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JP2007046322A - Steel composite concrete precast floor slab - Google Patents

Steel composite concrete precast floor slab Download PDF

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Publication number
JP2007046322A
JP2007046322A JP2005231558A JP2005231558A JP2007046322A JP 2007046322 A JP2007046322 A JP 2007046322A JP 2005231558 A JP2005231558 A JP 2005231558A JP 2005231558 A JP2005231558 A JP 2005231558A JP 2007046322 A JP2007046322 A JP 2007046322A
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steel plate
concrete
haunch
bottom steel
rebar
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JP4568657B2 (en
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Yasufumi Ono
康文 小野
Kazuhiko Sekikawa
和彦 関川
Hiroyuki Miura
浩之 三浦
Kensaku Kamimura
健作 上村
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Sho Bond Corp
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Sho Bond Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a steel composite concrete precast floor slab which can keep costs low because a bottom steel plate does not have to be bent along an undersurface of a haunch by enabling an additional bar along the haunch to be arranged in the inverted trapezoid-shaped haunch in a direction perpendicular to a girder, and which can integrate a precast floor slab, a notch and a main girder together. <P>SOLUTION: Characteristically, an additional-bar fitting and inserting notch, from which mountain parts of the additional bar along the shape of the inverted trapezoid-shaped haunch are protruded at proper intervals in the direction of a bridge axis, and a stud-bolt fitting and inserting notch for fitting and inserting a stud bolt, which is fixedly provided in the flange of the main girder, are formed in the haunch forming part of the bottom steel plate; concrete is placed in locations except an additional-bar fitting and inserting hole in which the bar is to be arranged after the placing of the concrete, and a stud-bolt fitting and inserting hole for fitting and inserting the stud bolt for being fixedly provided in the flange of the main girder; and after the curing of the concrete, a bar perpendicular to the bridge axis, and the additional bar along the shape of the inverted trapezoid-shaped haunch are arranged in a state in which both ends of the additional bar are spliced to the bar perpendicular to the bridge axis, and in which the mountain parts of the additional bar from the top surface of the concrete are protruded from the additional-bar fitting and inserting notch of the bottom steel plate. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、コンクリート下面に底鋼板を合成した橋梁用のプレキャスト床版、特に、ハンチ相当個所にハンチ形状の用心鉄筋を利用した鋼合成プレキャスト床版に関する。   The present invention relates to a precast slab for a bridge in which a bottom steel plate is synthesized on a concrete lower surface, and more particularly, to a steel synthetic precast slab using a haunch-shaped core reinforcing bar at a portion corresponding to a haunch.

コンクリート下面に底鋼板を合成したプレキャスト床版は、良く知られている(特許文献1)。   A precast floor slab in which a bottom steel plate is synthesized on a concrete lower surface is well known (Patent Document 1).

床版には、主桁上でハンチを設けるのを原則とし、ハンチにはハンチ下面に沿って桁直角方向に用心鉄筋を配置するのが好ましいとされている(非特許文献1)が、プレキャスト床版の場合は設けなくてもよい(非特許文献2)とされている。   In principle, the floor slab is provided with a haunch on the main girder, and it is preferable to arrange the core rebar in the direction perpendicular to the girder along the lower surface of the haunch (Non-Patent Document 1). In the case of a floor slab, it is not necessary (Non-Patent Document 2).

プレキャスト床版の場合にハンチにハンチ下面に沿った用心鉄筋を設けなくても良いとされているのは、ハンチ構造によるところのものと思われる。   In the case of a precast floor slab, it is thought that the haunch structure does not need to be provided on the haunch along the lower surface of the haunch due to the haunch structure.

特許第2832522号特許公報Japanese Patent No. 2832522

道路橋示方書・同解説書 日本道路協会 252頁〜253頁Road Bridge Specification / Explanation Japan Road Association 252-253 鋼構造物設計指針 土木学会 62頁〜63頁Steel Structure Design Guidelines Japan Society of Civil Engineers 62-63

ちなみに、鋼合成プレキャスト床版における幾つかのハンチ構造を例示する。   Incidentally, several haunch structures in the steel composite precast slab are illustrated.

図11は、コンクリート2下面に予め逆台形状のハンチ12を形成した鋼合成プレキャスト床版1の例を示す。この床版1は予め底鋼板3をハンチ12に沿って折り曲げ加工をしてコンクリート2と合成してある。この床版は、主桁9のフランジ9a上のスタッドボルト11相当位置が適宜の間隔で箱抜き41されており、スタッドボルト11個所に位置合わせをして主桁9に載置され、箱抜き41個所に無収縮モルタル13が打設されて設置される。   FIG. 11 shows an example of the steel composite precast slab 1 in which the inverted trapezoidal haunch 12 is formed on the lower surface of the concrete 2 in advance. The floor slab 1 is synthesized with concrete 2 by bending the bottom steel plate 3 along the haunch 12 in advance. In this floor slab, the positions corresponding to the stud bolts 11 on the flange 9a of the main girder 9 are boxed 41 at an appropriate interval. Non-shrink mortar 13 is placed and installed at 41 locations.

図12は、コンクリート2下面に予めハンチを形成していない鋼合成プレキャスト床版1の例を示す。この床版1は、主桁9上を連続抜き42されて、主桁9のフランジ9aの両側に取り付けられたハンチ高の型鋼14上に載置され、連続抜き42個所に無収縮モルタル13が打設して設置される。   FIG. 12 shows an example of a steel composite precast floor slab 1 in which a haunch is not formed in advance on the lower surface of the concrete 2. This floor slab 1 is continuously punched 42 on the main girder 9 and placed on a haunch-height die steel 14 attached to both sides of the flange 9a of the main girder 9. It will be installed.

図13は、同じくコンクリート2下面に予めハンチを形成していない鋼合成プレキャスト床版1の例を示す。この床版1は、主桁9上を連続抜き42されて、主桁9のフランジ9a上面両側から延伸して取り付けられたハンチ形成用の型枠鋼板15上に載置され、連続抜き42個所に直状の用心鉄筋71を配置し、無収縮モルタル13を打設して設置される。   FIG. 13 shows an example of a steel composite precast slab 1 in which a haunch is not formed on the lower surface of the concrete 2 in advance. This floor slab 1 is continuously punched 42 on the main girder 9 and placed on a mold steel plate 15 for forming a haunch that is extended from both sides of the upper surface of the flange 9a of the main girder 9 and has 42 consecutive punches. A straight core rebar 71 is placed on the non-shrink mortar 13 and installed.

なお、これらの図中、5は橋軸方向に配置された鉄筋、6は橋軸直角方向に配置された鉄筋である。   In these drawings, 5 is a reinforcing bar arranged in the bridge axis direction, and 6 is a reinforcing bar arranged in the direction perpendicular to the bridge axis.

しかしながら、これらの構造のいずれにもハンチ部に用心鉄筋を利用することができないばかりでなく、別の課題も有する。   However, not all of these structures are able to utilize a scissor rebar in the hunch, but have other challenges.

図11のものは、底鋼板を床版ハンチ形状に沿った曲げ加工を施すため、加工費が甚大であり、コストアップにつながる。   In the case of FIG. 11, since the bottom steel plate is bent along the floor slab haunch shape, the processing cost is enormous, leading to an increase in cost.

図12のものは、主桁上面位置を連続的にコンクリート打ちするため、部分的な箱抜きよりプレキャスト部との一体化に合成的な問題がある。ハンチ形状が矩形となるため応力集中が発生する。型枠用形鋼に上下設置位置が主桁の縦断面により全個所異なり、工程、コストとも問題となる。   The thing of FIG. 12 has a synthetic | combination problem in integration with a precast part rather than partial box extraction, since the upper part position of a main girder is concrete-placed continuously. Stress concentration occurs because the haunch shape is rectangular. In the shape steel for formwork, the vertical installation position differs depending on the longitudinal section of the main girder, which causes problems in terms of process and cost.

図13のものは、プレキャストの底鋼板に型枠用鋼板を溶接にて取り付け、現況ハンチ高さに合わせられるようになっているが、主桁方向に連続しての型枠用鋼板は3次元的な変化に追随できないので、主桁上面と型枠用鋼板に隙間が生じる。   In the case of FIG. 13, the formwork steel plate is attached to the precast bottom steel plate by welding and can be adjusted to the current haunch height. However, the formwork steel plate continuous in the main girder direction is three-dimensional. Since the change cannot be followed, a gap is generated between the upper surface of the main girder and the steel plate for formwork.

本発明は、上記の課題、特に逆台形状のハンチ部と一体となる鋼合成プレキャスト床版において、ハンチ部にハンチ形状に沿う形状の用心鉄筋を挿入することができないという課題及び幾つかの課題を以下述べるところにより解決しようとするものである。   In the steel composite precast floor slab integrated with the inverted trapezoidal shape haunch part, the present invention has problems and several problems that a central reinforcing bar having a shape along the haunch shape cannot be inserted into the haunch part. Is to be solved as described below.

本発明は上記課題を解決するためつぎの手段を提供する。   The present invention provides the following means for solving the above problems.

底鋼板のハンチ形成部の橋軸方向に適宜の間隔で逆台形状のハンチ形状に沿う用心鉄筋の山部を突出する用心鉄筋嵌挿用切り欠き部と主桁フランジに固設するスタッドボルトを嵌挿するスタッドボルト嵌挿用切り欠き部を形成し、この底鋼板上に橋軸方向鉄筋と橋軸直角方向鉄筋を配置するとともに、逆台形状のハンチ形状に沿う用心鉄筋を支持する橋軸直角方向鉄筋が露出し、底鋼板の用心鉄筋嵌挿用切り欠き部に連通する用心鉄筋嵌挿用孔と主桁フランジに固設するスタッドボルトを嵌挿する底鋼板のスタッドボルト嵌挿用切り欠き部と連通するスタッドボルト嵌挿用孔を残してコンクリートを打設し、コンクリート養生後、逆台形状のハンチ部に沿う用心鉄筋を用心鉄筋嵌挿用孔に山部が底鋼板の用心鉄筋嵌挿用切り欠き部から突出する状態で嵌挿し、用心鉄筋嵌挿孔に露出している橋軸直角方向鉄筋に用心鉄筋の両端を添接させて配置してなる鋼合成コンクリートプレキャスト床版を提供する。   A notch for inserting a reinforcing bar along the inverted trapezoidal haunch shape at appropriate intervals in the bridge axis direction of the haunch forming part of the bottom steel plate and a stud bolt fixed to the main girder flange. A bridge shaft that forms a notch for inserting stud bolts to be inserted, places a rebar in the bridge axis direction and a rebar perpendicular to the bridge axis on this bottom steel plate, and supports the rebar along the inverted trapezoidal haunch shape The center steel bar insertion hole that connects to the core rebar insertion notch that exposes the perpendicular reinforcing bar and communicates with the core rebar insertion notch of the bottom steel plate and the stud bolt that is fixed to the main girder flange. After placing concrete with the stud bolt insertion hole communicating with the notch, and after curing the concrete, the core rebar along the inverted trapezoidal haunch part is the core reinforcing bar insertion hole. Project from the notch for insertion Fitting inserted state, it is spliced at both ends of precaution rebar Hashijiku perpendicular reinforcing bar exposed to the precaution rebar insertion hole formed by arranging to provide the steel synthetic concrete precast slab.

好ましくは、上記において、主桁フランジ面に対向する底鋼板面にスタッドボルトを取り付けた鋼合成コンクリートプレキャスト床版を提供する。   Preferably, in the above, a steel composite concrete precast slab in which stud bolts are attached to the bottom steel plate surface facing the main girder flange surface is provided.

鋼合成コンクリートプレキャスト床版にあって、逆台形状のハンチに桁直角方向にハンチに沿う用心鉄筋を入れることができるので、土木学会の鋼構造物設計指針に沿うことができる。   In the steel composite concrete precast slab, since the core reinforcement along the haunch can be put in the inverted trapezoidal haunch in the direction perpendicular to the girders, the steel structure design guidelines of the Japan Society of Civil Engineers can be met.

鋼合成コンクリートプレキャスト床版にあって、逆台形状のハンチに桁直角方向にハンチに沿う用心鉄筋を入れることができるので、ハンチ下面に沿うように底鋼板を折り曲げ加工する必要がなくなり、コストを押さえることがてき、かつ、プレキャスト床版と切り欠き部と主桁との一体性を計ることができる。   In steel composite concrete precast floor slabs, it is not necessary to bend the bottom steel plate along the bottom surface of the haunch because the center reinforcing bars along the haunch can be inserted into the inverted trapezoidal haunch in the direction perpendicular to the girders. In addition, it is possible to measure the integrity of the precast floor slab, the notch and the main girder.

図1乃至図5は、本発明の一実施の形態を示し、図1は、底鋼板の平面図、図2は、底鋼板を合成してなる鋼合成コンクリートプレキャスト床版の平面図、図3は、図2のA−A断面図、図4は、図2のB−B断面図、図5は、図2のC−C断面図である。   1 to 5 show an embodiment of the present invention, FIG. 1 is a plan view of a bottom steel plate, FIG. 2 is a plan view of a steel synthetic concrete precast slab formed by synthesizing the bottom steel plate, and FIG. FIG. 4 is a sectional view taken along line AA in FIG. 2, FIG. 4 is a sectional view taken along line BB in FIG. 2, and FIG. 5 is a sectional view taken along line CC in FIG.

まず、図1に基づき、本発明を形成する底鋼板の説明をする。   First, based on FIG. 1, the bottom steel plate which forms this invention is demonstrated.

底鋼板3は平板状にしてなり、橋軸方向に切り欠き部4が適宜の間隔で複数切り欠かれてなる。この切り欠き部4は、底鋼板3が主桁に載置されたときのフランジ相当個所すなわちハンチ部が形成される個所に橋軸方向に適宜の間隔で逆台形状のハンチ形状に沿う用心鉄筋の山部を突出する用心鉄筋嵌挿用切り欠き部4aと主桁フランジに固設するスタッドボルトを嵌挿するスタッドボルト嵌挿用切り欠き部4bとからなっている。   The bottom steel plate 3 has a flat plate shape, and a plurality of cutout portions 4 are cut out at appropriate intervals in the bridge axis direction. This notch portion 4 is a core reinforcing bar along the inverted trapezoidal haunch shape at an appropriate interval in the bridge axis direction at the portion corresponding to the flange when the bottom steel plate 3 is placed on the main girder, that is, where the haunch portion is formed. And a stud bolt insertion notch 4b for fitting a stud bolt fixed to the main girder flange.

切り欠き部4の形状は、図1に示すように用心鉄筋を嵌挿するに必要な長さの切り欠き部4aとスタッドボルト嵌挿用切り欠き部4bを形を異ならしめて組み合せたものでも、図9に示すように同一形状内で両者兼用の切り欠き部4a、4bとするものでも、図10に示すように用心鉄筋嵌挿用切り欠き部4a、スタッドボルト嵌挿用切り欠き部4bとするものであってもよく、限定されるものではない。   As shown in FIG. 1, the shape of the notch portion 4 may be a combination of a notch portion 4a having a length necessary for inserting a precautionary reinforcing bar and a notch portion 4b for inserting stud bolts with different shapes. As shown in FIG. 9, both of the cutout portions 4a and 4b are used in the same shape, and as shown in FIG. 10, the cutout portion 4a for inserting the core reinforcing bar, the cutout portion 4b for inserting the stud bolt, It may be what it does and is not limited.

つぎに、図2乃至図5に基づき本発明に係るプレキャスト床版の構造を説明する。   Next, the structure of the precast slab according to the present invention will be described with reference to FIGS.

底鋼板3上に橋軸方向鉄筋5、橋軸直角方向鉄筋6を配置する。なお、図において、橋軸方向鉄筋5、橋軸直角方向鉄筋6は用心鉄筋付近のみを示した。   A bridge axis direction reinforcing bar 5 and a bridge axis perpendicular direction reinforcing bar 6 are arranged on the bottom steel plate 3. In the figure, the bridge axis direction reinforcing bar 5 and the bridge axis perpendicular direction reinforcing bar 6 show only the vicinity of the center reinforcing bar.

底鋼板3上にコンクリート2を底鋼板3に切り欠かれた用心鉄筋嵌挿用切り欠き部4a、スタッドボルト嵌挿用切り欠き部4bから、プレキャスト床版1上面にかけて連通する用心鉄筋嵌挿用孔14a、スタッドボルト嵌挿用孔14bとからなる挿通孔14を残して打設する。   For inserting a core reinforcing bar that communicates from the notched portion 4a for inserting the core reinforcing bar into which the concrete 2 is cut out on the bottom steel plate 3 to the upper surface of the precast floor slab 1 from the notched portion 4b for inserting the stud bolt. The hole 14a and the stud bolt insertion hole 14b are left leaving the insertion hole 14.

コンクリートの打設に当っては、図示してないが、底鋼板3の周囲に型枠を設置するとともに用心鉄筋嵌挿用切り欠き部4a、スタッドボルト嵌挿用切り欠き部4bから、プレキャスト床版1上面にかけて挿通孔14が形成されるようにこの部分に型枠15を設置する。   Although not shown in the drawing of the concrete, a precast floor is provided from a notch 4a for inserting a core reinforcing bar and a notch 4b for inserting a stud bolt, while installing a formwork around the bottom steel plate 3. The mold 15 is installed in this portion so that the insertion hole 14 is formed over the upper surface of the plate 1.

挿通孔14は、プレキャスト床版1が主桁9のフランジ9a上にあって、ハンチが形成されるときのコンクリートの流入孔となる。   The insertion hole 14 becomes an inflow hole of concrete when the precast floor slab 1 is on the flange 9a of the main girder 9 and a haunch is formed.

コンクリート養生後に底鋼板3の周囲に設置した型枠及び型枠15は除去される。   The formwork and the formwork 15 installed around the bottom steel plate 3 after the concrete curing are removed.

8は、ズレ止め用のスタッドボルトで底鋼板3の主桁フランジ相当個所で切り欠きのない下面に主桁方向に適宜の間隔で固設されている。   8 is a stud bolt for preventing misalignment, and is fixed at an appropriate interval in the main girder direction on the bottom surface of the bottom steel plate 3 corresponding to the main girder flange without a notch.

コンクリート養生後、逆台形状のハンチ部に沿う用心鉄筋7を用心鉄筋嵌挿用孔14aに用心鉄筋7の山部7aが、底鋼板3の用心鉄筋嵌挿用切り欠き部4aから突出状態で嵌挿し、露出している橋軸直角方向鉄筋6に用心鉄筋の両端7b、7bを添接させて配置する。両端7b、7bの橋軸直角方向への添接は、たとえば所定の重ね継手長をとり結束線を巻き付けて一体化することにより行う。   After the concrete curing, the core rebar 7 along the inverted trapezoidal shape haunch part is inserted into the core rebar insertion hole 14a so that the peak portion 7a of the core rebar 7 protrudes from the notch 4a for inserting the core rebar of the bottom steel plate 3. The both ends 7b, 7b of the core rebar are placed in contact with the exposed reinforcing bar 6 perpendicular to the bridge axis. The both ends 7b and 7b are attached in the direction perpendicular to the bridge axis by, for example, taking a predetermined lap joint length and winding the binding wire together to integrate them.

図6乃至図8は、主桁上に載置した底鋼板を合成してなる鋼合成コンクリート床版の設置の態様を示し、図6は、図3対応図、図7は図4対応図、図8は図5対応図である。   6 to 8 show an aspect of installation of a steel composite concrete slab formed by synthesizing a bottom steel plate placed on the main girder, FIG. 6 is a diagram corresponding to FIG. 3, FIG. 7 is a diagram corresponding to FIG. FIG. 8 corresponds to FIG.

まず、主桁9のフランジ9aの橋軸方向上面に上述したプレキャスト床版1に形成されたスタッドボルト嵌挿用切り欠き部4bに嵌挿されるスタッドボルト11を固設する。   First, the stud bolt 11 to be inserted into the notch portion 4b for stud bolt insertion formed in the precast floor slab 1 is fixed on the upper surface of the flange 9a of the main girder 9 in the bridge axis direction.

プレキャスト床版1を、現場に搬出して、主桁9のフランジ9aに固設されているスタッドボルト11をスタッドボルト嵌挿用孔14bに嵌挿して仮設置し、設置位置・設置レベル調整・各種接合後、主桁9のフランジ9aの両側にその両側からプレキャスト床版1の底鋼板3にかけて逆台形状のハンチ12を形成するための型枠10を固設する。   The precast floor slab 1 is carried out to the site, the stud bolt 11 fixed to the flange 9a of the main girder 9 is inserted into the stud bolt insertion hole 14b, and temporarily installed to adjust the installation position and installation level. After various joining, the formwork 10 for forming the inverted trapezoidal haunch 12 is fixed on both sides of the flange 9a of the main girder 9 from the both sides to the bottom steel plate 3 of the precast floor slab 1.

ついで、プレキャスト床版1に形成したコンクリート2表面から底鋼板3に下面に貫通する用心鉄筋嵌挿用孔14a、スタッドボルト嵌挿用孔14bから、プレキャスト床版1の底鋼板3の下面と主桁9のフランジ9a上面間に無収縮モルタル13等のコンクリートを打設し、プレキャスト床版1と主桁9のフランジ9aの間にハンチ12を形成する。   Then, the bottom surface of the bottom steel plate 3 of the precast floor slab 1 and the main steel core 3 are inserted into the bottom steel plate 3 from the surface of the concrete 2 formed on the precast floor slab 1 through the core steel bar insertion hole 14a and the stud bolt insertion hole 14b. Concrete such as non-shrink mortar 13 is placed between the upper surfaces of the flanges 9 a of the girders 9, and the haunch 12 is formed between the precast floor slab 1 and the flanges 9 a of the main girders 9.

現場で打設された無収縮モルタル13等のコンクリートとプレキャスト床版1と主桁10とは、主桁10の上面に固設されているスタッドボルト11とプレキャスト床版1の底鋼板3の下面に固設したズレ止め用のスタッドボルト8により強固に一体となる。   The concrete such as non-shrink mortar 13 placed on site, the precast floor slab 1 and the main girder 10 are stud bolts 11 fixed on the upper surface of the main girder 10 and the bottom surface of the bottom steel plate 3 of the precast floor slab 1. Are firmly integrated with a stud bolt 8 for preventing misalignment.

型枠10はコンクリート養生後に撤去する。   The formwork 10 is removed after concrete curing.

本発明に係る鋼合成コンクリートプレキャスト床版に用いられる底鋼板の実施の態様を示す平面図である。It is a top view which shows the aspect of implementation of the bottom steel plate used for the steel synthetic concrete precast floor slab which concerns on this invention. 本発明の実施の態様を示す底鋼板を合成してなる鋼合成コンクリートプレキャスト床版の平面図である。It is a top view of the steel synthetic concrete precast slab formed by synthesize | combining the bottom steel plate which shows the embodiment of this invention. 図2のA−A断面図である。It is AA sectional drawing of FIG. 図2のB−B断面図である。It is BB sectional drawing of FIG. 図2のC−C断面図である。It is CC sectional drawing of FIG. 本発明に係る底鋼板を合成してなる鋼合成コンクリート床版の主桁上への設置の態様を示す図2対応個所を示す断面図である。It is sectional drawing which shows the part corresponding to FIG. 2 which shows the aspect of the installation on the main girder of the steel synthetic concrete floor slab formed by synthesize | combining the bottom steel plate which concerns on this invention. 同図3対応個所を示す断面図である。It is sectional drawing which shows the part corresponding to the same FIG. 同図4対応個所を示す断面図である。It is sectional drawing which shows the location corresponding to FIG. 図1に示した切り欠き部の別の形状の実施例を示す平面図である。It is a top view which shows the Example of another shape of the notch part shown in FIG. 図1に示した切り欠き部の別の形状の実施例を示す平面図である。It is a top view which shows the Example of another shape of the notch part shown in FIG. 従来の鋼合成コンクリート鋼板のハンチ施工部を示す断面図である。It is sectional drawing which shows the haunch construction part of the conventional steel synthetic concrete steel plate. 従来の鋼合成コンクリート鋼板のハンチ施工部を示す断面図である。It is sectional drawing which shows the haunch construction part of the conventional steel synthetic concrete steel plate. 従来の鋼合成コンクリート鋼板のハンチ施工部を示す断面図である。It is sectional drawing which shows the haunch construction part of the conventional steel synthetic concrete steel plate.

符号の説明Explanation of symbols

1 プレキャスト床版
2 コンクリート
3 底鋼板
4 切り欠き部
4a 用心鉄筋嵌挿用切り欠き部
4b スタッドボルト嵌挿用切り欠き部
5 橋軸方向に配置された鉄筋
6 橋軸直角方向に配置された鉄筋
7 用心鉄筋
7b 両端
8 ズレ止め用のスタッドボルト
9 主桁
9a フランジ
10 型枠
11 スタッドボルト
12 ハンチ
13 無収縮モルタル
14 挿通孔
14a 用心鉄筋嵌挿用孔
14b スタッドボルト嵌挿用孔
15 型枠
DESCRIPTION OF SYMBOLS 1 Precast floor slab 2 Concrete 3 Bottom steel plate 4 Notch part 4a Notch part for core reinforcement insertion 4b Notch part for stud bolt insertion 5 Reinforcing bar arranged in the direction of a bridge axis 6 Reinforcing bar arranged in a direction perpendicular to a bridge axis 7 Center Reinforcing Bar 7b Both Ends 8 Stud Bolts to Prevent Misalignment 9 Main Girder 9a Flange 10 Mold 11 Stud Bolt 12 Haunch 13 Non-Shrink Mortar 14 Insertion Hole 14a Center Reinforcing Hole 14b Stud Bolt Inserting Hole 15 Mold

Claims (2)

コンクリート下面に底鋼板を合成してなる鋼合成コンクリートプレキャスト床版において、底鋼板のハンチ形成部の橋軸方向に適宜の間隔で逆台形状のハンチ形状に沿う用心鉄筋の山部を突出する用心鉄筋嵌挿用切り欠き部と主桁フランジに固設するスタッドボルトを嵌挿するスタッドボルト嵌挿用切り欠き部を形成し、この底鋼板上に橋軸方向鉄筋と橋軸直角方向鉄筋を配置するとともに、逆台形状のハンチ形状に沿う用心鉄筋を支持する橋軸直角方向鉄筋が露出し、底鋼板の用心鉄筋嵌挿用切り欠き部に連通する用心鉄筋嵌挿用孔と主桁フランジに固設するスタッドボルトを嵌挿する底鋼板のスタッドボルト嵌挿用切り欠き部と連通するスタッドボルト嵌挿用孔を残してコンクリートを打設し、コンクリート養生後、逆台形状のハンチ部に沿う用心鉄筋を用心鉄筋嵌挿用孔に山部が底鋼板の用心鉄筋嵌挿用切り欠き部から突出する状態で嵌挿し、用心鉄筋嵌挿孔に露出している橋軸直角方向鉄筋に用心鉄筋の両端を添接させて配置したことを特徴とするコンクリート下面に底鋼板を合成してなる鋼合成コンクリートプレキャスト床版。   In steel composite concrete precast slab, which is composed of a bottom steel plate on the bottom surface of the concrete, a precaution to project the peak portion of the core rebar along the inverted trapezoidal haunch shape at appropriate intervals in the bridge axis direction of the haunch forming portion of the bottom steel plate Form a notch for reinforcing bar insertion and a notch for stud bolt insertion to insert a stud bolt fixed to the main girder flange, and place a bridge axis rebar and a bridge axis perpendicular rebar on this bottom steel plate At the same time, the rebars in the direction perpendicular to the bridge axis supporting the rebars along the inverted trapezoidal haunch shape are exposed, and the rebar insertion holes and main girder flanges communicating with the rebar insertion notches of the bottom steel plate are exposed. Placing concrete leaving the stud bolt insertion hole communicating with the stud bolt insertion notch of the bottom steel plate to insert the stud bolt to be fixed, and after curing the concrete, inverted trapezoidal haunch Insert the core rebar along the core rebar insertion hole with the peak protruding from the core steel core insertion notch of the bottom steel plate, and beware of the bridge axis perpendicular rebar exposed in the core rebar insertion hole. A steel composite concrete precast slab formed by synthesizing a bottom steel plate on the bottom surface of concrete, which is arranged with both ends of the reinforcing bar attached. 請求項1において、主桁フランジ面に対向する底鋼板面にスタッドボルトを橋軸方向に適宜の間隔で取り付けたことを特徴とするコンクリート下面に底鋼板を合成してなる鋼合成コンクリートプレキャスト床版。   The steel composite concrete precast slab formed by synthesizing a bottom steel plate on a concrete lower surface according to claim 1, wherein stud bolts are attached to the bottom steel plate surface facing the main girder flange surface at appropriate intervals in the bridge axis direction. .
JP2005231558A 2005-08-10 2005-08-10 Steel synthetic concrete precast slab Active JP4568657B2 (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100876388B1 (en) 2008-06-02 2008-12-29 (주)한맥기술 Stay in place deck precast panel
JP2018040168A (en) * 2016-09-07 2018-03-15 株式会社横河ブリッジ Precast floor slab, compositional structure of steel beam and precast floor slab, and composition method of steel beam and precast floor slab

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Publication number Priority date Publication date Assignee Title
JPH0164506U (en) * 1987-10-20 1989-04-25
JPH0522611U (en) * 1991-08-30 1993-03-23 石川島播磨重工業株式会社 Joint structure of precast floor slab and girder
JPH083935A (en) * 1994-06-20 1996-01-09 Ishikawajima Constr Materials Co Ltd Joint structure between precast floor slab and bridge girder for constituting bridge subgrade
JPH0952222A (en) * 1995-08-10 1997-02-25 Toda Kogyo Kk End face form for manufacturing pc block
JPH11222814A (en) * 1998-02-06 1999-08-17 Fuji Ps Corp Steel composite bridge using precast prestress concrete floor slab
JPH11264115A (en) * 1998-03-19 1999-09-28 Hitachi Zosen Corp Bridge
JP2002013108A (en) * 2000-06-28 2002-01-18 Hitachi Zosen Corp Synthetic floor slab

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0164506U (en) * 1987-10-20 1989-04-25
JPH0522611U (en) * 1991-08-30 1993-03-23 石川島播磨重工業株式会社 Joint structure of precast floor slab and girder
JPH083935A (en) * 1994-06-20 1996-01-09 Ishikawajima Constr Materials Co Ltd Joint structure between precast floor slab and bridge girder for constituting bridge subgrade
JPH0952222A (en) * 1995-08-10 1997-02-25 Toda Kogyo Kk End face form for manufacturing pc block
JPH11222814A (en) * 1998-02-06 1999-08-17 Fuji Ps Corp Steel composite bridge using precast prestress concrete floor slab
JPH11264115A (en) * 1998-03-19 1999-09-28 Hitachi Zosen Corp Bridge
JP2002013108A (en) * 2000-06-28 2002-01-18 Hitachi Zosen Corp Synthetic floor slab

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100876388B1 (en) 2008-06-02 2008-12-29 (주)한맥기술 Stay in place deck precast panel
JP2018040168A (en) * 2016-09-07 2018-03-15 株式会社横河ブリッジ Precast floor slab, compositional structure of steel beam and precast floor slab, and composition method of steel beam and precast floor slab

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