 of the main tower 1, and the road 3 is configured to hang on the main tower 1 again (see Fig. 1). ) Is the most important structure in cable-stayed bridges or suspension bridges. As the bridges become larger and span intervals increase, the pylons must be constructed high and strong.

Such pylons are usually constructed in A, H, and inverted Y-shapes. In this case, the inverted Y-shaped pylons (1) are constructed in the form of pillars in the form of V-shaped cantilevered columns at the bottom of the crossbeam (2). It can give a sense of aesthetics.

Conventionally, when constructing a V-shaped structure as described above, it is designed to have a large cross section toward the bottom of the structure in order to maintain the shape of the structure itself against gravity and to resist the large stress occurring at the bottom of the structure. It has been a way to resist.

However, as the main column becomes larger, the lower end of the V-shaped structure also increases the stress to bear, and if the cross-sectional area of the lower part of the structure is increased to cope with such stress, the construction disadvantage increases and the appearance thereof becomes poor. There is a need for a method that can be stably constructed even if the cross-sectional area is not too large.

The present invention has been made to solve the above problems, when constructing the main tower of the suspension bridge or cable-stayed bridge as an inverted Y, the lower part of the cross beam in the V-shape, in the tie cable temporarily installed before the installation of the cross beam By controlling the rotation moment of the inclined structure by reducing the stress that the lower part of the structure, to provide a hypothetical structure to enable the construction of a large V-shaped structure without increasing the cross-sectional area of the lower portion of the inclined structure.

The present invention is a temporary structure for the construction of the main column crossbeam of the cable-stayed bridge or suspension bridge in a V-shape, V-shaped reinforced concrete structure formed by constructing the left and right inclined structure by lot unit; Sheath pipe horizontally buried in the reference lot of the left and right inclined structure of the main column cross beam so that the pipe hole is opposed to each other; The left end is tensioned through the sheath tube embedded in the left inclined structure, the right end is fixed through the sheath tube embedded in the right inclined structure, the tie cable is fixed and installed; It provides a main column base stress reduction hypothesis structure, characterized in that comprising a.

In addition, the present invention is a temporary construction method for constructing the V-shaped reinforced concrete structure consisting of left and right inclined structure by constructing the bottom of the main column crossbeam of the cable-stayed bridge or suspension bridge by lot unit, (a) using the system formwork Constructing the left and right structures in a lot unit, and installing the sheath pipes horizontally in the reference lot before installing the main column crossbeams so that the pipe holes 201 face each other; (b) lifting the right end of the tie cable, inserting and passing through the sheath pipe embedded in the right inclined structure, and temporarily fixing the right end of the tie cable to the right inclined structure; (c) lifting the left end of the tie cable and inserting and penetrating the sheath tube embedded in the left inclined structure, and fixing the left end of the tie cable to the left inclined structure; And (d) tensioning and fixing the right end of the tie cable; It provides a pylon base stress reduction method comprising a.

1 is a schematic diagram of an inverted Y-shaped pylon. 2 is a schematic diagram of stress acting on the base of an inverted Y-shaped pylon. 3 is a horizontal cross-sectional view showing the principal column base stress reduction hypothesis structure. 4 is a vertical cross-sectional view showing the principal column base stress reduction hypothesis structure. Figure 5 is a perspective view of one embodiment of a sheath tube consisting of a unit sheath and a couple coupler. 6 is a perspective view of one embodiment of a tie cable. 7 is a perspective view of one embodiment of a bearing plate. Figure 8 shows the construction process of the pylon base stress reduction method. 9 illustrates a process of tensioning a tie cable.

Hereinafter, the present invention will be described in detail with reference to the accompanying drawings.

I. Pylon  donate( Base station ) Stress reduction  Construction

1 is a schematic diagram of an inverted Y-shaped pylon. Inverted Y-shaped pylons are reinforced concrete structures and are constructed in lots. In addition, the lower portion of the inverted Y-shaped pylon 1 can be constructed with a V-shaped reinforced concrete structure 100 as shown in FIG.

The V-shaped reinforced concrete structure 100 is formed by constructing the left and right inclined structures 110 and 120 in a lot unit, and a cross beam 2 is placed on the upper end of the V-shaped reinforced concrete structure 100. The upper part of the cross beam is converged to the reverse Y shape from the V-shaped reinforced concrete structure 100 and constructed. As described above, in the completed inverted Y-shaped pylon 1, the cross beam 2 grasps a bifurcated structure, so there is no disadvantage in structure.

However, before the cross beam 2 is placed, that is, in the process of constructing the V-shaped reinforced concrete structure 100, the left and right inclined structures 110 and 120 are moved to both sides by gravity due to the V-shaped characteristics. The force to be tilted increases the rotational moment that the base of the structure must bear. In addition, when the horizontal beams 2 are installed on the left and right inclined structures 110 and 120, the load of the horizontal beams 2 before the left and right inclined structures 110 and 120 and the horizontal beams 2 are completely integrated. This acts as the stress that the base of the left and right inclined structures must bear.

FIG. 2 is a schematic diagram of the stress applied to the base of the inverted Y-shaped pylon, and the method for dealing with an excessive load applied to the lower end of the pylon 1 base is shown in FIG. There was only a method for constructing the lower part in a large cross section, and according to this conventional method, it was not possible to exclude the risk that the main column 1 collapsed in the process of constructing the cross beam 2.

Accordingly, the present invention introduces a hypothetical structure that can pull the upper ends of the V-shaped reinforced concrete structure 100 as shown in Figure 2 (b), thereby reducing the rotation moment that the lower end of the structure must bear It was developed to be structurally stable and to save materials such as concrete and reinforcing steel for structural construction, and to have a visually superior shape. In this case, even when the horizontal portion 2 is made of precast concrete and seated on top of the left and right inclined structures 110 and 120, the left and right inclined structures 110 and 120 and the cross beams 2 are formed. Like a fully integrated state, a stable structure can be achieved.

3 is a horizontal cross-sectional view showing the pylon base stress reduction hypothesis structure, Figure 4 is a vertical sectional view showing a pylon base stress reduction hypothesis structure. As shown in Figure 3 and 4, the present invention is the V-shaped reinforced concrete structure 100; Sheath tubes 200a and 200b; And a tie cable 300.

The left and right inclined structures 110 and 120 may be constructed by lot by moving a general system formwork upward. Reinforced concrete structures can be erected to a certain height without falling to the side due to the rigidity of the structure itself even if it is inclined to a certain angle. However, while the cross beams 2 are installed, the inclined structure must bear the load of tens or hundreds of tons due to the weight of the cross beams 2 at one time in the present invention. It is configured to have a hypothetical structure that can control the, in the present specification, the lot (sheep) lot (sheath) 200 (200a, 200b) is required for the installation of the temporary structure (lot) was named as the reference lot (M).

The sheath pipes 200a and 200b penetrate through the reference lots M of the left and right inclined structures 110 and 120, respectively, so that the tube holes 201 are horizontally embedded to face each other.

At this time, the sheath pipe (200a, 200b), a plurality of unit sheath 210, the male thread is formed on the outer peripheral surface of both ends; And a female thread formed on an inner circumferential surface thereof, and a plurality of connection couplers 220 screwed to the unit sheath 210 and connecting the unit sheath 210 two by one. It can be used composed of.

Steel pipe pipes and the like can be produced to the length to penetrate the V-shaped reinforced concrete structure 100 can be utilized as the sheath pipe (200a, 200b), but one long sheath pipe (200a, 200b) for embedding in the transverse direction Since there is a risk of a safety accident in the process, it is preferable to combine the plurality of unit sheath 210 formed as described above with a plurality of connection couplers 220 to satisfy the required length. (See Fig. 5)

The tie cable 300 is tensioned through one end of the sheath pipe (200a, 200b) buried in the left inclined structure 110 of the V-shaped reinforced concrete structure 100, the other end of the V-shaped reinforced concrete structure ( The steel wire member is fixed and installed while penetrating through the sheath pipes 200a and 200b embedded in the right inclined structure 120 of 100). (See Fig. 6)

In order to fix and install the left and right ends of the tie cable 300 as described above, the present invention includes left and right ends of the tie cable 300 having margins 310a and 310b having male threads formed on the outer circumferential surface thereof. Thus, embodiments using the bearing plates 400a and 400b and the fixing nuts 500a and 500b are provided. (See Fig. 4)

The bearing plates 400a and 400b are plate-shaped members having a through hole 410 through which the clearances 310a and 310b pass through the plate surface, and are installed to be in close contact with the outer surfaces of the left and right inclined structures 110 and 120. do. In addition, the fixing nuts (500a, 500b) is screwed with the margins (310a, 310b) and the bearing plates (400a, 400b) to be fixed in close contact with the outer surface of the left and right inclined structures (110, 120), respectively It is absent.

When the bearing plates 400a and 400b are configured to have tapered side cross-sections corresponding to the inclination of the inclined structure, the fixing plates 500a and 500b are installed so that the plate surfaces contacting the fixing nuts 500a and 500b form a vertical surface. ) May maximize the force for pushing and fixing the bearing plates 400a and 400b (see FIG. 7).

II. Pylon  donate( Base station ) Stress reduction  Method

The present invention provides a method for installing the pylon base stress reduction hypothesis structure as described above. Hereinafter, the construction process of the pylon base stress reduction method will be described with reference to FIG.

1. (a) Process

This process is built up to the reference lot (M) through a general concrete casting and curing process, the horizontal sheath pipe (200a, 200b) to the reference lot (M) of the left and right inclined structures (110, 120), respectively It is a process of burying and installing the pipe hole 201 so that they mutually face each other (refer to FIG. 8 (a)).

2. (b) process

In this process, the right end of the tie cable 300 is lifted and inserted through the sheath pipe 200b embedded in the right inclined structure 120, and then the right end of the tie cable 300 is inserted into the right slope 120. It is a process to fix it temporarily. In the lifting operation of the tie cable 300, a tower crane may be used as shown, and the tie cable 300 may be lifted by fastening a lifting bracket and a wire. (See FIG. 8 (b))

3. (c) process

In this step, the left end of the tie cable 300 is lifted and inserted into the sheath tube 200a embedded in the left inclined structure 110, and then the left end of the tie cable 300 is inserted into the left slope ( 110). (See Fig. 8 (c))

4. (d) process

This step is a step of fixing the right end of the tie cable 300 by tension. (See Figures 8 (d) and (e).)

On the other hand, in the present invention, the left and right ends of the tie cable 300 is composed of the margins 310a and 310b having male threads formed on the outer circumferential surface, and the margins 310a and 310b are formed on the left and right sloped structures ( In the case of temporarily fixing or fixing to 110 and 120, bearing plates 400a and 400b having through holes 410 formed on the plate surface and fixing nuts 500a and 500b having female threads formed on the inner circumferential surface thereof are used. Steps (d) include a step of screwing the fixing nuts (500a, 500b) with the clearances (310a, 310b) through the through holes 410 of the bearing plates (400a, 400b), respectively. It provides an embodiment of the pylon base stress reduction method characterized in that.

 At this time, the step (d), as shown in Figure 9 1) the tension coupler 600 is formed on the inner peripheral surface of the tie cable 300, the right end margin 310b and the male thread is formed on the outer peripheral surface of the end portion; Screwing the tension bar 700 in turn (see FIG. 9A); 2) installing a hydraulic jack 800 configured to pull the tension bar 700 while pressing the bearing plate 400b (see FIG. 9B); 3) pulling the tension bar 700 with the hydraulic jack 800 (see (c) of FIG. 9); And 4) tightening and fixing the fixing nut 500b to be in close contact with the bearing plate 400b while the tension bar 700 is pulled, and then the hydraulic jack 800, the tension bar 700, and the tension coupler ( Dismantling 600 (see FIG. 9 (d)); Provides an embodiment of a tie cable construction method, characterized in that divided into.

As described above, the tie cable temporary structure is completed by performing the steps (a) to (d), and thereafter, the left and right inclined structures 110 and 120 are disposed from the lot 1 to 2 lots from the reference lot M. After constructing higher, the horizontal beams 2 are installed between the left and right inclined structures 110 and 120. After the horizontal beams 2 are installed and fixed, the displacement of the V-shaped reinforced concrete structure 100 is controlled by the horizontal beams 2, so that the tie cable temporary structure is dismantled.

According to the present invention as described above, by pulling the upper left and right inclined structure of the V-shaped reinforced concrete structure with a tie cable can reduce the rotation moment that the lower portion of the V-shaped reinforced concrete structure has to bear.

Therefore, the lower portion of the V-shaped reinforced concrete structure is not necessary for the large cross-section, the construction period, cost reduction, as well as reliability during construction, there is an effect that can build a visually excellent inclined structure.

Claims (7)

As a temporary structure for constructing the lower part of the pylon (1) crossbeam (2) of the cable-stayed bridge or suspension bridge in a V-shape, A V-shaped reinforced concrete structure 100 formed by constructing the left and right inclined structures 110 and 120 in a lot unit; Sheath pipes (200a, 200b) horizontally embedded in the reference lot (M) of the left and right inclined structures (110, 120) before the construction of the main column cross-beams to face each other; The left end is tensioned through the sheath pipe (200a) embedded in the left inclined structure 110, the right end is fixed and installed through the sheath pipe (200b) embedded in the right inclined structure (120) Cable 300; Pylon base stress reduction hypothesis structure, characterized in that comprising a. The sheath tube (200a, 200b) is, A plurality of unit sheaths 210 having male threads formed on the outer circumferential surfaces of both ends; And A female screw thread formed on an inner circumferential surface thereof, and a plurality of connection couplers 220 screwed to the unit sheath 210 and connecting the unit sheath 210 to each other; Pylon base stress reduction hypothesis structure, characterized in that configured to include. In claim 1, The left and right ends of the tie cable 300 is composed of margins 310a and 310b having male threads formed on an outer circumferential surface thereof. A bearing plate (400a, 400b) formed on the surface of the plate through which the through holes (410) through which the clearances (310a, 310b) penetrate and are in close contact with the outer surfaces of the left and right inclined structures (110, 120); And A female thread is formed on the inner circumferential surface, and the fixing nut is screwed to the clearances 310a and 310b to fix the bearing plates 400a and 400b to the outer surfaces of the left and right inclined structures 110 and 120, respectively. 500a, 500b); Pylon base stress reduction hypothesis structure further comprises a. In claim 3, The bearing plates 400a and 400b are configured to have tapered side cross-sections corresponding to the inclination of the left and right inclined structures 110 and 120 so that the plate surfaces contacting the fixing nuts 500a and 500b form a vertical surface. Pyramid base stress reduction hypothesis structure, characterized in that the. As a temporary construction method for constructing the V-shaped reinforced concrete structure (100) consisting of left and right inclined structures (110, 120) by constructing the lower part of the main column (1) crossbeam (2) of the cable-stayed bridge or suspension bridge in lot units, (a) Using the system formwork, the left and right structures are constructed in lot units, but the sheath pipes 200a and 200b are horizontally embedded in the reference lot M before installing the main column crossbeam, so that the pipe holes 201 face each other. Installing to ensure that; (b) The right end of the tie cable 300 is inserted into the sheath pipe 200b embedded in the right inclined structure 120 by lifting the right end of the tie cable 300, and then the right end of the tie cable 300 is inserted into the right inclined material 120. Temporarily fixing to); (c) the left end of the tie cable 300 is lifted and inserted through the sheath pipe 200a embedded in the left inclined structure 110, and then the left end of the tie cable 300 is inserted into the left slope ( Fixing to 110); And (d) tensioning and fixing the right end of the tie cable 300; Pylon base stress reduction method characterized in that it comprises a. In claim 5, The left and right ends of the tie cable 300 is composed of margins 310a and 310b having male threads formed on an outer circumferential surface thereof. When temporarily fixing or fixing the clearances 310a and 310b to the left and right inclined structures 110 and 120, female threads are formed on the bearing plates 400a and 400b and the inner circumferential surface of the bearing plates 400a and 400b having holes 410 formed on the plate surface. By using the formed fixing nuts (500a, 500b), In steps (b) to (d), each of the fixing nuts 500a and 500b is screwed together while the clearances 310a and 310b pass through the through holes 410 of the bearing plates 400a and 400b, respectively. Pylon base stress reduction method comprising the step of making. The method of claim 6, wherein the step (d), 1) screw-mounting the tension coupler 600 having a female thread on the inner circumferential surface of the tie cable 310b of the tie cable and a tension bar 700 having a male thread formed on the outer circumferential surface of the end of the tie cable; 2) installing a hydraulic jack (800) configured to pull the tension bar (700) while pressing the bearing plate (400b); 3) pulling the tension bar 700 with the hydraulic jack 800; And 4) After the tension bar 700 is pulled out, the fixing nut 500b is tightened to closely adhere to the bearing plate 400b, and then the hydraulic jack 800, the tension bar 700, and the tension coupler 600 are fixed. Dismantling); Pylon base stress reduction method characterized in that divided into.

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