WO2019156274A1

WO2019156274A1 - Temporary bridge construction method employing tension of high tension bolt to control girder deflection

Info

Publication number: WO2019156274A1
Application number: PCT/KR2018/002000
Authority: WO
Inventors: 조채영
Original assignee: 조채영
Priority date: 2018-02-09
Filing date: 2018-02-19
Publication date: 2019-08-15
Also published as: KR101914002B1

Abstract

The present invention provides a temporary bridge construction method employing tension of a high tension bolt to control girder deflection, in which tension of a clamp is introduced into a connection portion of a girder to control deflection of a distal end portion thereof, so that a floor beam can be quickly assembled between a driven steel pipe pile and a girder and thus can reduce a construction period.

Description

Temporary bridge construction method to control girder deflection by introducing tension of high tension bolt

The present invention relates to a construction method of temporary bridges, in particular to control the deflection of the tip according to the introduction of the tension of the high-strength bolt at the joint to shorten the air by assembling the flow beam between the piled steel pipe pile and the girder quickly The present invention relates to a method for constructing a temporary bridge for controlling girder deflection by introducing tension of a high tension bolt.

In general, temporary bridges are used for various purposes, such as temporary detours for the construction of new bridges, moving passages of equipment, and temporary groups for construction. Currently, the temporary bridge construction method used in Korea is mainly used the temporary bridge construction method using the simple H-beam or externally tensioned H-beam and the long-term prefabricated construction bridge construction method using the truss girder.

On the other hand, in the temporary bridge to be constructed at sea, the main girder is later constructed in the state that the pile is pre-installed on the sea. In this case, since the installation position of the pile is at sea, it is difficult to locate the pile and the construction cost increases because the barge should be put on the barge when the pile is constructed. In addition, after the driving of the pile, a separate worktable for cutting the head and connecting the girder must be installed around the pile, thereby increasing the construction period. Therefore, the method to shorten the construction of the pile in the construction of the temporary bridge is required.

As a background technology of the present invention, Korean Patent Registration No. 10-0939484, a temporary bridge and a construction method thereof are proposed. It comprises the steps of installing a plurality of temporary tents made of steel poles woven in a square or triangle at regular intervals; Fixing the mold consisting of upper, lower flange and abdomen in the longitudinal direction on the upper surface of the temporary vents; The reinforcement formed of a vertical portion welded vertically to the abdomen of the mold and a horizontal portion disposed horizontally at the lower end of the vertical portion and welded to the upper and lower flanges of the mold are integrally formed on both ends and the lower flange of the mold. And welding install over the abdomen; At the same time, a plurality of H beams consisting of upper and lower flanges and an abdomen are arranged, and at the same time, the lower flange of the H beam is cut at regular intervals, and a cross beam is formed at an incision, and is welded at right angles to the lower surface of the incision. At the same time, the horizontal beam assembly consisting of a reinforcing plate formed with bolt holes to fasten the high-strength bolt is fastened to the upper flange of the mold by the reinforcing plate is coupled to the reinforcement by the high-strength bolt in the direction perpendicular to the mold and fixed to the abdomen of the cross beam to the reinforcement ; It characterized in that the step consisting of fixing the deck plate in a perpendicular direction between the cross beam upper surface of the cross beam assembly.

The background art is to install a plurality of continuous cross beam assembly on the upper surface of the mold, and to install a deck plate thereon, to distribute the load to the mold to minimize direct load transfer, to reduce the damage of the deck plate to reduce the traffic Secure driving stability.

However, the background art is a method of installing a mold after installing the temporary vent at regular intervals, and when the temporary vent is installed at sea, it is difficult to accurately position the prop, and shorten the air of the temporary bridge according to the installation of the temporary vent. There is no problem.

Another technology that is the background of the present invention is Korean Patent Registration No. 10-1614253, 'cantilever construction method of the temporary bridge' has been proposed. This is to connect the girders that form the upper structure of temporary bridges in the form of cantilever beams so that steel pipe piles can be quickly constructed through the guiding guide beams, and the working platform and railings installed on the girders can be used to secure a safe working path for workers. It is. However, the background art has a limitation in shortening the air by increasing the number of air due to the construction of the auxiliary pile, the installation of the beam for limiting the girder deflection, the installation of the chain block to prevent sagging of the girder during the construction process.

The present invention is to control the deflection of the tip according to the introduction of the high tension bolt tension in the girder to quickly assemble the flow beam between the piled steel pipe pile and the girder to shorten the air by introducing tension of the high tension bolt The purpose is to provide a temporary bridge construction method to control the girder deflection.

According to a preferred embodiment of the present invention, (a) after the first steel pipe pile is double-inserted into the start end or the end side of the temporary bridge, the first flow beam is assembled in the transverse direction on the upper end of the first steel pipe pile, Arrange and fix a plurality of first girders on the first flow beam on a line designated in the throttle direction, install a deck plate on the upper surface of the first girder, and mount a crane on the deck plate to prepare for lifting of the main girder. And a step; (b) After lifting the main girder with a crane and positioning it in the front end of the first girder, which is erected in the axial direction, the clamp block is fastened to the girder joint with high tension bolts to prevent drooping at the tip of the main girder. Introducing tension to the main girder so that a lifting angle is generated and at the same time an opening angle is made in the girder joint; (c) fastening the web connecting plate to both webs of the girder joint side with bolts to maintain the lifting angle for preventing girder droop; (d) installing a deck plate on an upper surface of the main girder; (e) installing a steel pipe pile work platform on which the steering guide is assembled at the surveyed position of the main girder, and then lifting the second steel pipe pile to guide the ground while receiving the guide of the driving guide; (f) arranging the head of the second steel pipe pile and installing a deck plate on an upper surface of the main girder; (g) Install the pile cap on the second flow beam, lift the second flow beam to install the second flow beam on the lower part of the main girder, then unfasten the web connecting plate and disassemble the clamp block to open the gap angle and the girder. Removing the tension introduced into the main girder such that the lifting angle for preventing deflection is eliminated; (h) Refasten the web connecting plate to both webs of the girder joint side with web fastening bolts, connect the lower flange of the girder joint side to the girder joint side with the lower connecting plate and the upper connecting plate, and install the deck plate on the upper surface of the main girder. Steps; (i) cross-linking is repeated several times from step (b) to step (h) in the axial direction of the temporary bridge.

Further, in the step (b), the clamp block is disposed on the upper surface of the girder junction side girder lower flange is fastened with a high tension bolt and the lower connecting plate disposed on the lower surface of the girder junction side girder lower flange; The girder junction side girder lower flange is formed larger than the diameter of the high tension bolt and is characterized by having an expansion hole into which the high tension bolt is inserted.

In addition, the clamp block is made of a steel material characterized in that made of a bridge having a stepped portion between the footrest portion, the footrest portion in contact with the girder lower flange at both ends.

In addition, in the step (b), the main girder has a pair of H beams parallel to each other in the workshop and a cross beam connected at right intervals at regular intervals along a length direction between the pair of H beams in a state of integral assembly. It is lifted and characterized by installing two girder lines at once.

In addition, in the case of having an odd number of girder lines, the last one girder line remaining is additionally installed with a single H beam and is connected to a neighboring main girder through a cross beam.

According to the construction method of the construction bridge to control the girder deflection by the tension of the high-strength bolt of the present invention, the main girder is introduced into the tension by the clamp block fastened with the high-strength bolt at the joint portion to form a lifting angle for preventing girder sagging at the tip 2 The flow beam can be quickly installed on the piled steel pipe pile.

That is, the second flow beam is quickly moved between the driven steel pipe pile and the main girder by controlling the deflection of the tip of the main girder without the need of installing the auxiliary pile, installing the beam for limiting the girder deflection, and installing the chain block. By assembling, the air can be significantly shortened.

Of course, since the deck plate is installed while the main girder is connected in the form of cantilever beam, it is possible to secure the head cutting arrangement of the steel pipe pile and the connection of the second flow beam, thereby improving construction safety and using barges at sea. There is no need to drive the pile, the use of the steering guide has the advantage of easy construction of the steel pipe pile.

The following drawings, which are attached in this specification, illustrate the preferred embodiments of the present invention, and together with the detailed description thereof, serve to further understand the technical spirit of the present invention. It should not be construed as limited.

1a to 12b is a construction state diagram according to the construction procedure of the construction method of the construction bridge construction to control the girder deflection by the tension of the high-strength bolt according to the present invention.

1A and 1B are a front view and a plan view showing a girder lifting preparation state of a crane.

2A and 2B are front and plan views showing the lifting and connecting states of the main girder by the crane;

FIG. 3A is an enlarged view of portion 'A' of FIG. 2A and is a diagram illustrating an installation state of the girder joint side clamp block. FIG.

3B is a cross-sectional view of the high tension bolt side shown in FIG. 3A.

FIG. 3C is a perspective view of a part shown in FIG. 3A in a perspective view. FIG.

3D is a perspective view of a clamp applied to the present method.

3E is a state diagram in which a web connecting plate is fastened to the web of the girder after the sagging of the main girder is suppressed.

4A and 4B are a front view and a plan view showing a construction state of the deck plate after suppressing the deflection of the main girder.

5A and 5B are a front view and a plan view showing an installation state of a steel pipe pile work bench.

6A and 6B are a front view and a plan view showing a working state in which the steel pipe pile is driven with a vibratory hammer.

7A and 7B are a front view and a plan view showing a working state in which the steel pipe pile is driven with a hydraulic hammer.

8A and 8B are a front view and a plan view showing a working state for arranging the head of the steel pipe pile.

9A and 9B are front and plan views showing the installation state of the second flow beam with the clamp removed;

10a and 10b is a front view and a plan view showing the upper welding after bolted to the girder junction through the upper, lower connecting plate and the web connecting plate.

11A and 11B are a front view and a plan view showing an installation state of a center girder.

12A and 12B are front and plan views showing the installation state of the cross beam between the center girder and the main girder.

In the following the present invention will be described in detail with reference to the embodiments shown in the accompanying drawings, but the embodiments presented are exemplary for a clear understanding of the present invention is not limited thereto.

In the present specification, the longitudinal direction of a temporary bridge is referred to as a 'bridge direction', and a direction perpendicular to the bridge direction is referred to as a 'bridge perpendicular direction'.

First, as shown in FIGS. 1A and 1B, the first steel pipe pile 11 is double-inserted into the start end or the end side of the temporary bridge, and then the first flow beam 21 is throttled on the upper end of the first steel pipe pile 11. Assemble and install at right angles.

Thereafter, the plurality of first girders 31 are fixed on the first flow beam 21 on the line designated in the axial direction, and the deck plate 30 is installed on the upper surface of the first girders 31 before the crane. Mount the 100 to the deck plate 30 to prepare the lifting of the main girder 32 to be constructed.

In this embodiment, the first steel pipe pile 11 is constructed in two rows and two columns, but may be additionally constructed in the direction perpendicular to the bridge according to the width of the temporary bridge.

The first flow beam 21 is assembled to a pile cap 11a whose lower surface is provided on the upper end side of the first steel pipe pile 11. In addition, the first flow beam 21 is fastened by fastening means of bolts and nuts, respectively, while its upper surface is in contact with the lower flange of the first girder 31.

In this embodiment, the temporary bridge has a structure in which the first girder 31 is constructed on the first to fifth lines, but is not limited to the number of such lines.

In this case, the crane 100 has a sufficient working radius to lift the main girder 32 described later from the work site beyond the entire area of the deck plate 30 disposed on the first girder 31.

Next, the main girder 32 is lifted by the crane 100 and positioned in the front end of the first girder 31, which is pre-positioned in the axial direction, as shown in FIGS. 2A to 3B. The opening angle δ has a step of introducing tension such that a constant girder prevention lifting angle θ is generated at the tip of the main girder 32.

Here, in the tension introduction, the lower connecting plate 41 is disposed on the lower surface of the girder joint side girder

lower flanges

311 and 321, the clamp block 42 is disposed on the upper surface of the

lower girder flanges

311 and 321, and the lower connecting plate 41 is disposed. ) And the clamp block 42 are fastened by the high tension bolt 45 and the lock nut 46.

At this time, the girder joint side girder

lower flanges

311 and 321 have

expansion holes

311a and 321a which are formed larger than the diameter of the high tension bolt 45 as shown in FIG. 3B and into which the high tension bolt 45 is inserted, and as shown in FIG. 3D. The 42 is made of steel and consists of the bridge 422 having the

step portions

421 and 421 which are in contact with the

lower girder flanges

311 and 321 at both ends, and the groove 422a elongated between the

foot portions

421 and 421. The groove portion 422a formed in the clamp block 42 is to allow bending of the bridge 422 according to the lifting angle θ for preventing the drooping.

On the other hand, in the present embodiment, the main girder 32 is arranged at right angles at regular intervals along the longitudinal direction between the pair of

H beams

32a and 32a and the pair of

H beams

32a and 32a which are side by side in the workplace. The connected cross beam 32b is lifted in a state of being assembled and fabricated integrally, and two girder lines are installed at one time.

In this embodiment, since the girder is installed on a total of five lines, the main girder 32 is installed to the left and right, respectively, and

lines

1, 2 and 4 and 5 are respectively installed at once. Therefore, the girder is not yet installed in the third line in the center.

Then, as shown in FIG. 3e, the web connecting plate 47 is fastened and connected to both

webs

312 and 322 on the girder joint side by using a plurality of web fastening bolts 49 to maintain the lifting angle θ for preventing the drooping. At this time, the opening angle δ is maintained together at the girder junction.

Next, the deck plate 30 is installed on the upper surface of the main girder 32 as shown in Figs. 4a and 4b. Therefore, in the present embodiment, the deck plate 30 is installed on the 1,2 lines and 4,5 lines. At this time, the deck plate 30 is made only a partial section until the driving position of the steel pipe pile. This is for the installation of steel pipe pile work platform 50 to be described later.

Next, as shown in Figure 5a and 5b to install the steel pipe pile work platform 50, the driving guide 52 is assembled in the surveyed position of the main girder 32. At this time, the measurement guide is made so that the driving guide 52 is placed in the set position.

Thereafter, as shown in FIGS. 6A and 6B, the second steel pipe pile 12 is lifted by the crane 100 to receive the guide of the driving guide 52 and to intrude into the ground. This penetration operation is primarily after the second steel pipe pile 12 is driven through the vibration hammer 200, and secondly remove the steel pipe pile work platform 50 as shown in Figure 7a and 7b after the hydraulic hammer 210 Can be achieved by driving until the allowable rebound is measured.

Then, after cutting and arranging the head of the second steel pipe pile 12, as shown in Figure 8a and 8b, the deck plate 30 is installed in the remaining section on the upper surface of the main girder 32.

Next, as shown in FIGS. 9A and 9B, a pile cap 23 is installed on the second flow beam 22, and the second flow beam 22 is lifted by the crane 100 to the lower portion of the main girder 32. The second flow beam 22 is provided. The second flow beam 22 may be assembled to the lower portion of the main girder 32 through bolt fastening means.

Thereafter, as shown in FIGS. 10A and 10B, the web connecting plate 47 is unfastened and the tension is removed so that the opening angle δ and the lifting angle θ for preventing the drooping are eliminated. The tension is removed by removing the clamp block 42. That is, it is possible to disassemble the high tension bolt 45 and the lock nut 46 provided with the clamp block 42, and to loosen the web connecting plate 47 fastened to both

webs

312 and 322.

Therefore, the main girder 32 maintains the horizontal state by removing the lifting angle θ for preventing the girder sag.

10A and 10B, the web connecting plate 47 is again fastened to both

webs

312 and 322 on the girder joint side, and the girder joint side flange is connected with the lower connecting plate 41 and the upper connecting plate 43. Fasten (311, 321) with bolts and nuts. Thereafter, the upper part of the joint surface of the main girder 32 and the first girder 31 is welded.

Then, since the odd number of girder lines remain in this embodiment as shown in Figs. 11A and 11B, neighboring

main girders

32 and 32 after additionally installing a single H beam 32a in the last one girder line remaining. ) And the cross beam 32b. Thereafter, the deck plate 30 is installed on the upper surface of the main girder 32 as shown in FIGS. 12A and 12B.

Then, the construction of crosslinking is completed by repeatedly repeating the deck plate installation step several times from the installation of the main girder 32 described above in the axial direction of the temporary bridge.

As described above, according to the construction method of crosslinking, tension is introduced by the clamp block 42 in which the main girders 32 are fastened by the high tension bolts 45 at the joints, and a lifting angle θ for preventing girder sagging is formed at the tip. The second flow beam 22 can be quickly installed on the driven second steel pipe pile 12.

That is, the second steel pipe pile 12 and the main girder driven by controlling the deflection of the tip of the main girder 32 without the need for the construction of the auxiliary pile, the installation of the beam for limiting the girder deflection, and the installation of the chain block. By allowing the second flow beam 22 to be assembled quickly between 32, the air can be significantly shortened.

Of course, since the deck plate is installed while the main girders are connected in the form of cantilever beams, the head cutting arrangement of the second steel pipe pile 12 and the connection of the second flow beams 22 can be safely performed. Improved, there is no need to drive the pile using the barge at sea, and the use of the driving guide 52 has the advantage of easy construction of the steel pipe pile.

So far, the present invention has been described in detail with reference to the presented embodiments, but those skilled in the art may make various modifications and modifications without departing from the technical spirit of the present invention with reference to the presented embodiments. will be. The invention is not limited by the invention as such variations and modifications but only by the claims appended hereto.

In the construction method of the temporary bridge construction of the present invention, the main girder is introduced by the clamp block fastened with a high-tensile bolt at the joint portion to form a lifting angle for preventing girder droop at the tip, thereby rapidly constructing the second flow beam to the piled steel pipe pile, thereby providing air. The deck plate is installed while the main girder is connected in the form of a cantilever beam, and the head cutting and arranging work of the steel pipe pile and the connection of the second flow beam can be safely performed. It is unnecessary to work the pile using the barge at sea, it is a very useful invention that the construction of the steel pipe pile is easy because the use of the navigation guide.

Claims

(a) injecting the first steel pipe pile 11 into a double row at the start end or the end side of the temporary bridge, and assembling and installing the first flow beam 21 on the upper end of the first steel pipe pile 11 in the transverse direction, After the plurality of first girders 31 are fixed on the first flow beam 21 on a line designated in the axial direction, the deck plate 30 is installed on the upper surface of the first girders 31, and then the crane 100 is mounted. Mounting the deck plate 30 and preparing the main girder 32 to be additionally installed;

(b) the main girder 32 is lifted by the crane 100 and then positioned in the front end of the first girder 31 which is constructed in the axial direction, and then clamps the clamp block 42 to the girder joint. Introducing a tension to the main girder such that a lifting angle θ for preventing the drooping of the girder is generated at the distal end of the main girder 32 while the bolt 45 is fastened;

(c) fastening and connecting the web connecting plate 47 with bolts 49 to both webs 312 and 322 on the girder joint side to maintain the lifting angle?

(d) installing the deck plate 30 on the upper surface of the main girder 32;

(e) After installing the steel pipe pile work platform 50 in which the driving guide 52 is assembled at the surveyed position of the main girder 32, the second steel pipe pile 12 is lifted and the driving guide 52 is driven. Intruding into the ground under the guidance of;

(f) arranging the head of the second steel pipe pile 12 and installing the deck plate 30 on the upper surface of the main girder 32;

(g) After installing the pile cap 23 in the second flow beam 22, lifting the second flow beam 22 and installing the second flow beam 22 in the lower part of the main girder 32, Removing the tension introduced into the main girder 32 by loosening the web connecting plate 47 and dismantling the clamp block 42 so that the opening angle δ and the lifting angle θ for preventing the drooping are removed. ;

(h) Reattach the web connecting plate 47 to both webs 312 and 322 of the girder joint side with web fastening bolts 49, and to the girder joint side girder bottom flange with the lower connecting plate 41 and the upper connecting plate 43. Connecting the 311 and 321 and installing the deck plate 30 on the upper surface of the main girder 32;

(i) The construction method of the temporary bridge construction to control the girder deflection by the tension introduction of the high-strength bolt, characterized in that the bridge is constructed by repeating the steps (b) to (h) several times in the axial direction of the temporary bridge.
The method of claim 1,

In the step (b), the clamp block 42 is disposed on the upper surface of the girder junction side girder lower flanges 311 and 321, and the lower connection plate 41 and the high tension bolt disposed on the lower surface of the girder junction side girder lower flanges 311 and 321. Fastened to 45; Girder sagging due to tension introduction of the high tension bolt, which is formed in the girder joint side girder lower flanges 311 and 321 to be larger than the diameter of the high tension bolt 45 and has expansion holes 311 a and 321 a into which the high tension bolt 45 is inserted. Construction method of the construction bridge to control the.
The method of claim 2,

The clamp block 42 is made of a steel material and has bridges 422 and 422a which are open at both ends to contact the lower girder flanges 311 and 321, and the grooves 422a that are long opened between the footrests 421 and 421. Temporary bridge construction method for controlling the deflection of the girder by the introduction of high tension bolt tension.
The method of claim 1,

In step (b)

The main girder 32 is a cross beam 32b connected at right angles at regular intervals along a longitudinal direction between a pair of H beams 32a and 32a and a pair of H beams 32a and 32a which are side by side in a workplace. A temporary bridge construction method for controlling girder deflection by introducing tension of a high-strength bolt, which is lifted in the state of being integrally assembled and installed, and two girder lines are installed at one time.
The method of claim 4, wherein

In the case of having an odd number of girders, the remaining one girder line is additionally installed with a single H beam 32a, and is connected to neighboring main girders 32 and 32 through a cross beam 32b. Temporary bridge construction method to control girder deflection by introducing tension of high tension bolt.