JP5266291B2 - Construction method of bridge deck and joint structure of precast deck - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a construction method of a bridge floor slab and a joint structure of a precast floor slab capable of installing more precast floor slabs during one night work with extra time to deal with a contingency situation than a conventional construction method, reinforcing a joint section, and using a general precast floor slab which is commercially available. <P>SOLUTION: A construction method of a bridge floor slab of the present invention comprises: a precast floor slab laying process to lay down a precast floor slab on a predetermined position; a temporary lining plate installation process to install a temporary lining plate over upper surfaces of the two precast floor slabs opposite to each other through a joint section; a temporary lining plate removal process to remove the temporary lining plate; and a concrete placing process to place infill concrete in a space created at the joint section. The construction method of the bridge floor slab executes the precast floor slab laying process and the temporary lining plate installation process prior to the temporary lining plate removal process and the concrete placing process which are collectively executed for two or more joint sections after the same at the predetermined positions are constructed. <P>COPYRIGHT: (C)2012,JPO&amp;INPIT

Description

  The present invention relates to a construction method of a bridge floor slab in which a plurality of precast floor slabs are connected to construct a bridge floor slab, and a structure of a joint portion that connects the precast floor slabs.

  In the Showa 30s when the Tokyo Olympics were imminent, so-called construction rush was built, and many concrete structures were built. These concrete structures are now about 50 years old. Although the durability of concrete is said to be 50 years or 100 years, it has not been verified yet, and if it is assumed that it is 50 years, many concrete structures in Japan will need some kind of reinforcement measures. In fact, bridge inspections are currently being conducted mainly by local governments, and many concrete deteriorations and damages have been discovered.

  On the other hand, the design method of concrete structures has been reviewed since the 1950s, especially since the Hyogoken-Nanbu Earthquake. For example, in the “Road Bridge Specification” indicating the criteria for designing a road bridge, the design concept, allowable stress level, etc. are revised. As a result, even bridges that have been sufficiently proof in the past may have insufficient proof strength in light of current design standards.

  In this way, concrete structures are often reinforced or renovated for two reasons: aging of concrete and insufficient strength of structures, and bridges are no exception. However, in the case of road bridges, the current situation is to secure a lot of traffic, that is, to support the distribution industry in Japan, and it is not possible to stop its service easily. In particular, viaducts on motorways such as expressways pass tens of thousands of cars a day, and if they are not allowed to pass, the economic loss will be immeasurable.

  Therefore, when constructing road bridges that are in service, the fact is that traffic is regulated at night to ensure at least daytime traffic. For example, when a problem is discovered in a concrete floor slab of a bridge and improvement work is performed, the existing concrete floor slab will be removed and a new floor slab will be constructed. Done. However, even if traffic is secured during the day, long-term nighttime restrictions are not allowed. For this purpose, rapid construction is required, and when a new floor slab is constructed, the cast-in-place concrete construction method is not adopted, and generally a construction method in which a precast floor slab is installed is adopted.

  “Precast” means that a concrete member is manufactured in advance in a place such as a factory or a manufacturing yard (including a construction site), and the floor slab manufactured by precast is called “precast slab”. By using precast floor slabs, compared to cast-in-place concrete methods, the period for reinforcing bars, formwork, concrete placement, and concrete curing period on site can be omitted, so construction can be completed very rapidly. It can be done.

  When using precast floor slabs, it is necessary not only to lay them out, but also to connect adjacent precast floor slabs. A portion where the precast floor slabs face each other, that is, a portion connecting the precast floor slabs is a portion referred to as a “joint portion”, and the joint portion tends to be a structural weak point. For this reason, the joint is generally reinforced by reinforcing bars, concrete, or the like.

  FIG. 6 is a step diagram showing a method for reinforcing a joint portion of a conventional precast slab. As shown in this figure, a reinforcing bar called a loop bar protrudes from the main body part at a portion corresponding to the joint part of the precast slab. When two opposing precast floor slabs are laid so that the loop bars overlap in cross-sectional view, a predetermined reinforcing bar is also arranged at the joint. As shown in this figure, between the two precast slabs arranged at a predetermined position, only a reinforcing bar is arranged and a “space part” without concrete is formed. Next, a formwork (bottom surface and both side surfaces) is installed in this space portion, and interstitial concrete is cast. If the mold is removed after sufficient curing, the connecting operation at the joint is completed.

  FIG. 7 shows a daily process when the connection work in the series of joint portions is performed by night regulation. As shown in this figure, the time zone that can be regulated at night is usually from 20:00 to 6 o'clock in the next morning, and the work necessary for the day must be performed within these 10 hours. The work performed within this limited time period starts with road regulation, cuts and removes the existing floor slab for the day work, then installs a new precast (PC) floor slab at the location, joint part This is the process of placing reinforcing bars and formwork, placing in-placed concrete, curing for a while, then pre-paving the place where the precast floor slab including the joints is installed, and opening traffic the next morning. These road regulations to temporary paving are carried out every day, and construction is progressing daily.

  Completing this one cycle within a limited period of 10 hours and opening up the traffic is just a game against time and a last minute process. Even if an unexpected situation such as a sudden heavy rain occurs, it is essential to open traffic the next morning. In addition, the precast floor slab installation method, which should be characterized by rapid construction, is accompanied by the placement of concrete into the joints, and is critical in the process (critical path) for opening the traffic. I can't make great progress in my work. When FIG. 7 is seen, 5 hours (normally 4-5 hours) are required for the operation | work in a coupling | joint part, and almost half of the time which can be work | worked in 1 night is allotted. As a result, only a limited number of precast slabs such as one or two per day can be installed.

  Therefore, in Patent Document 1, there is a joint structure in which a vehicle can pass on the concrete reinforcing plate 17 by placing the concrete reinforcing plate 17 on the joint portion before placing the interstitial concrete on the joint portion. Proposed.

JP 2009-41227 A

  However, the joint structure of the precast floor slab according to Patent Document 1 is such that the grout material 19 is injected while the concrete reinforcing plate 17 is placed, and the joint part, which is a weak point in the structure, cannot be reinforced by reinforcing bars. In this joint structure, only the shearing force is transmitted and the bending moment is not transmitted, and the bending stress generated by the bending moment is absorbed by the concrete reinforcing plate 17. As described above, since the bending stress is applied to the thin plate-shaped member called the concrete reinforcing plate 17, it can be understood that this joint structure does not sufficiently solve the problem that is a structural weak point.

  Furthermore, when the joint structure of Patent Document 1 is adopted, the precast floor slab must have a special structure, such as providing a notch 11 for placing the concrete reinforcing plate 17. That is, it is not possible to use a general precast slab currently on the market.

  In this way, the conventional precast slab construction method imposes strict conditions such as limited time and traffic opening the next morning, so the problem of slow daily construction progress and room to deal with unforeseen circumstances There was a problem that there was a big risk that there was no. Moreover, in patent document 1, there existed a problem that a joint part cannot be solved the weak point on a structure, and the problem that the commercially available general precast slab cannot be used.

  The object of the present invention is to solve these problems, that is, to enable installation of more precast floor slabs than before in one night work, and also has a time allowance to cope with unforeseen circumstances, and also to reinforce the joint part. It is possible to provide a bridge floor slab construction method and a joint structure of a precast floor slab that can be used and can use a commercially available general precast slab.

  The construction method of the bridge floor slab of the present invention is the construction method of the bridge floor slab in which a plurality of precast floor slabs constituting the bridge floor slab are laid and the adjacent precast floor slabs are connected to each other by a joint portion after laying. A precast floor slab laying step for laying a precast floor slab at a predetermined position, a temporary lining plate installation step for laying a temporary lining plate on both precast floor slabs facing each other at the joint, and the temporary lining plate The precast floor slab laying step and the temporary lining plate, the temporary lining plate removing step and the concrete placing step of placing the interstitial concrete in the space formed in the joint portion. Performing the installation process in advance, and when the predetermined number of joint portions of 2 or more are formed, the temporary lining plate removal step and the concrete placing step are performed collectively for the two or more joint portions, Temporary lining In the joint portion placing step is performed, it is even ago concrete 設工 capable vehicular traffic ways.

  The construction method of the bridge floor slab of the present invention is arranged on the upper surface of both precast floor slabs facing each other at the joint portion, and on the lower surface side of the precast floor slab, the temporary lining plate placing step for placing the temporary lining board. A reinforcing beam material fixing step for fixing the reinforcing beam material to both precast slabs facing each other at a joint portion, and a temporary covering plate connecting step for connecting the temporary covering plate to the reinforcing beam material. It can also be set as the method by which a work board installation process is performed.

  In the joint structure of the precast floor slab of the present invention, a plurality of precast floor slabs constituting a bridge floor slab are laid, and in this joint structure that connects adjacent precast slabs together, A temporary lining plate laid on the upper surface of the precast floor slab, a reinforcing beam member disposed on the lower surface side of the precast slab and fixed to both precast slabs facing each other at a joint portion, and the temporary lining plate And a connecting member that is detachably connected to the reinforcing beam member.

  The joint structure of the precast floor slab of the present invention is such that the connecting material is attached to the temporary lining plate and the reinforcing beam material so that the downward load acting on the continuous temporary lining plate can be transmitted to the reinforcing beam material. You can also

The construction method of the bridge slab of the present invention and the joint structure of the precast slab have the following effects.
(1) Since the work of the joint part (installation of formwork and rebar, concrete placement to curing) is not critical in the process, it is possible to install more precast slabs than before in one night work. it can.
(2) As a result of the above, it is possible to shorten the period (number of days) during which traffic is restricted as compared with the conventional case.
(3) Since it is possible to determine whether or not to perform the joint operation on the day of the operation, the range of selection of the operation to be performed is widened. That is, since a time margin can be created during one night work, it is possible to cope with unforeseen circumstances sufficiently, and the risk can be significantly reduced as compared with the conventional case.
(4) Since it is possible to arrange a predetermined reinforcing bar in the joint part or to place concrete with a predetermined composition, it is possible to avoid the joint part from becoming a structural weak point.
(5) Since the temporary lining plate can be connected and fixed by the reinforcing beam member, there is no fear that the temporary lining plate is blown off due to the influence of gusts or wheels.
(6) Since it is not necessary to restrict the shape and structure of the precast slab, a general precast slab distributed in the market can be used.

The top view which shows the outline | summary of the replacement work of a bridge deck. The flowchart which shows the process of the construction method of the bridge floor slab of this invention. (A) is a partial detailed view showing a state where a precast floor slab is laid, (b) is a partial detailed view showing a state where a precast floor slab has been laid and a temporary lining plate is laid, and (c) is a temporary lining plate. (D) is a partial detailed view showing a state in which a reinforcing beam member is disposed on the lower surface of the main body of the precast floor slab, and (e) is a state in which the reinforcing beam member is attached. The partial detailed view which shows the completed state. (A) is a partial detailed view showing a state in which a temporary lining plate and a reinforcing beam member are installed on a precast floor slab and further subjected to temporary paving, and (b) only the temporary lining plate is left on the precast floor slab. Partial detail drawing which shows a state, (c) is a partial detailed drawing which shows the state which removed the temporary lining board and opened the upper part of the space part of a joint part, (d) has arrange | positioned the reinforcement reinforcement which reinforces a joint part Partial detail drawing which shows the state which installed the formwork in the bottom face and both sides | surfaces of a space part, (e) removed the formwork after casting concrete for a predetermined period in the space part of a joint part, and performing curing for a predetermined period. Partial detail drawing which shows a state. Sectional drawing for demonstrating the structure details of a temporary lining board and a reinforcement beam material. The step figure which shows the reinforcement method of the joint part of the conventional precast floor slab. The flowchart which shows the daily process at the time of constructing the connection operation in the conventional joint part by night regulation.

[Embodiment of construction method of bridge deck]
An example of the embodiment of the construction method of the bridge floor slab of the present invention will be described with reference to the drawings. The construction method of the bridge floor slab of the present invention is a method of constructing a bridge floor slab by laying a plurality of precast slabs side by side, and is a part for connecting adjacent precast slabs (hereinafter referred to as “joints”). This is a construction method in which interstitial concrete is placed in the “part”. The present invention is different from the conventional one in that, when a precast floor slab is laid, the interstitial concrete is not immediately placed in the joint portion. After laying the precast floor slab, a temporary lining plate is installed in the space created in the joint to temporarily secure traffic, and when a certain number of joints are formed, the concrete is compacted together. It is to be established. Hereinafter, a specific example will be described.

  Fig. 1 is a plan view showing the outline of the bridge floor slab replacement work. The example taken here is the work to replace the floor slab because the concrete floor slab of the viaduct on the expressway has become obsolete. is there. In order to carry out the slab replacement work, it is necessary to tear down the existing concrete slab, and it becomes impossible for ordinary vehicles to pass during the construction. Of course, the expressway is already in service, and vehicles equivalent to day and night are passing through, so it is planned that construction will be carried out by night regulations so that ordinary vehicles can pass at least during the day. In other words, at the end of daily work (next morning), it must be in a state in which ordinary vehicles can pass.

  In FIG. 1, two lanes (upward in the figure) are shown on the lower side, and two lanes (downward in the figure) are shown on the upper side. The “construction range” of the construction is a partial section of the down lane. In this construction, the existing concrete floor slab is demolished and removed, and then a new precast floor slab 1 is installed, and 15 precast floor slabs 1 with A to O signs in the construction range. Is planned to be installed. For convenience, the A precast floor slab 1 is referred to as “precast floor slab 1A”, the B precast floor slab 1 is referred to as “precast floor slab 1B”, and so on (the same applies to C and the following).

  FIG. 2 is a flowchart showing the steps of the construction method of the bridge floor slab of the present invention. As shown in this figure, in the construction method of the bridge floor slab of the present invention, a “PC floor slab laying group” mainly for laying a precast (PC) floor slab, and a concrete padded in a joint portion are mainly placed “ It can be roughly divided into two work groups, the “concrete concrete group”. Thus, it can be divided into two working groups, and each working group can work independently. Therefore, it is not necessary to carry out the interstitial concrete placing work in series with the precast slab laying work in daily work, that is, a critical path is provided, so that there is a margin in the process. In this embodiment, the PC floor slab laying team and the space-concrete concrete team are each composed of one party. However, depending on the work scale (construction range), the PC floor slab laying team is composed of two parties, or the concrete group is divided into two parties. It can be a party, or both teams can consist of more than two parties.

(PC floor slab laying group)
The left column of FIG. 2 shows the work process of the PC floor slab laying team. In this figure, a detailed work flow is shown only on the first day and is omitted on the other days, but the same work content is also implemented on and after the second day. The PC floor slab laying group lays in order from the A precast floor slab 1A shown in FIG. 1 and ends when the O precast floor slab 1O is laid (in other words, the PC floor slab is advanced from left to right sequentially in the figure).

  As shown on the first day of FIG. 2 (left column), road regulation is first performed at the construction site. In this embodiment, the entire road is closed (between the interchanges), but it is also possible to perform construction by opening other lanes by partially restricting only the down line or only one lane. Next, the existing concrete slab is cut and removed. What is removed here is a range in which the precast floor slab 1 is installed on that day, and here, the precast floor slab 1A and the precast floor slab 1B (for two sheets). However, both sides of the precast floor slab 1A and the precast floor slab 1B can be cut and removed from the existing concrete floor slab, and a temporary lining plate can be temporarily installed in the space.

  In the present invention, the work of the PC floor slab laying team and the work of the compacted concrete team are not in series, that is, the PC floor slab laying team repeatedly lays the precast floor slab 1 without waiting for the work of the compacted concrete team. Therefore, more precast floor slabs 1 can be laid during a single road regulation. More specifically, as described above, in the conventional method, only a limited number of precast floor slabs 1 such as one or two sheets can be installed by one road regulation. According to the present invention, when a large number, for example, one sheet is laid per road regulation, two or more according to the present invention, and two sheets are laid according to the present invention according to the present invention, Three or more precast slabs 1 can be laid. Of course, according to the present invention, the same number of precast floor slabs 1 can be laid as in the prior art, and the construction can be advanced with a time margin. In addition, here, according to the present invention, two precast floor slabs 1 can be laid during one road regulation according to the present invention, in contrast to the case where one piece is laid per road regulation in the past. The precast floor slab 1A and the precast floor slab 1B are laid with eyes.

  FIG. 3A is a partial detailed view showing a state in which the precast floor slab 1 is laid. In the present invention, since a general precast floor slab 1 that is usually used can be used, the precast floor slab 1 of the loop joint type that is frequently used is described here. In the precast floor slab 1, loop streaks 102 protrude from the main body 101 of the precast floor slab 1 as shown in FIG. A plurality of the loop streaks 102 are arranged in a comb shape in the width direction (the depth direction in the figure) so that the loop streaks 102 of the precast floor slab 1A and the loop streaks 102 of the precast floor slab 1B overlap in a cross-sectional view (see FIG. 3 (b)) is laid. In plan view, since the loop streaks 102 of the precast floor slab 1B are disposed approximately at the center of the pitch (for example, 15 cm pitch) of the loop streaks 102 of the precast floor slab 1A, the joint portion 2 (FIG. 3 (b)) has a half. The loop streak 102 is arranged at a pitch (for example, 7.5 cm pitch).

  The precast floor slab 1 is lifted by a lifting machine such as a crane and laid at a predetermined position indicated by a prior survey. In FIG. 3A, the precast floor slab 1A is first laid, and then the precast floor slab 1B is suspended by a crane and is about to be laid at a predetermined position.

  FIG. 3B is a partial detailed view showing a state where the laying of the precast floor slab 1 is finished and the temporary lining plate 3 is installed. As shown in this figure, when the laying of the precast floor slab 1 is finished, a space 201 is formed at a location where the precast floor slab 1A and the precast floor slab 1B face each other (actually, the loop streaks 102 exist). However, for convenience, it is referred to as “space part 201”). If the space 201 is left as it is, the vehicle cannot pass through the joint 2, and the temporary lining plate 3 is installed on the joint. Specifically, one end of the temporary lining plate 3 is placed on the main body 101 of the precast floor slab 1A, and the other end of the temporary lining plate 3 is placed on the main body 101 of the precast floor slab 1B. 101) and the precast floor slab 1B (main body 101) are bridged (constructed). In this way, the space 201 formed in the joint 2 is placed in a state of being covered with the temporary lining plate 3 so that the vehicle can pass therethrough.

  The joint part 2 (space part 201) is formed by an extension (this is referred to as “extension of the joint part 2”) equivalent to the length in the width direction (the depth direction in the figure) of the precast floor slab 1. It is desirable that the length of the temporary cover plate 3 is substantially equal to the extension of the joint portion 2 so that the upper portion of the space portion 201 is closed over the entire extension of the joint portion 2. Alternatively, the temporary lining plate 3 may be divided into a plurality of pieces, and when these are installed, the entire upper portion of the space 201 may be closed. In addition, since the wheel load is directly loaded on the temporary lining plate 3, the bending moment and the shearing force are obtained from the span length to be installed and the design load, and the material (for example, steel material) and shape that can counter these are obtained. The temporary lining plate 3 is desirable. Moreover, as shown also in FIG.3 (b), the rib 301 can be provided in an installation axis direction, the rib 302 can be provided in the orthogonal | vertical direction of an installation axis, or it can reinforce suitably.

  If the vehicle is allowed to pass with the temporary lining plate 3 installed, the temporary lining plate 3 may be blown off due to the influence of a gust of wind or traveling of the vehicle. Therefore, the temporary lining plate 3 can be connected and fixed to the reinforcing beam member 4 (FIG. 3D). The reinforcing beam member 4 is fixed to the lower surface of the main body 101 of the precast floor slab 1, and the temporary cover plate 3 can be connected and fixed by a bolt or the like. In addition, although this fixing method can employ | adopt the usual means conventionally used, such as welding, it demonstrates by the example fixed with a volt | bolt here.

  FIG. 3C is a partial detail view showing a state in which a connecting bolt is attached to the back surface of the temporary lining plate 3. A nut 303 is fixed by welding to the back surface of the temporary lining plate 3 in advance (FIG. 3B), and a connecting material (connecting bolt 5) is attached to the nut 303. As the connecting material, not only the bolt but also various materials such as a reinforcing bar and a pipe can be used as long as the temporary lining plate 3 is detachably connected to the reinforcing beam material. This is described in the example of (connection bolt 5). An intermediate nut 5 a is fitted near the middle of the connecting bolt 5.

  FIG. 3D is a partial detail view showing a state in which the reinforcing beam member 4 is disposed on the lower surface of the main body 101 of the precast floor slab 1. The reinforcing beam member 4 can reinforce the bending moment and shearing force generated in the temporary lining plate 3, so that a relatively high rigidity material, for example, a shape steel such as a grooved steel, an angle steel, an H-shaped steel, A square steel pipe or the like can be used. The reinforcing beam member 4 has a through hole for allowing the connecting bolt 5 to pass therethrough and a through hole for allowing the support bolt 4c for fixing the reinforcing beam member 4 to the precast floor slab 1 (main body 101) to pass therethrough. It is provided in advance. For example, if the reinforcing beam member 4 is H-shaped steel, these through holes are provided in the upper and lower flange portions. Using these through holes, the reinforcing beam member 4 is fixed to the precast floor slab 1 (main body 101) as shown in FIG. That is, while passing the connecting bolt 5 through the through hole, the reinforcing beam member 4 is lifted from below until it contacts the lower surface of the main body 101 of the precast floor slab 1. Next, one end of the reinforcing beam member 4 is fixed to the lower surface side of the main body 101 of the precast floor slab 1A with a support bolt 4c, and the other end of the reinforcing beam member 4 is fixed to the lower surface side of the main body 101 of the precast floor slab 1B. Secure with. Note that an insert anchor 103 for fixing the support bolt 4c at a predetermined position is provided in advance on the lower surface side of the main body 101 of the precast floor slab 1A and the precast floor slab 1B.

  FIG. 3E is a partial detailed view showing a state where the attachment of the reinforcing beam member 4 is completed. When the reinforcing beam member 4 is arranged as shown in FIG. 3D, the reinforcing beam member 4 is tightened from below with the end nut 5b, and the reinforcing beam member 4 is tightened from above with the intermediate nut 5a. 4 is firmly attached to the main body 101 of the precast floor slab 1. Note that the attachment of the connecting bolt 5 and the installation of the reinforcing beam member 4 shown in FIGS. 3 (c) and 3 (d) can all be performed from the lower side of the precast floor slab 1, so that these operations are performed on the road surface (precast floor). This is very suitable because it can be carried out independently without affecting the work on the upper side of the plate 1 or without being affected by work on the road surface.

  As shown on the first day of FIG. 2 (left column), when the installation of the temporary lining plate 3 (including when the reinforcing beam member 4 is attached) is completed, the upper part of the precast floor slab 1 is Temporary pavement 6 (FIG. 3 (e)) by asphalt or the like is applied, and thereafter the regulation is released and the work on the day is finished.

  As the work of the PC floor slab laying team progresses day by day, the joint part 2 (hereinafter referred to as “hollow joint part 2”) having the space part 201 is accumulated. In the present embodiment, the case where two precast floor slabs 1 are installed in one day (one regulation) is described as an example, and therefore, as shown in FIG. Then, eight (A to H) precast floor slabs 1 are laid, that is, seven hollow joint portions 2 are formed (FIG. 1). When the hollow joint portion 2 has accumulated to some extent, the work by the interstitial concrete group is performed.

(Spaced concrete group)
The right column of FIG. 2 shows the work process of the compacted concrete group. In this figure, the detailed work flow is shown only on the fifth day and is omitted on the other days, but the same work content is also implemented on the seventh and ninth days. At the stage where the hollow joint portion 2 has accumulated to some extent, the space-filled concrete group is appropriately subjected to operations such as a space-filled concrete placing work for placing concrete in the hollow joint portion 2.

  Considering the setup time for placing concrete and the curing time of concrete, rather than performing concrete placement every time the hollow joint part 2 is formed, a plurality of hollow joint parts 2 are put together at once. It is more efficient to place the stuffed concrete. Therefore, it is better that the number of hollow joint portions 2 to be placed at the same time is increased, but there are cases where it cannot be increased unnecessarily depending on the situation at the site. The number of hollow joint portions 2 (hereinafter referred to as “predetermined number of places”) on which the interstitial concrete is placed at a time can be set as appropriate as long as the number of places is two or more.

  In this embodiment, it is a plan to set the predetermined number of places to 4 to 5 places. Specifically, as shown in FIG. 1, the construction range is three blocks, that is, the precast floor slab 1A to precast floor slab 1E are the first block, the precast floor slab 1F to the precast floor slab 1J are the second block, and the precast floor slab. The plate 1K to the precast floor slab 10 are divided into third blocks, and at the stage where the precast floor slab laying work in each block is finished, the concrete is placed between the hollow joint portions 2 of the block. Yes. That is, in the first block, the predetermined places where the concrete placement is performed are set as four places, and in the second block and the third block, the predetermined places are set as five places. As shown in FIG. 2, since the work is not performed until a predetermined number of hollow joint portions 2 are accumulated, there is no work of the interstitial concrete group except for the fifth, seventh, and ninth days throughout the whole process. Of course, these work days can be added to the PC floor slab laying group and the reinforcing beam member 4 installation group to advance the work.

  Based on the flow chart shown on the fourth day in FIG. 2 (right column), the work contents performed by the space-filled concrete group will be specifically described. First, road regulation is performed at the construction site, but since this is common to construction, it is assumed that the PC floor slab laying team will do it, and is shown here by a broken line.

  Fig. 4 (a) shows the state in which the interstitial concrete group is handed over from the PC floor slab laying group. This figure shows that the temporary lining plate 3 and the reinforcing beam member 4 are installed on the precast floor slab 1, and further the temporary paving. FIG. First, the temporary pavement 6 is removed from the state of this figure. Next, the end nut 5b is removed, the support bolt 4c is also removed, the reinforcing beam member 4 is removed, and the connecting bolt 5 is also removed, so that only the temporary cover plate 3 is placed. FIG. 4B is a partial detailed view showing a state in which only the temporary lining plate 3 is left on the precast floor slab 1. From this state, the temporary lining plate 3 is also removed, and the upper portion of the space portion 201 of the joint portion 2 is opened (FIG. 4C).

  In the state of FIG. 4C, the reinforcing reinforcing bars 7 that reinforce the joint portion 2 are disposed, and the molds 8 are installed on the bottom surface and both side surfaces of the space portion 201 (FIG. 4D). At this time, the mold 8 installed on the bottom surface of the space portion 201 can be fixed using the insert anchor 103 provided on the lower surface of the main body 101 of the precast floor slab 1, or using a mold support work. May be installed. After installation of the mold 8, as shown in FIG. 4 (e), the padded concrete is placed in the space 201 of the joint 2, and after curing for a predetermined period, the mold 8 is demolded. In addition, although the concrete which has the same strength (or more) as the main body 101 concrete of the precast floor slab 1 is desirable as the interstitial concrete to be placed in the space portion 201, the present invention is not limited thereto, and is appropriate depending on the situation. It can be a strong concrete, or it can be a mortar or other injection material instead of concrete.

  As shown on the 4th day in Fig. 2 (right column), when curing of the interstitial concrete is finished, the upper part of the precast floor slab 1 is temporarily paved with asphalt, etc. Finish the work. Since the cancellation of road regulations is common to all construction works, it is assumed to be performed by the PC floor slab laying team, and is shown here by broken lines.

[Embodiment of joint structure of precast slab]
An example of an embodiment of a joint structure of a precast slab of the present invention will be described with reference to the drawings. The joint structure of the precast floor slab of the present invention is the same as the structure of the joint part described in [Embodiment of bridge floor slab construction method], and the contents not described in this embodiment are As described in the embodiment of the construction method.

  FIG. 5 is a cross-sectional view taken along the line XX shown in FIG. 3 (e), and is a cross-sectional view for explaining the structural details of the temporary lining plate 3 and the reinforcing beam member 4. In addition, what is shown with a broken line in a figure is the lower surface position of the precast floor slab 1, and suppose that the left-right direction of FIG. 5 is called "width direction" for convenience of explanation. As shown in this figure, the temporary cover plate 3 is fixed to the reinforcing beam member 4 at a plurality of locations (three locations in the figure) in the width direction. The number of the reinforcing beam members 4 can be appropriately measured by design calculation or the like.

  As shown in FIG. 5, the reinforcing beam member 4 is composed of two channel steels 4a and 4b per place, and these are installed in combination with the back surface. In addition, as described in [Embodiment of method for constructing bridge deck], reinforcing beam member 4 uses not only groove-shaped steel but also various materials such as angle steel, H-shaped steel, and square steel pipes. can do. In addition, including the case where groove steel is used as the reinforcing beam member 4, the number installed per place is not limited to two, and may be one (only 4 a) or three or more. In short, what is necessary is just to combine the required number in design.

  The grooved steel 4a, 4b has a connection bolt through hole for allowing the connection bolt 5 to pass therethrough and a support bolt 4c for fixing the reinforcing beam member 4 to the precast floor slab 1 (main body 101). Support bolt through holes are provided in the flange portion of the channel steel in advance. The grooved steel 4a is provided with two connecting bolt through holes and two supporting bolt through holes (FIG. 3E), and the grooved steel 4b is also provided with a connecting bolt through hole and a supporting bolt through hole. Two holes are provided (FIG. 3E).

  A nut 303 is welded and fixed to the back surface of the temporary lining plate 3 at a position facing the connecting bolt through-holes of the channel steels 4a and 4b, and a direction perpendicular to the width direction at a predetermined interval (the depth direction in the figure). Ribs 301 extending in the width direction are fixed, and ribs 302 (not shown in FIG. 5) extending in the width direction are also fixed. The ribs 301 are arranged and spaced so as not to obstruct the loop streaks 102 (FIG. 3A) of the precast floor slab 1.

  The channel steels 4a and 4b are fixed to the main body 101 of the precast floor slab 1 respectively. Specifically, one end of the channel steel 4a (channel steel 4b) is fixed to the lower surface side of the main body 101 of the precast floor slab 1A with a support bolt 4c, and the other end of the channel steel 4a (channel steel 4b) is fixed. It fixes to the lower surface side of the main body 101 of the precast floor slab 1B with the support bolt 4c (FIG.3 (e)). Note that an insert anchor 103 for fixing the support bolt 4c at a predetermined position is provided in advance on the lower surface side of the main body 101 of the precast floor slab 1A and the precast floor slab 1B (FIG. 3 (e)). In addition, a hole anchor can also be provided in the field without providing this insert anchor 103 in advance.

  The temporary lining plate 3 is formed into the grooved steel 4a by passing the connecting bolt 5 attached to the nut 303 through the connecting bolt through hole of the grooved steel 4a (channeled steel 4b) and tightening the end nut 5b. It is connected and fixed to (groove steel 4b). Further, the upper flange of the channel steel 4a (channel steel 4b) is tightened with an intermediate nut 5a fitted in the vicinity of the middle of the connecting bolt 5.

  By fixing both ends of the reinforcing beam member 4 (channel steel 4a, 4b) to the precast floor slabs 1A, 1B, the reinforcing beam member 4 can function as a beam. Moreover, the load which acts on the temporary lining board 3 can also be transmitted to the reinforcement beam material 4 by setting it as the above structures. The load received by the temporary lining plate 3 is mainly a wheel load, and its direction is vertically downward. Therefore, the load received by the temporary lining plate 3 is directly transmitted to the connecting bolt 5 and further transmitted to the reinforcing beam member 4. At this time, since the intermediate nut 5a exists, the vertical downward load received by the temporary lining plate 3 is loaded on the upper side of the reinforcing beam member 4 (upper flanges of the grooved steels 4a and 4b). That is, (because it is loaded from the upper part), the reinforcing beam member 4 can handle this load in the entire member cross section. In this way, the load received by the temporary lining plate 3 is transmitted to the reinforcing beam member 4 via the connecting bolt 5, and is transmitted to be handled by the entire member of the reinforcing beam member 4 due to the presence of the intermediate nut 5a. This load can be borne by the reinforcing beam member 4 as a beam structure. In this case, the rigidity of the temporary lining plate 3 can be reduced, for example, by reducing the plate thickness.

  The construction method of the bridge slab and the joint structure of the precast slab of the present invention can be used for various bridges such as road bridges, railway bridges, river bridges and viaducts.

DESCRIPTION OF SYMBOLS 1 Precast floor slab 1A A precast floor slab 1B B precast floor slab 101 Main body (of precast floor slab 1) 102 Loop loop (of precast floor slab 1) 103 Insert anchor (of precast floor slab 1) 2 Joint part 201 ( Space portion 3 of joint portion 3 Temporary lining plate 301 Rib 302 of temporary lining plate 3 302 Rib 303 of temporary lining plate 3 Nut 303 of temporary lining plate 3 Reinforcement beam material 4a (Reinforcement beam) 1) channel steel 4b (the other of the reinforcing beam material 4) channel steel 4c (the reinforcing beam material 4) support bolt 5 connection bolt 5a (the connection bolt 5) intermediate nut 5b (the connection bolt 5) ) End nut 6 Temporary pavement 7 Reinforcing bar 8 Formwork

Claims (4)

In the construction method of the bridge floor slab, laying a plurality of precast slabs constituting the bridge slab, and connecting adjacent precast slabs with joints after laying,
A precast floor slab laying step of laying the precast floor slab at a predetermined position;
On the upper surface of both precast floor slabs facing each other at the joint portion, a temporary lining plate installation step for laying a temporary lining plate,
A temporary lining plate removing step of removing the temporary lining plate;
A concrete placing step for placing the interstitial concrete in the space formed in the joint portion, and
The precast floor slab laying step and the temporary lining plate setting step are performed in advance, and when a predetermined number of joint portions of two or more are formed, the temporary lining is collectively performed on the two or more joint portions. Perform the board removal process and the concrete placing process,
A method for constructing a bridge floor slab, characterized in that, in the joint portion where the temporary lining plate installation process is performed, the vehicle can pass even before the concrete placing process. In the construction method of the bridge deck according to claim 1,
On the upper surface of both precast floor slabs facing each other at the joint portion, a temporary lining plate placing step for placing a temporary lining plate,
Reinforcement beam material mounting step of fixing the reinforcing beam material arranged on the lower surface side of the precast floor slab to both precast floor slabs facing each other at the joint portion;
A method for constructing a bridge floor slab, wherein a temporary cover plate installation step is performed by a temporary cover plate connection step of connecting the temporary cover plate to the reinforcing beam member. In a joint structure in which a plurality of precast slabs constituting the bridge slab are laid, and the adjacent precast slabs are connected to each other after laying,
A temporary lining plate erected on the upper surfaces of both precast slabs facing each other at the joint,
Reinforced beam material which is arranged on the lower surface side of the precast floor slab and is fixed to both precast floor slabs facing each other at the joint,
A joint structure for a precast floor slab, comprising: a connecting member for detachably connecting the temporary lining plate to the reinforcing beam member. In the joint structure of the precast slab according to claim 3,
A joint structure for a precast floor slab, characterized in that a connecting material is attached to the temporary lining plate and the reinforcing beam so that a downward load acting on the temporary lining plate can be transmitted to the reinforcing beam.

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