WO2009139536A1

WO2009139536A1 - Construction method for a semi-integral abutment bridge using a steel box girder

Info

Publication number: WO2009139536A1
Application number: PCT/KR2009/000424
Authority: WO
Inventors: 박영호; 김성환; 김낙영; 이병주; 옥창권; 이원태; 허재훈
Original assignee: 한국도로공사
Priority date: 2008-05-13
Filing date: 2009-01-29
Publication date: 2009-11-19
Also published as: CN102037185B; JP5113290B2; CN102037185A; KR20090118433A; JP2011520054A; KR100972884B1

Abstract

The present invention relates to a construction method for a semi-integral abutment bridge which constitutes a form of bridge embodying a new concept developed in order to bring out as much as possible the advantages of integral abutment bridges in which the abutments and superstructure are integrated and at the same time to compensate for restrictive conditions in use; and in particular it relates to a construction method for a semi-integral abutment bridge using a steel box girder. The present invention provides a construction method for a semi-integral abutment bridge using a steel box girder, characterised in that it comprises: a first stage in which abutment-section banking work is carried out and piles are constructed and then lean concrete for the abutment foundations is cast and pile-head reinforcement is effected; a second stage in which a spread foundation is constructed and the construction of the abutment stem walls and wing walls is completed and then bridge bearings are installed; a third stage in which a steel box girder, which has been manufactured in a factory and transported to the site, is put in place and joining of the steel box girder and crossbeams is carried out on site and then connecting reinforcing bars are put in place for connecting the steel box girder and end partition walls; a fourth stage in which an expansion joint filler is provided on the joining surfaces of the end partition walls and the wing walls in order to separate them; a fifth stage in which the reinforcing bars of the end partition walls are put in place at the same time as the reinforcing bars of the bridge deck panel, and the bridge deck panel and the end partition walls are integrally cast; a sixth stage in which back filling is carried out on the back surfaces of the abutments; a seventh stage in which, after the back filling has been completed, a first and a second support slab are constructed and then the first support slab has constructed on the upper surface thereof a connecting slab which is coupled with the bridge deck panel and a shock-absorbing slab which connects with a main-lane paving section, and the second support slab has constructed on the upper surface thereof a shock-absorbing slab and a main-lane surfacing section; and an eighth stage in which an expansion-regulating device is installed between the connecting slab and the shock-absorbing slab.

Description

Construction Method of Semi-Integrated Shift Bridge Using Steel Box Girder

The present invention relates to a method for constructing bridges, and more particularly, to a method for constructing a semi-integrated alternating bridge using a steel box girder as a mold without using an expansion joint.

Joint bridges are equipped with expansion joints in the structure to control and eliminate the amount of expansion of the superstructure caused by seasonal temperature changes. The bridge without expansion joints is called a jointless bridge and is classified as an integral abutment bridge and a semi-integral abutment bridge from the perspective of the shift.

In the case of integral shift bridges, the superstructure and the dwarf shift are integrally connected to absorb the loads transmitted from the superstructure with the flexibility of the shift foundation piles, whereas the semi-integrated bridge bridge is a flexible bridge installed between the superstructure and the shift. Flexibility Bearings absorb and minimize the load transferred to the alternating part.

In other words, the semi-integrated bridge bridge is a telescopic control device that is installed in the form of a joint between the connecting slab and the main pavement part, rather than the expansion joint of the general bridge (joint bridge). (Cycle Control Joint), alternating size, backfill stiffness, and bridge that is controlled by the connection between pile and girder.

For this reason, the shift part of the semi-integrated shift bridge is a concept that guides the fixed foundation role like the shift of the general joint bridge, but the integral shift bridge leads the gap between the fixed and the hinge base.

The alternating superstructure is embedded in the end diaphragm of the alternating end so that the girder is sufficiently resistant to resist the restraining force (manual earth pressure) of the backfill material caused by the temperature change.

Therefore, in order to minimize the stress of the end bulkhead, it is important to minimize the generation of passive earth pressure due to the expansion and contraction of the superstructure caused by seasonal temperature change in the design of the semi-integral shift bridge.

Since the semi-integrated bridge is a bridge type with no expansion joints installed on the bridge, there is no need for maintenance and replacement due to breakage of the expansion joints in common. The economy is also excellent considering the cost. In addition, it is a bridge type that ensures the continuity of the road and the convenience of the highway user by ensuring the continuity of the road as well as the effect of noise and impact generated when passing through the new joint of the vehicle.

The present invention is to provide a construction method of a semi-integrated bridge bridge, which is a new concept bridge type developed to supplement the application constraints while maximizing the advantages of the integral bridge bridge in which the shift and the superstructure are completely integrated. In particular, the object of the present invention is to provide a method of constructing a semi-integrated shift bridge using a steel box girder.

In order to achieve the above object, the present invention is the first step of carrying out the excavation work of the alternating part and constructing the pile, then pouring the lean concrete of the alternating foundation and reinforcing the pile head, and constructing the expansion foundation. After completing the construction of the alternating chest wall and wing wall, install the bridge support, mount the steel box girder transported to the site by the factory, and perform the joint of the steel box girder and the cross beam, and then connect the steel box girder and the end bulkhead. The third step of reinforcing the connecting reinforcing bar and the fourth step of installing the expansion joint material on their joint surface to separate the end bulkhead and the wing wall, and the end bulkhead reinforcing the bridge bottom plate and the bridge bottom plate and The fifth step of integrally placing the end bulkheads, the sixth step of backfilling the alternating rear surface, and the first and second support slabs after the backfill is completed. 1 The seventh step of constructing the connecting slab connected to the bridge bottom plate and the buffer slab connected to the main packing part on the upper surface of the supporting slab and the buffer slab and the main packing part on the upper surface of the second supporting slab, between the connecting slab and the buffer slab. It provides a construction method of a semi-integral shift bridge using a steel box girder, characterized in that it comprises an eighth step of installing the expansion control device and paving the bridge.

Here, in the sixth step, the earth pressure reduction section, the buffer section, the general earthwork section are divided from the alternating back surface to the alternating fill section, and the earth pressure reduction section has no cohesive force, the internal friction angle is small, and the particles are loosely filled using aggregate which is relatively round, The buffer section is characterized by vibration-free compaction using compaction equipment. A nonwoven fabric is installed between the buffer section and the earth pressure reduction section to prevent the soil from entering the earth pressure reduction section by preventing the sedimentation of the buffer section.

On the other hand, in the sixth step, the sub-filling section is divided into two stages, constructing the auxiliary base section inclined in consideration of the angle of repose from the rear chest wall to the alternating fill section, and subsequently constructing the fill section section, and shifting the rear fill section from the rear end of the alternate end partition wall The construction is divided into earth pressure reduction section and general earth pressure section, but the earth pressure reduction section has no adhesive force, the internal friction angle is small, and it fills loosely inclined using relatively round aggregate, and non-woven fabric is installed between general embankment section and earth pressure reduction section. Preventing the soil from entering the sediment section into the earth pressure reduction section to induce earth pressure reduction, the non-woven fabric 610 may be applied to a method of fixing with a deformed rebar or nail,

In the seventh step, after installing the supporting slab, the polyethylene sheet and the perforated pipe are installed in the left and right sides of the supporting slab in consideration of the lateral gradient, and the optional layer is installed around the perforated pipe, and then the polyethylene sheet is installed on the selected layer. It is characterized in that the construction of the slab and the buffer slab.

In addition, the steel box girders extend the stiffeners installed in the longitudinal direction to reinforce the steel box girder to protrude from the end of the steel box girder to increase the coupling with the alternating end, and the fixing plate is bonded to the end of the protruding stiffeners One is preferable.

In addition, the end top plate of the steel box girder may be formed with an inlet portion cut out of a plurality of through-holes or end top plate for the flow of concrete and vertical reinforcement.

In addition, between the end of the steel box girder and the end of the steel box girder to increase the stiffness while supporting the girder in the horizontal direction and to prevent the inflow of soil to the bridge bearing and to facilitate the end partition concrete pouring or end bulkhead In order to increase the degree of coupling of the partition plate may be further installed.

The semi-integral alternating bridge according to the present invention is advantageous for securing the basic stability by reducing the alternating cross section and reducing the seismic force in the longitudinal direction by mutual action with the backfill material, which is advantageous for earthquake resistance, and the end bulkhead structure is advantageous for distributing the live load of the alternate part. .

In addition, the initial construction cost is reduced due to the reduction of the cross section of the bridge and the installation of expansion joints, and the problems of leakage of the expansion joints of the bridge can be prevented beforehand. The durability is increased, and the repair and replacement of the expansion joints by damage of the expansion joints can be prevented. Maintenance cost is reduced and economical.

In addition, the road pavement continuity is reduced noise and vibration has the effect of improving the running of the vehicle.

1 and 2 is a flow chart showing the construction sequence of the semi-integral shift bridge according to the present invention.

Figure 3 is a cross-sectional view schematically showing a half integral shift bridge constructed in accordance with the present invention

4 to 13 show the construction method of the half-integrated bridge in accordance with the present invention in order.

14 is an exploded perspective view showing the end structure of the steel box girder according to an embodiment of the present invention.

15 is an exploded perspective view showing the end structure of the steel box girder according to another embodiment of the present invention.

Figure 16 is an exploded perspective view showing the end structure of the steel box girder according to another embodiment of the present invention.

17 is a perspective view showing a state in which a partition plate is installed between a girder and a girder.

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

As shown, the construction method of the semi-integral shift bridge according to the present invention is largely divided into the fill section and foundation pile purchase step (first step), shift sphere and wing wall construction step (second step), steel box girder mounting step (first Step 3), end bulkhead and girder joint surface processing step (4 step), bridge deck and end bulkhead construction step (5th step), backfill part construction step (6th step), supporting slab and connecting slab construction step (1st step) Step 7), and the expansion control device installation step (eighth step).

Figure 3 is a cross-sectional view schematically showing a half integral shift bridge constructed in accordance with the present invention, Figures 4 to 13 shows the construction method of the half integral shift bridge in accordance with the present invention in sequence, each step with reference to the drawings Looking in more detail as follows.

As shown in FIG. 4, the first step is to fill the shift portion (110, shift fill portion), construct the pile 120, and then cast the lean concrete 130 of the shift foundation and reinforce the pile head 140. Is carried out. For the construction of the pile, select the appropriate method considering the site situation or economic feasibility among the well-known construction methods.In the case of the pile construction, if the pile driving noise is affected, excavate the pile with a good support layer and insert the pile. Soil-injected precasted piles (SIP) may be applied to the final pre-boring blow pile or final indentation or beating.

As shown in FIG. 5, in the second step, the construction of the alternating sphere and the wing wall foundation (expanded foundation, 210) and the construction of the alternating sphere and the wing wall concrete are carried out to install the bridge support 230 after the construction of the shift 220 is completed. At this time, the steel pipe 240 for penetrating the wing wall of the perforated pipe should be installed. In addition, the bridge support 230 is constructed as a suitable bridge support in consideration of the construction conditions, economical efficiency, structural constraints of the known bridge support. The alternating sphere and wing wall foundations minimize cross section to reduce the working earth pressure.

In the third stage, the steel box girders are manufactured and transported to the site, the steel box girders and the cross beams are joined together, and the steel bars girder and the end reinforcement for the integration of the end bulkhead concrete are reinforced. Steel box girders are factory manufactured according to the overall construction schedule after the shift foundation and shift construction.

As illustrated in FIGS. 6 and 7, a fourth step is to install the expansion joint filler 520 on the joint surface of the end partition wall and the wing wall. That is, the end partition 320 and the wing wall 510 must be separated from each other in order to freely displace the upper structure and the lower structure due to the structural behavior of the semi-integrated shift bridge, so that space is secured at the joint surface. do. And this joint surface is filled with the expansion joint filling material 520 for the purpose of stretching and waterproofing. The expansion joint filler 520 may be selectively used from a known filler, for example, a preformed expansion joint filler may be used.

As shown in FIGS. 8 and 9, the fifth step reinforces the end partition reinforcement at the same time as the bridge bottom plate reinforcement and pours the bridge bottom plate 330 and the end partition 320 integrally. When assembling the end bulkhead transverse reinforcing bars (FIGS. 14, 313) one or more reinforcing bars may be connected by coupling or welding. The end partition wall 320 formed as described above resists alternating backfill earth pressure due to temperature change, distributes live load transmitted to the alternating portion, which is a structure integrated with the superstructure and the connecting slab, and resists the generated parent moment.

On the other hand, the bulkhead between the girder and the girders to support the girders in the transverse direction to increase the rigidity, to prevent the inflow of soil into the bridge support, and to facilitate the installation of end bulkhead concrete or to increase the coupling of the end bulkheads Plate 350 may be installed (see FIGS. 9 and 17). For example, the partition plate 350 may be configured by bolting an H-beam steel 352 welded to a side of an adjacent girder using a cover plate 354, as shown in FIG. Stiffeners or high tension bolts 356 may be attached to increase the combined force.

14 to 16, the joint structure of the steel box girder 310 and the end partition 320 will be described in more detail as follows.

The present invention extends so as to protrude to the end of the steel box girder 310 longitudinally installed stiffener 311 in the longitudinal direction to reinforce the end of the steel box girder 310, the fixing of the end of the protruding stiffener 311 After joining the plate 312, the transverse connecting reinforcing bars 313 and vertical reinforcing bars 314 are installed at the ends of the stiffeners 311 and the steel box girder 310, and the end partition concrete is poured by placing the end partition concrete. The girder is integrated.

The stiffener 311 may extend only the stiffener 311 located at the top of the steel box girder as shown in FIG. 14, and may extend only the stiffener 311 located at the top of the steel box girder as shown in FIG. 15. As shown in FIG. 16, all of the stiffeners 311 located above and below the steel box girder may be extended.

Here, a plurality of through

holes

310a and 310b are formed in both side plates of the end portions of the stiffener 311 and the steel box girder 310 to reinforce the connecting reinforcing bars 313, and the fixing plate 312 is a stiffener 311. Are joined perpendicular to the ends. In addition, a plurality of through holes 310c for the flow of concrete and the reinforcement of the vertical reinforcing bars 314 are formed in the end upper plate of the steel box girder 310, and a portion is cut to facilitate the end partition concrete pouring. A cut inlet 315 is formed.

According to the present invention as described above, by using the stiffener installed to reinforce the steel box girder as a connecting element integrating the end bulkhead and the steel box girder can facilitate the connection of the end bulkhead and the steel box girder and to the end of the stiffener By joining the fixing plate, it is possible to effectively resist without reinforcing the additional reinforcing bar resisting the parent moment generated in the connection portion between the end partition and the steel box girder.

As shown in Fig. 10 (a), the sixth step is to backfill the back of the shift. The rear fill part of the alternating back is divided into earth pressure reducing section (A), buffer section (B), and general soil filling section (C) from the alternating back surface to the alternating fill section, and the earth pressure reducing section (A) minimizes the restraint on the horizontal movement of the superstructure. In order to ensure the low adhesion, the internal friction angle is small, and the particles are loosely filled by using more than 25mm of steel gravel or round aggregate. The buffer section (B) performs vibration free compaction using compaction equipment. A nonwoven fabric 610 is installed between the buffer section B and the earth pressure reducing layer A to prevent the soil from entering the buffer pressure layer from entering the earth pressure reducing layer, thereby preventing the increase in density or the earth pressure.

On the other hand, the back filling method may be applied to the method shown in Figure 10 (b). This method divides the backfill into two stages and constructs the subbase section (D) with the subbase or useful soil inclined in consideration of the angle of repose from the rear of the alternating chest wall to the alternating fill site, followed by the construction of the fill section (E). The construction is divided into earth pressure reducing section (A) and general soil filling section (C) from the back side, but the earth pressure reducing section has no cohesive force, small internal friction angle, and loosely inclined by using more than 25mm of rounded aggregate or aggregate. Filling, the non-woven fabric 610 is installed between the general soil section and the earth pressure reduction section to prevent the soil sediment of the general soil section into the earth pressure reduction section to prevent the increase in earth pressure. At this time, the nonwoven fabric 610 is fixed with a deformed rebar or nail 615.

In the seventh step, after the back filling is completed, the first supporting slab 710 and the second supporting slab 780 are constructed, and then the connecting slab 750, the buffering slab 760, and the main packing unit 770 are sequentially installed. .

That is, after constructing the first support slab 710 as shown in FIG. 11, the polyethylene sheet 720 and the perforated pipe 730 are installed in the left and right sides of the first support slab 710 in consideration of the horizontal gradient. Next, the selective layer 740 is constructed around the polyethylene layer 720 on the upper surface of the selective layer 740. At this time, the hole pipe 730 is installed for the drainage of the infiltration water toward the buffer slab 760 and the connecting slab 750, the polyethylene sheet 720 installed on the lower surface of the connecting slab 750 is transferred to the connecting slab 750. This is to ensure that the expansion joint is smoothly generated. On the other hand, the perforated pipes installed on the left and right sides of the first support slab 710 are determined in consideration of the road superelevation slope, but applies a single slope. Here, the connecting slab 750 serves to prevent the alternating backfill subsidence due to the live load and to transfer the expansion and contraction of the upper structure to the expansion and contraction control device, the first support slab 710 is the connection slab 750 and the buffer slab Support 760 and suppress the generation of the parent cement of the end bulkhead that may occur due to the uneven settlement of the connecting slab (750).

Meanwhile, as shown in FIG. 13, the second support slab 780 is formed at the lower portion of the portion where the main packaging part 770 and the buffer slab 760 are connected due to the step between the main packaging part 770 and the buffer slab 760. Install to reduce noise and breakage of buffer slab end.

As shown in FIG. 12, in the eighth step, the expansion control device 810 is installed between the connecting slab 750 and the cushioning slab 760, and finally, the bridge is paved with asphalt or latex modified concrete (LMC). The cycle control joint replaces the role of the expansion joint of the general bridge and is performed in the same way as the pavement concrete compaction.

The present invention has been described above in detail by using an embodiment. The presented embodiments are illustrative and can be made by those skilled in the art to various modifications and modifications to the disclosed embodiments without departing from the spirit of the invention. The scope of the invention is not limited by these modifications and variations, but only by the claims appended below.

According to the present invention, it is advantageous to secure the basic stability by reducing the alternating cross-section, and to reduce the seismic force in the longitudinal direction by mutual action with the backfill material. It is a very useful invention that has the effect of reducing the management cost and improving the running performance of the vehicle by reducing the noise and vibration due to the continuous road pavement.

Claims

The first step of filling the shift part, constructing the pile, pouring the lean concrete of the shift foundation and reinforcing the pile head,

The second step of constructing the enlarged foundation, completing the alternating chest wall and wing wall construction, and then installing the bridge bearing;

The third step of mounting the steel box girder carried out to the site by the factory, carrying out the field joint of the steel box girder and the cross beam, and then placing the connecting reinforcing bar for connecting the steel box girder and the end bulkhead,

A fourth step of installing the expansion joint filling material on their joint surface so that the end bulkhead and the wing wall are separated;

A fifth step of placing the end plate reinforcement at the same time as the bridge bottom plate reinforcement and placing the bridge bottom plate and the end bulkhead integrally;

The sixth step of backfilling the back of the shift,

After the back filling is completed, construct the 1st and 2nd support slabs, and then install the connecting slab connected to the bridge bottom plate and the buffer slab connected to the main ship packaging on the top of the first support slab, and the cushioning slab and the main ship on the upper surface of the second support slab. The seventh step of constructing the packing part;

A method of constructing a semi-integrated shift bridge using a steel box girder, comprising an eighth step of installing a stretch control device and paving the bridge between the connecting slab and the cushioning slab.
The method of claim 1,

The sixth step,

It is divided into earth pressure reduction section, buffer section, and general soil section from alternating back surface to alternating fill section. The earth pressure reduction section has no cohesive force, small internal friction angle, and loosely fills with relatively round aggregates, and buffer section uses compaction equipment. Non-vibration compaction is provided, and a non-woven fabric is installed between the buffer section and the earth pressure reduction section to prevent the sediment of the buffer section from entering the earth pressure reduction section to prevent the increase in earth pressure. Way.
The method of claim 1,

The sixth step,

Dividing the backfill into two stages, construct the auxiliary base section inclined in consideration of the angle of repose from the rear of the alternating chest wall to the alternating fill section, followed by the construction of the fill section.

From the rear of the alternate end bulkhead to the alternating soil, the construction is divided into earth pressure reducing section and general earth filling section. Non-woven fabrics are installed between the reduction sections to prevent soil from entering the earth pressure reduction section by preventing non-woven fabrics from flowing into the earth pressure reduction section.At this time, the non-woven fabrics are semi-integral shifts using steel box girders. Construction method of bridge
The method according to any one of claims 1 to 3,

The seventh step,

After constructing the supporting slab, install the polyethylene sheet and perforated pipe on the left and right sides of the supporting slab in consideration of the lateral gradient, install the selective layer around the perforated pipe, install the polyethylene sheet on the top of the selected layer, and then install the connecting slab and the cushioning slab. Construction method of the semi-integral shift bridge using a steel box girder, characterized in that.
The method of claim 4, wherein

The steel box girder extends the stiffener installed in the longitudinal direction to reinforce the steel box girder to protrude from the end of the steel box girder to increase the coupling with the alternating end, and the fixing plate is bonded to the end of the protruding stiffener Construction method of the semi-integral shift bridge using a steel box girder, characterized in that.
The method of claim 5,

Semi-integral shift bridge using the steel box girder is formed in the end top plate of the steel box girder is formed by cutting a portion of the plurality of through holes or the end top plate for the flow of concrete and vertical reinforcement. Construction method.
The method of claim 6,

Between the steel box girder and the steel box girder to increase the rigidity while supporting the girder in the transverse direction, to prevent the inflow of soil to the bridge bearing and to facilitate the construction of the end bulkhead concrete or increase the coupling of the end bulkhead Method of constructing a semi-integrated shift bridge using a steel box girder, characterized in that the partition plate is further installed to make.