JP6669032B2 - Connection structure between new steel deck and existing girder - Google Patents
Connection structure between new steel deck and existing girder Download PDFInfo
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Description
本発明は、新設鋼床版と既設桁との連結構造に関し、詳細には、上フランジを有する既設桁に縦リブを有する新設鋼床版を連結させる際の連結構造に関する。本発明は、既設ＲＣ床版に替えて配置する新設鋼床版を既設桁と連結させる際の連結構造として好適に用いることができる。 The present invention relates to a connection structure between a new steel slab and an existing girder, and more particularly, to a connection structure for connecting a new steel slab having a longitudinal rib to an existing girder having an upper flange. INDUSTRIAL APPLICABILITY The present invention can be suitably used as a connecting structure when connecting a new steel slab to be disposed in place of an existing RC slab to an existing girder.
橋梁の床版は、橋梁を通行する車両等の荷重を直接的に支持する部材であり、その損傷事例が近年数多く報告されるようになってきている。このため、橋梁の床版を取り替えるための技術開発が重要な課題となってきている。 The floor slab of a bridge is a member that directly supports a load of a vehicle or the like passing through the bridge, and many cases of damage have been reported in recent years. For this reason, technological development for replacing bridge decks has become an important issue.
橋梁の床版を取り替える際には、取り替え前後における上部工の重量の変化に十分配慮することが必要であり、損傷した既設ＲＣ床版を撤去した後に架設する床版として、上部工の重量軽減の観点から、鋼床版を採用することが有力な選択肢となってきている。例えば、非特許文献１では、既設ＲＣ床版を撤去して新設鋼床版を新たに架設した床版取替え工事が報告されている。 When replacing the deck slab of the bridge, it is necessary to give due consideration to changes in the weight of the superstructure before and after the replacement, and reduce the weight of the superstructure as a slab to be erected after removing the damaged existing RC slab. In view of this, adopting a steel deck has become a promising option. For example, Non-Patent Document 1 reports a slab replacement work in which an existing RC slab is removed and a new steel slab is newly erected.
既設ＲＣ床版を撤去して新設鋼床版を新たに架設する場合、新設鋼床版と既設桁との連結構造の構成が技術的に重要なポイントの１つとなる。 When the existing RC slab is removed and a new steel slab is newly erected, one of the technically important points is the configuration of the connection structure between the new steel slab and the existing girder.
非特許文献１に記載の工事では、図１１に示されるように、新設鋼床版１００と既設桁１０２の上フランジ１０２Ａとの間に厚さ３６〜５３ｍｍの高さ調整用のフィラープレート１０４を配置して、高力ボルト１０６で連結した新設鋼床版と既設桁との連結構造が採用されている。 In the construction described in Non-Patent Document 1, as shown in FIG. 11, a filler plate 104 for height adjustment having a thickness of 36 to 53 mm is provided between a new steel slab 100 and an upper flange 102 </ b> A of an existing girder 102. The connection structure of the newly installed steel slab and the existing girder that are arranged and connected by the high-strength bolts 106 is adopted.
また、特許文献１では、図１２に示されるように、新設鋼床版１１０と既設桁１１２の上フランジ１１２Ａとの間にレジンコンクリート１１４を配置した新設鋼床版と既設桁との連結構造が提案されている。 Further, in Patent Document 1, as shown in FIG. 12, a connection structure between a new steel slab and an existing girder in which a resin concrete 114 is disposed between the new steel slab 110 and an upper flange 112A of the existing girder 112. Proposed.
しかしながら、非特許文献１に記載の新設鋼床版と既設桁との連結構造では、厚さ３６〜５３ｍｍの高さ調整用のフィラープレート１０４が必要となるため、連結構造に用いる鋼材量が多くなってしまう。また、高さ調整用のフィラープレート１０４の厚さが３６〜５３ｍｍもあるため、連結に用いる高力ボルト１０６の長さが長くなり、高力ボルト１０６に大きなずれが生じやすく、長期的な耐久性の点で不安が残る。 However, in the connection structure between the new steel slab and the existing girder described in Non-Patent Document 1, a filler plate 104 for height adjustment of 36 to 53 mm is required, so that the amount of steel used for the connection structure is large. turn into. Further, since the thickness of the filler plate 104 for height adjustment is 36 to 53 mm, the length of the high-strength bolt 106 used for connection becomes long, and the high-strength bolt 106 is liable to be largely displaced. Gender concerns remain.
また、特許文献１に記載の新設鋼床版と既設桁との連結構造では、レジンコンクリート１１４の剛性が夏季の高温時に低下するおそれがあり、新設鋼床版１１０と既設桁１１２との応力伝達が不十分になるおそれがある。また、レジンコンクリート１１４の付着力を利用した連結構造であるため、長期的な耐久性の点で不安が残る。 Further, in the connection structure between the new steel slab and the existing girder described in Patent Document 1, the rigidity of the resin concrete 114 may decrease at high temperatures in summer, and the stress transmission between the new steel slab 110 and the existing girder 112 may occur. May be insufficient. In addition, since the connection structure uses the adhesive force of the resin concrete 114, there is a concern about long-term durability.
本発明は、かかる点に鑑みてなされたものであって、連結部材として鋼材のみを用い、かつ、用いる鋼材量が少ない、新設鋼床版と既設桁との連結構造を提供することを課題とする。 The present invention has been made in view of the above point, and it is an object to provide a connection structure between a new steel slab and an existing girder using only steel as a connection member and using a small amount of steel. I do.
本発明は、以下の新設鋼床版と既設桁との連結構造により、前記課題を解決したものである。 The present invention has solved the above-mentioned problem by the following connection structure between a new steel slab and an existing girder.
即ち、本発明に係る新設鋼床版と既設桁との連結構造は、新設鋼床版と既設桁との連結構造であって、２つのＬ型連結部材を備え、前記新設鋼床版は縦リブを有し、前記既設桁は上フランジを有しており、前記２つのＬ型連結部材のそれぞれの一方の板状部は前記縦リブを挟み込むように配置されており、前記縦リブを挟み込むように配置された前記それぞれの一方の板状部とそれらによって挟み込まれた前記縦リブとは、前記それぞれの一方の板状部およびそれらによって挟み込まれた前記縦リブを貫通するボルトによってボルト接合されており、かつ、前記２つのＬ型連結部材のそれぞれの他方の板状部と前記既設桁の前記上フランジとは、前記他方の板状部および前記既設桁の前記上フランジを貫通するボルトによってボルト接合されていることを特徴とする新設鋼床版と既設桁との連結構造である。 That is, the connection structure between the new steel slab and the existing girder according to the present invention is a connection structure between the new steel slab and the existing girder, and includes two L-shaped connecting members. A rib, the existing girder has an upper flange, and one plate-like portion of each of the two L-shaped connecting members is arranged so as to sandwich the vertical rib, and sandwiches the vertical rib. The one plate-shaped portions and the vertical ribs sandwiched therebetween are bolted together by bolts penetrating the respective one plate-shaped portions and the vertical ribs sandwiched therebetween. And the other plate-shaped portion of each of the two L-shaped connecting members and the upper flange of the existing girder are bolted through the other plate-shaped portion and the upper flange of the existing girder. Bolted A coupling structure between the new steel slab and the existing digits, characterized in that there.
前記縦リブには、その長手方向に所定以上の距離を隔てて、水平方向よりも上下方向に径が長い少なくとも２つの長孔が設けられていることが好ましい。 It is preferable that the vertical rib is provided with at least two long holes whose diameter is longer in the vertical direction than in the horizontal direction at a predetermined distance or more in the longitudinal direction.
前記２つのＬ型連結部材のうちの一方は、前記縦リブの前記２つの長孔の位置にそれぞれ対応する２つの円形の仮固定用貫通孔を前記一方の板状部に備えており、また、前記２つのＬ型連結部材のうちの他方は、前記縦リブの前記２つの長孔の位置にそれぞれ対応する２つの円形の大径貫通孔を前記一方の板状部に備えており、前記２つのＬ型連結部材のうちの一方に備えられた前記円形の仮固定用貫通孔の径の大きさは、前記２つのＬ型連結部材のうちの他方に備えられた前記円形の大径貫通孔の径の大きさよりも小さく、仮固定用のボルトの軸部は挿通できるが該仮固定用のボルトの頭部および仮固定用のナットは挿通できない大きさであり、前記２つのＬ型連結部材のうちの他方に備えられた前記円形の大径貫通孔の径の大きさは前記仮固定用のボルトの前記頭部および前記仮固定用のナットも挿通できる大きさであるように構成してもよい。 One of the two L-shaped connecting members includes two circular temporary fixing through holes corresponding to the positions of the two long holes of the vertical rib in the one plate-shaped portion, The other of the two L-shaped connecting members includes two circular large-diameter through holes respectively corresponding to the positions of the two long holes of the vertical rib in the one plate-shaped portion, The diameter of the circular temporary fixing through-hole provided in one of the two L-shaped connecting members is the same as that of the circular large-diameter through-hole provided in the other of the two L-shaped connecting members. The size of the hole is smaller than the diameter of the hole, and the shaft portion of the temporary fixing bolt can be inserted, but the head of the temporary fixing bolt and the temporary fixing nut cannot be inserted. The diameter of the circular large-diameter through hole provided in the other of the members is It may be configured to be a size that allows the head and also inserted in the nut the temporary fixing bolts for fixing.
前記２つのＬ型連結部材のそれぞれの一方の板状部およびそれらによって挟み込まれた前記縦リブには、前記それぞれの一方の板状部によって前記縦リブが挟み込まれた状態で現地削孔された貫通孔が設けられていることが好ましい。 In each of the two L-shaped connecting members, one of the plate-shaped portions and the vertical rib sandwiched therebetween were drilled on-site with the vertical rib being sandwiched by the respective one plate-shaped portions. Preferably, a through hole is provided.
前記新設鋼床版の上面には、前記新設鋼床版を前記既設桁に連結する前に仮舗装が全面にわたってすでに設けられていることが好ましい。 It is preferable that a temporary pavement is already provided on the entire upper surface of the new steel deck before connecting the new steel deck to the existing girder.
前記新設鋼床版には、前記新設鋼床版を前記既設桁に連結する前に鋼製高欄がすでに設けられていることが好ましい。 It is preferable that the new steel slab is provided with a steel column before connecting the new steel slab to the existing girder.
本発明によれば、連結部材として鋼材のみを用い、かつ、用いる鋼材量が少ない、新設鋼床版と既設桁との連結構造を提供することができる。 Advantageous Effects of Invention According to the present invention, it is possible to provide a connection structure between a new steel slab and an existing girder that uses only steel material as a connection member and uses a small amount of steel material.
以下、図面を参照して、本発明の実施形態を詳細に説明する。 Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings.
図１は、本発明の実施形態に係る新設鋼床版と既設桁との連結構造１０を橋軸方向から見た鉛直断面図であり、図２は、本発明の実施形態に係る新設鋼床版と既設桁との連結構造１０を橋軸直角方向から見た鉛直断面図（図１のＩＩ−ＩＩ線断面図）であり、図３は、連結構造１０において既設桁３０と連結される新設鋼床版２０を示す斜視図であり、図４は、新設鋼床版２０の橋軸方向の端部を拡大して示す斜視図である。なお、本願の図面においては、図３を除き、仮舗装８０および鋼製壁高欄８２の記載は省略している。また、図２においては、図１０等に示す仮固定用ボルト４７およびボルト４８の記載は省略している。また、以下では、本実施形態に係る新設鋼床版と既設桁との連結構造１０を単に連結構造１０と記すことがある。 FIG. 1 is a vertical sectional view of a connection structure 10 between a new steel deck and an existing girder according to an embodiment of the present invention as viewed from a bridge axis direction, and FIG. 2 is a new steel floor according to an embodiment of the present invention. FIG. 3 is a vertical cross-sectional view (cross-sectional view taken along line II-II in FIG. 1) of the connection structure 10 between the plate and the existing girder when viewed from a direction perpendicular to the bridge axis. FIG. FIG. 4 is a perspective view showing the steel slab 20, and FIG. 4 is an enlarged perspective view showing an end of the new steel slab 20 in the bridge axis direction. In the drawings of the present application, the description of the temporary pavement 80 and the steel wall height column 82 is omitted except for FIG. Further, in FIG. 2, the illustration of the temporary fixing bolt 47 and the bolt 48 shown in FIG. 10 and the like is omitted. In the following, the connection structure 10 between the new steel slab and the existing girder according to the present embodiment may be simply referred to as the connection structure 10.
図１および図２に示すように、本実施形態に係る新設鋼床版と既設桁との連結構造１０は、新設鋼床版２０と既設桁３０とを２つのＬ型連結部材（先付Ｌ型連結部材４０および後付Ｌ型連結部材５０）によって連結する構造である。既設桁３０は橋梁の主桁であり、その長手方向は橋軸方向になっている。また、既設桁３０の上方に配置されていた既設ＲＣ床版はすでに撤去されているものとし、また、既設桁３０の上フランジ３２の上面に溶植されていたスタッドジベルやアンカー筋等のずれ止めもすでに撤去されているものとする。 As shown in FIGS. 1 and 2, the connection structure 10 for connecting a new steel slab and an existing girder according to the present embodiment includes a new steel slab 20 and an existing girder 30 connected to two L-shaped connecting members (a pre-installed L-shaped member). The structure is such that they are connected by the mold connecting member 40 and the rear L-shaped connecting member 50). The existing girder 30 is the main girder of the bridge, and its longitudinal direction is the bridge axis direction. It is assumed that the existing RC slab placed above the existing girder 30 has already been removed, and that the stud dowels, anchor streaks, etc., which have been implanted on the upper surface of the upper flange 32 of the existing girder 30, have been removed. It is assumed that the suspension has already been removed.
新設鋼床版２０は、デッキプレート２２と、縦リブ２４と、横リブ２６と、を有してなり、デッキプレート２２の下面に複数の縦リブ２４および２つの横リブ２６が溶接されて連結されている。新設鋼床版２０が橋梁に設置された状態において、縦リブ２４はその長手方向が橋軸方向になり、横リブ２６はその長手方向が橋軸直角方向になる。なお、安全性が確認できれば、新設鋼床版２０における縦リブ２４および横リブ２６の数は適宜に変更してもよい。 The new steel deck 20 has a deck plate 22, a vertical rib 24, and a horizontal rib 26, and the plurality of vertical ribs 24 and the two horizontal ribs 26 are connected to the lower surface of the deck plate 22 by welding. Have been. When the new steel slab 20 is installed on the bridge, the longitudinal direction of the longitudinal ribs 24 is the bridge axis direction, and the longitudinal direction of the horizontal ribs 26 is the direction perpendicular to the bridge axis. If the safety can be confirmed, the numbers of the vertical ribs 24 and the horizontal ribs 26 in the new steel slab 20 may be appropriately changed.
また、図３に示すように、新設鋼床版２０のデッキプレート２２の上面には、新設鋼床版２０を橋梁に架設する前に全面にわたって仮舗装８０がすでに工場施工で設けられており、また、新設鋼床版２０の橋軸直角方向の一端部には新設鋼床版２０を橋梁に架設する前に鋼製壁高欄８２がすでに工場施工で設けられている。 As shown in FIG. 3, on the upper surface of the deck plate 22 of the new steel slab 20, a temporary pavement 80 has already been provided by factory construction over the entire surface before the new steel slab 20 is erected on the bridge. Further, at one end of the new steel slab 20 in the direction perpendicular to the bridge axis, a steel wall railing 82 is already provided at the factory before the new steel slab 20 is installed on the bridge.
図５は先付Ｌ型連結部材４０が既設桁３０に取り付けられた状態を示す斜視図であり、図６は後付Ｌ型連結部材５０を示す斜視図である。図１〜図６を参照しつつ、本実施形態に係る新設鋼床版と既設桁との連結構造１０をさらに詳細に説明する。 FIG. 5 is a perspective view showing a state in which the leading L-shaped connecting member 40 is attached to the existing girder 30, and FIG. 6 is a perspective view showing a retrofit L-shaped connecting member 50. With reference to FIGS. 1 to 6, the connection structure 10 between the new steel slab and the existing girder according to the present embodiment will be described in more detail.
本実施形態に係る連結構造１０においては、新設鋼床版２０の複数の縦リブ２４のうち、既設桁３０の上方に配置される縦リブ２４が、図１に示すように、既設桁３０に連結固定された２つのＬ型連結部材（先付Ｌ型連結部材４０および後付Ｌ型連結部材５０）のそれぞれの一方の板状部４２、５２によって挟まれて、ボルト４８およびナット４８Ａによって連結固定されている。 In the connecting structure 10 according to the present embodiment, of the plurality of vertical ribs 24 of the new steel slab 20, the vertical ribs 24 arranged above the existing girder 30 are connected to the existing girder 30 as shown in FIG. The two L-shaped connecting members (the leading L-shaped connecting member 40 and the later-attached L-shaped connecting member 50) which are connected and fixed are sandwiched by the respective plate-shaped portions 42, 52 and connected by the bolt 48 and the nut 48A. Fixed.
先付Ｌ型連結部材４０は鋼製であって、２つの板状部（一方の板状部４２および他方の板状部４４）を備えており、等辺山形鋼や不等辺山形鋼を先付Ｌ型連結部材４０として用いることができる。また、後付Ｌ型連結部材５０は鋼製であって、２つの板状部（一方の板状部５２および他方の板状部５４）を備えており、等辺山形鋼や不等辺山形鋼を後付Ｌ型連結部材５０として用いることができる。 The leading L-shaped connecting member 40 is made of steel and has two plate-like portions (one plate-like portion 42 and the other plate-like portion 44). It can be used as the L-shaped connecting member 40. The retrofit L-shaped connecting member 50 is made of steel and includes two plate-shaped portions (one plate-shaped portion 52 and the other plate-shaped portion 54). It can be used as a retrofit L-shaped connecting member 50.
新設鋼床版２０の複数の縦リブ２４のうち、既設桁３０の上方に配置される縦リブ２４においては、その長手方向に所定以上の距離を隔てて、２つの長孔２４Ａ（図２および図４参照）が設けられており、長孔２４Ａは縦リブ２４の長手方向の両端部付近に１つずつ設けられている。長孔２４Ａは水平方向よりも上下方向に径が長くなっており、新設鋼床版２０の位置が若干上下方向にずれても、新設鋼床版２０を既設桁３０に仮固定する際に上下方向の位置ずれを長孔２４Ａで吸収することができるようになっている。このため、本実施形態に係る連結構造１０においては、非特許文献１に記載の新設鋼床版と既設桁との連結構造のように、高さ調整用のフィラープレートを用いて新設鋼床版２０の高さ位置の調整を行うことは不要であり、使用する鋼材量を少なくすることができる。 Of the plurality of longitudinal ribs 24 of the new steel slab 20, the longitudinal rib 24 arranged above the existing girder 30 has two long holes 24A (see FIG. 2 and FIG. 2) separated by a predetermined distance or more in the longitudinal direction. 4), and one long hole 24A is provided in the vicinity of both longitudinal ends of the longitudinal rib 24. The long hole 24A has a diameter that is longer in the vertical direction than in the horizontal direction. Even if the position of the new steel slab 20 is slightly shifted in the vertical direction, when the new steel slab 20 is temporarily fixed to the existing girder 30, The positional deviation in the direction can be absorbed by the elongated hole 24A. For this reason, in the connection structure 10 according to the present embodiment, as in the connection structure between the new steel slab and the existing girder described in Non-Patent Document 1, the new steel slab is provided using a filler plate for height adjustment. It is not necessary to adjust the height position of 20, and the amount of steel used can be reduced.
なお、長孔２４Ａを設ける位置は、必ずしも縦リブ２４の長手方向の両端部付近でなくてもよく、２つの長孔２４Ａが縦リブ２４の長手方向に所定以上の距離（新設鋼床版２０を既設桁３０に安定的に仮固定するのに十分な距離）を隔てていればよい。また、長孔２４Ａの数は２つに限定されるわけではなく、３つ以上であってもよい。 The position where the long hole 24A is provided may not necessarily be near the both ends in the longitudinal direction of the vertical rib 24, and the two long holes 24A may be separated by a predetermined distance or more in the longitudinal direction of the vertical rib 24 (the new steel floor slab 20). At a distance sufficient to stably and temporarily fix to the existing girder 30). The number of the long holes 24A is not limited to two, but may be three or more.
図５に示すように、既設桁３０の上方に配置される縦リブ２４を挟み込む２つのＬ型連結部材のうちの一方である先付Ｌ型連結部材４０は、縦リブ２４の２つの長孔２４Ａの位置にそれぞれ対応する２つの円形の仮固定用貫通孔４２Ａを一方の板状部４２に備えている。 As shown in FIG. 5, the leading L-shaped connecting member 40, which is one of the two L-shaped connecting members sandwiching the vertical rib 24 disposed above the existing girder 30, has two long holes in the vertical rib 24. Two circular temporary fixing through-holes 42A corresponding to the positions of 24A are provided in one plate-like portion 42, respectively.
また、図６に示すように、既設桁３０の上方に配置される縦リブ２４を挟み込む２つのＬ型連結部材のうちの他方である後付Ｌ型連結部材５０は、縦リブ２４の２つの長孔２４Ａの位置にそれぞれ対応する２つの円形の大径貫通孔５２Ａを一方の板状部５２に備えている。 As shown in FIG. 6, the rear L-shaped connecting member 50, which is the other of the two L-shaped connecting members sandwiching the vertical rib 24 disposed above the existing girder 30, has two of the vertical ribs 24. Two plate-shaped large-diameter through holes 52A corresponding to the positions of the long holes 24A are provided in one plate-like portion 52.
先付Ｌ型連結部材４０に備えられた円形の仮固定用貫通孔４２Ａの径の大きさは、後付Ｌ型連結部材５０に備えられた円形の大径貫通孔５２Ａの径の大きさよりも小さく、仮固定用ボルト４７の軸部は挿通できるが該仮固定用ボルト４７の頭部および仮固定用のナット４７Ａは挿通できない大きさであり、後付Ｌ型連結部材５０に備えられた円形の大径貫通孔５２Ａの径の大きさは、仮固定用ボルト４７の頭部および仮固定用のナット４７Ａも挿通できる大きさである。 The diameter of the circular temporary fixing through-hole 42A provided in the leading L-shaped connecting member 40 is larger than the diameter of the circular large-diameter through-hole 52A provided in the retrofit L-shaped connecting member 50. It is small enough that the shaft of the temporary fixing bolt 47 can be inserted, but the head of the temporary fixing bolt 47 and the temporary fixing nut 47A cannot be inserted. The size of the diameter of the large-diameter through-hole 52A is such that the head of the temporary fixing bolt 47 and the temporary fixing nut 47A can be inserted.
また、縦リブ２４の２つの長孔２４Ａは現場搬入前に工場施工で設けられており、先付Ｌ型連結部材４０の２つの円形の仮固定用貫通孔４２Ａは現場搬入前に工場施工で設けられており、また、後付Ｌ型連結部材５０の２つの円形の大径貫通孔５２Ａは現場搬入前に工場施工で設けられている。 The two long holes 24A of the vertical ribs 24 are provided in the factory before loading into the site, and the two circular temporary fixing through-holes 42A of the leading L-shaped connecting member 40 are factory-installed before loading into the site. The two large-diameter through-holes 52 </ b> A of the retrofit L-shaped connecting member 50 are provided by a factory before being carried into the site.
次に、新設鋼床版２０を既設桁３０に連結する手順について説明する。 Next, a procedure for connecting the new steel slab 20 to the existing girder 30 will be described.
図５に示すように、まず先付Ｌ型連結部材４０を既設桁３０の上フランジ３２に取り付ける。具体的には、先付Ｌ型連結部材４０の他方の板状部４４を、ボルト４６およびナット４６Ａ（図１および図２参照）により、既設桁３０の上フランジ３２に取り付ける。図５に示す状態は、新設鋼床版２０がまだ既設桁３０に取り付けられる前の状態であり、先付Ｌ型連結部材４０のみが、ボルト４６およびナット４６Ａにより、既設桁３０の上フランジ３２に取り付けられた状態である。 As shown in FIG. 5, first, the L-shaped connecting member 40 is attached to the upper flange 32 of the existing girder 30. Specifically, the other plate-shaped portion 44 of the leading L-shaped connecting member 40 is attached to the upper flange 32 of the existing girder 30 with bolts 46 and nuts 46A (see FIGS. 1 and 2). The state shown in FIG. 5 is a state before the new steel slab 20 is attached to the existing girder 30. Only the leading L-shaped connecting member 40 is fixed to the upper flange 32 of the existing girder 30 by the bolt 46 and the nut 46 </ b> A. It is a state attached to.
次に、図７（新設鋼床版２０が先付Ｌ型連結部材４０を介して既設桁３０に仮固定された状態を、先付Ｌ型連結部材４０とは反対側の斜め上方から見た斜視図）および図８（新設鋼床版２０が先付Ｌ型連結部材４０を介して既設桁３０に仮固定された状態を、先付Ｌ型連結部材４０の側の斜め上方から見た斜視図）に示すように、先付Ｌ型連結部材４０の一方の板状部４２の２つの仮固定用貫通孔４２Ａの位置に、新設鋼床版２０の縦リブ２４の２つの長孔２４Ａの位置を合わせるとともに、新設鋼床版２０の高さ位置も適切に調整した上で、２箇所の仮固定用貫通孔４２Ａおよび長孔２４Ａに仮固定用ボルト４７をそれぞれ挿通させて、ナット４７Ａでそれぞれ締結する。これにより、新設鋼床版２０は先付Ｌ型連結部材４０を介して既設桁３０に仮固定される。 Next, FIG. 7 (a state in which the new steel slab 20 is temporarily fixed to the existing girder 30 via the leading L-shaped connecting member 40 is viewed from obliquely above the opposite side to the leading L-shaped connecting member 40. FIG. 8 (perspective view) and FIG. 8 (a perspective view of a state where the new steel slab 20 is temporarily fixed to the existing girder 30 via the leading L-shaped connecting member 40 when viewed from obliquely above the leading L-shaped connecting member 40. As shown in the drawing, two long holes 24A of the vertical ribs 24 of the new steel slab 20 are provided at the positions of the two temporary fixing through-holes 42A of one plate-like portion 42 of the leading L-shaped connecting member 40. After adjusting the position and appropriately adjusting the height position of the new steel floor slab 20, the temporary fixing bolts 47 are inserted into the two temporary fixing through holes 42A and the long holes 24A, respectively, and the nuts 47A are used. Fasten each. Thus, the new steel slab 20 is temporarily fixed to the existing girder 30 via the leading L-shaped connecting member 40.
次に、２箇所の仮固定用ボルト４７およびナット４７Ａの位置に、後付Ｌ型連結部材５０の一方の板状部５２の２つの大径貫通孔５２Ａの位置をそれぞれ合わせて後付Ｌ型連結部材５０を配置し、図９に示すように、仮固定用ボルト４７の軸部およびナット４７Ａが大径貫通孔５２Ａの中に配置されるようにする。そして、その後、後付Ｌ型連結部材５０の他方の板状部５４を、図９に示すように、ボルト４６およびナット４６Ａにより、既設桁３０の上フランジ３２に締結する。後付Ｌ型連結部材５０の他方の板状部５４および既設桁３０の上フランジ３２には、ボルト４６の軸部が挿通できる図示せぬ貫通孔が設けられており、該貫通孔を挿通させたボルト４６をナット４６Ａで固定することにより、後付Ｌ型連結部材５０の他方の板状部５４を既設桁３０の上フランジ３２の上面に連結固定する。なお、図９においては、ボルト４６の部位のうち、既設桁３０の上フランジ３２および後付Ｌ型連結部材５０の他方の板状部５４に隠れて目視できない部位も実線で描いている。 Next, the positions of the two large-diameter through-holes 52A of one plate-like portion 52 of the retrofit L-shaped connecting member 50 are adjusted to the positions of the two temporary fixing bolts 47 and nuts 47A, respectively. The connecting member 50 is arranged so that the shaft portion of the temporary fixing bolt 47 and the nut 47A are arranged in the large-diameter through hole 52A as shown in FIG. Then, the other plate portion 54 of the retrofit L-shaped connecting member 50 is fastened to the upper flange 32 of the existing girder 30 by bolts 46 and nuts 46A as shown in FIG. The other plate-shaped portion 54 of the retrofit L-shaped connecting member 50 and the upper flange 32 of the existing girder 30 are provided with through holes (not shown) through which the shaft portions of the bolts 46 can be inserted. The other plate-shaped portion 54 of the retrofit L-shaped connecting member 50 is connected and fixed to the upper surface of the upper flange 32 of the existing girder 30 by fixing the bolt 46 with the nut 46A. In FIG. 9, the portion of the bolt 46 that is hidden by the upper flange 32 of the existing girder 30 and the other plate-shaped portion 54 of the rear L-shaped connecting member 50 is also drawn by a solid line.
先付Ｌ型連結部材４０の一方の板状部４２および後付Ｌ型連結部材５０の一方の板状部５２によって新設鋼床版２０の縦リブ２４が挟み込まれて仮固定された図９の状態において、先付Ｌ型連結部材４０の一方の板状部４２、新設鋼床版２０の縦リブ２４、および後付Ｌ型連結部材５０の一方の板状部５２を、長手方向（橋軸方向）に所定の間隔となるような位置について現地削孔して、ボルト接合するための貫通孔を設ける。設けた貫通孔にボルト４８の軸部を挿通して、ボルト４８およびナット４８Ａ（図１参照）により、先付Ｌ型連結部材４０の一方の板状部４２、新設鋼床版２０の縦リブ２４、および後付Ｌ型連結部材５０の一方の板状部５２をボルト接合する。これにより、図１０に示すように、先付Ｌ型連結部材４０の一方の板状部４２および後付Ｌ型連結部材５０の一方の板状部５２によって新設鋼床版２０の縦リブ２４が挟み込まれた状態で固定され、新設鋼床版２０は既設桁３０に連結される。 The vertical rib 24 of the new steel slab 20 is temporarily fixed by being sandwiched between the one plate-shaped portion 42 of the leading L-shaped connecting member 40 and the one plate-shaped portion 52 of the retrofit L-shaped connecting member 50 in FIG. In the state, the one plate-shaped portion 42 of the leading L-shaped connecting member 40, the vertical rib 24 of the newly installed steel slab 20, and the one plate-shaped portion 52 of the retrofitted L-shaped connecting member 50 are moved in the longitudinal direction (bridge shaft). In the direction), a hole is drilled on site at a predetermined interval to provide a through hole for bolt connection. The shaft portion of the bolt 48 is inserted into the provided through hole, and one of the plate-shaped portions 42 of the leading L-shaped connecting member 40 and the vertical ribs of the newly installed steel floor slab 20 are fixed by the bolt 48 and the nut 48A (see FIG. 1). 24 and one plate-shaped portion 52 of the rear L-shaped connecting member 50 are joined by bolts. Thereby, as shown in FIG. 10, the vertical ribs 24 of the new steel floor slab 20 are formed by the one plate-shaped portion 42 of the leading L-shaped connecting member 40 and the one plate-shaped portion 52 of the retrofitted L-shaped connecting member 50. The new steel slab 20 is fixed while being sandwiched, and is connected to the existing girder 30.
なお、前述したように、図２においては、仮固定用ボルト４７およびボルト４８の記載は省略しているが、図２に示す貫通孔４２Ｂは、現地削孔されて先付Ｌ型連結部材４０の一方の板状部４２に設けられた貫通孔である。現地削孔されて新設鋼床版２０の縦リブ２４および後付Ｌ型連結部材５０の一方の板状部５２に設けられた貫通孔については図示を省略する。 As described above, in FIG. 2, the illustration of the temporary fixing bolt 47 and the bolt 48 is omitted, but the through hole 42B shown in FIG. Are through holes provided in one of the plate-like portions 42. The illustration of the through-holes drilled in the field and provided in the vertical ribs 24 of the new steel slab 20 and one plate-shaped portion 52 of the retrofit L-shaped connecting member 50 is omitted.
図９に示す仮固定の状態で現地削孔して、ボルト４８の軸部を挿通させる貫通孔を、先付Ｌ型連結部材４０の一方の板状部４２、新設鋼床版２０の縦リブ２４、および後付Ｌ型連結部材５０の一方の板状部５２に設けているので、これらの部材に設けられた貫通孔は、位置が正確に一致している。このため、新設鋼床版２０と既設桁３０との連結固定を、位置ずれをほとんどさせることなく実現することができる。 In the temporarily fixed state shown in FIG. 9, a hole is drilled in the field, and a through-hole through which the shaft of the bolt 48 is inserted is inserted into the one plate-shaped portion 42 of the L-shaped connecting member 40 and the vertical rib of the new steel floor slab 20. 24 and one of the plate-shaped portions 52 of the rear L-shaped connecting member 50, the positions of the through holes provided in these members are exactly the same. For this reason, the connection fixation of the new steel slab 20 and the existing girder 30 can be realized with little displacement.
以上のように、本実施形態に係る連結構造１０においては、既設桁３０の上方に配置される縦リブ２４の両側が、先付Ｌ型連結部材４０の一方の板状部４２および後付Ｌ型連結部材５０の一方の板状部５２によって挟み込まれた状態に連結固定されて、図１０に示すように、新設鋼床版２０は既設桁３０に連結されている。 As described above, in the connection structure 10 according to the present embodiment, both sides of the vertical rib 24 disposed above the existing girder 30 are connected to one of the plate-like portions 42 of the front L-shaped connection member 40 and the rear attachment L. The new steel slab 20 is connected to the existing girder 30 by being connected and fixed in a state of being sandwiched by one plate-like portion 52 of the mold connecting member 50, as shown in FIG. 10.
また、本実施形態に係る連結構造１０において、新設鋼床版２０を既設桁３０の上フランジ３２に連結する際に用いる部材は、先付Ｌ型連結部材４０、後付Ｌ型連結部材５０、ボルト４６、４８、仮固定用ボルト４７、およびナット４６Ａ、４７Ａ、４８Ａであり、いずれも鋼製である。 Further, in the connection structure 10 according to the present embodiment, members used for connecting the new steel slab 20 to the upper flange 32 of the existing girder 30 include a leading L-shaped connecting member 40, a rear L-shaped connecting member 50, The bolts 46, 48, the temporary fixing bolt 47, and the nuts 46A, 47A, 48A are made of steel.
したがって、本実施形態に係る連結構造１０においては、連結部材として鋼材のみを用いているので、連結構造の剛性が夏季の高温時においても安全性に影響を与えるほど低下するおそれはない。 Therefore, in the connection structure 10 according to the present embodiment, since only the steel member is used as the connection member, there is no possibility that the rigidity of the connection structure is reduced so as to affect the safety even at a high temperature in summer.
また、汎用的に使われている等辺山形鋼や不等辺山形鋼を先付Ｌ型連結部材４０および後付Ｌ型連結部材５０として用いることができ、板厚が２０ｍｍを超えるような山形鋼を先付Ｌ型連結部材４０として使用することは通常はなく、連結に用いる先付Ｌ型連結部材４０、後付Ｌ型連結部材５０、ボルト４６、４８、仮固定用ボルト４７、およびナット４６Ａ、４７Ａ、４８Ａは、非特許文献１に記載の連結構造で用いる厚さ３６〜５３ｍｍの高さ調整用のフィラープレート１０４と比べて軽量である。また、ボルト４６、４８、仮固定用ボルト４７の長さも、非特許文献１に記載の連結構造で用いる高力ボルト１０６の長さよりも短い。 In addition, an equilateral angle steel or a non-equilateral angle iron that is widely used can be used as the leading L-shaped connecting member 40 and the retrofitting L-shaped connecting member 50, and the angled steel whose plate thickness exceeds 20 mm can be used. It is not usually used as the pre-attached L-shaped connecting member 40, and the pre-attached L-shaped connecting member 40, the post-installed L-shaped connecting member 50, the bolts 46 and 48, the temporary fixing bolt 47, and the nut 46A used for connection. 47A and 48A are lighter in weight than the filler plate 104 for height adjustment having a thickness of 36 to 53 mm used in the connection structure described in Non-Patent Document 1. Further, the lengths of the bolts 46 and 48 and the temporary fixing bolt 47 are also shorter than the length of the high-strength bolt 106 used in the connection structure described in Non-Patent Document 1.
また、前述したように、本実施形態に係る連結構造１０においては、新設鋼床版２０を既設桁３０に仮固定する際に上下方向の位置を、長孔２４Ａを用いて微調整することができるようになっているので、非特許文献１に記載の新設鋼床版と既設桁との連結構造のように、高さ調整用のフィラープレートを用いて新設鋼床版２０の高さ位置の調整を行うことは不要であり、この点からも使用する鋼材量を少なくすることができる。 Further, as described above, in the connection structure 10 according to the present embodiment, when the new steel slab 20 is temporarily fixed to the existing girder 30, the vertical position can be finely adjusted using the long hole 24A. It is possible to use a filler plate for height adjustment to adjust the height position of the new steel slab 20 as in the connection structure between the new steel slab and the existing girder described in Non-Patent Document 1. It is not necessary to perform adjustment, and the amount of steel used can be reduced from this point as well.
また、本実施形態に係る連結構造１０は、２つのＬ型連結部材（先付Ｌ型連結部材４０および後付Ｌ型連結部材５０）を介して新設鋼床版２０を既設桁３０の上フランジ３２にボルト接合してなる連結構造であるので、施工性も良好である。 In addition, the connection structure 10 according to the present embodiment connects the newly installed steel slab 20 to the upper flange of the existing girder 30 via two L-shaped connecting members (the leading L-shaped connecting member 40 and the retrofitted L-shaped connecting member 50). Since the connection structure is formed by bolting to 32, workability is also good.
また、長孔２４Ａを設けた縦リブ２４を、両側から、先付Ｌ型連結部材４０の一方の板状部４２および後付Ｌ型連結部材５０の一方の板状部５２によって挟み込んでいるので、長孔２４Ａに水が浸入しにくくなっている。 Further, since the vertical ribs 24 provided with the elongated holes 24A are sandwiched from both sides by one plate-shaped portion 42 of the leading L-shaped connecting member 40 and one plate-shaped portion 52 of the rear L-shaped connecting member 50. In addition, water does not easily enter the long hole 24A.
なお、新設鋼床版２０のデッキプレート２２の上面には、新設鋼床版２０を既設桁３０に連結する前に仮舗装８０が全面にわたってすでに工場施工で設けられており、また、新設鋼床版２０の橋軸直角方向の一端部には新設鋼床版２０を既設桁３０に連結する前に鋼製壁高欄８２がすでに工場施工で設けられているので、本実施形態に係る連結構造１０を用いて既設桁３０に連結固定された新設鋼床版２０は、橋軸方向に隣り合う新設鋼床版２０同士の間の間隔および橋軸方向に隣り合う新設鋼床版２０と既設床版との間の間隔を間詰め材で埋めるとともに、橋軸方向に隣り合う新設鋼床版２０同士を連結板で連結する等の必要な措置を行えば、仮供用が可能な状態になる。間詰め材としては、例えば塗膜系防水材料を用いることができる。 In addition, on the upper surface of the deck plate 22 of the new steel slab 20, a temporary pavement 80 is already provided over the entire surface before the new steel slab 20 is connected to the existing girder 30 by factory construction. At one end of the slab 20 in the direction perpendicular to the bridge axis, a steel wall rail 82 is already provided at the factory before the new steel slab 20 is connected to the existing girder 30, so that the connecting structure 10 according to the present embodiment is provided. The new steel slab 20 connected and fixed to the existing girder 30 by using the steel slab 20 is a space between the new steel slabs 20 adjacent in the bridge axis direction and the new steel slab 20 adjacent to the bridge axis direction. If necessary measures such as connecting the newly installed steel slabs 20 adjacent to each other in the bridge axis direction with a connecting plate while filling the space between them with a filling material, a temporary service is possible. As the filling material, for example, a coating film type waterproof material can be used.
仮供用から本供用に移行する際には、新設鋼床版２０のデッキプレート２２の上面に設けられた仮舗装８０および仮舗装８０と同一高さレベルにある間詰め材を削り取り、本舗装をデッキプレート２２およびデッキプレート２２と同一高さレベルにある間詰め材の上面に敷設すればよい。 When shifting from the temporary service to the actual service, the temporary pavement 80 provided on the upper surface of the deck plate 22 of the new steel slab 20 and the filling material at the same height level as the temporary pavement 80 are scraped off, and the main pavement is removed. What is necessary is just to lay on the deck plate 22 and the upper surface of the filling material at the same height level as the deck plate 22.
１０…新設鋼床版と既設桁との連結構造
２０…新設鋼床版
２２…デッキプレート
２４…縦リブ
２４Ａ…長孔
２６…横リブ
３０…既設桁
３２…上フランジ
４０…先付Ｌ型連結部材
４２…一方の板状部
４２Ａ…仮固定用貫通孔
４２Ｂ…貫通孔
４４…他方の板状部
４６、４８…ボルト
４６Ａ、４７Ａ、４８Ａ…ナット
４７…仮固定用ボルト
５０…後付Ｌ型連結部材
５２…一方の板状部
５２Ａ…大径貫通孔
５４…他方の板状部
８０…仮舗装
８２…鋼製壁高欄
１００、１１０…新設鋼床版
１０２、１１２…既設桁
１０２Ａ、１１２Ａ…上フランジ
１０４…フィラープレート
１０６…高力ボルト
１１４…レジンコンクリート
DESCRIPTION OF SYMBOLS 10 ... Connection structure of new steel deck and existing girder 20 ... New steel deck slab 22 ... Deck plate 24 ... Vertical rib 24A ... Long hole 26 ... Horizontal rib 30 ... Existing girder 32 ... Top flange 40 ... L-shaped connection Member 42: One plate portion 42A: Temporary fixing through hole 42B: Through hole 44: The other plate portion 46, 48: Bolt 46A, 47A, 48A Nut 47: Temporary fixing bolt 50: Retrofit L-type Connecting member 52 ... One plate-like portion 52A ... Large-diameter through hole 54 ... The other plate-like portion 80 ... Temporary pavement 82 ... Steel wall rail 100, 110 ... New steel floor slab 102, 112 ... Existing girder 102A, 112A ... Upper flange 104 ... Filler plate 106 ... High strength bolt 114 ... Resin concrete
Claims (5)
２つのＬ型連結部材を備え、
前記新設鋼床版は縦リブを有し、前記既設桁は上フランジを有しており、
前記２つのＬ型連結部材のそれぞれの一方の板状部は前記縦リブを挟み込むように配置されており、
前記縦リブを挟み込むように配置された前記それぞれの一方の板状部とそれらによって挟み込まれた前記縦リブとは、前記それぞれの一方の板状部およびそれらによって挟み込まれた前記縦リブを貫通するボルトによってボルト接合されており、
かつ、前記２つのＬ型連結部材のそれぞれの他方の板状部と前記既設桁の前記上フランジとは、前記他方の板状部および前記既設桁の前記上フランジを貫通するボルトによってボルト接合されており、
前記縦リブには、その長手方向に所定以上の距離を隔てて、水平方向よりも上下方向に径が長い少なくとも２つの長孔が設けられていることを特徴とする新設鋼床版と既設桁との連結構造。 The connection structure between the new steel deck and the existing girder,
Comprising two L-shaped connecting members,
The new steel deck has vertical ribs, the existing girder has an upper flange,
One plate-shaped portion of each of the two L-shaped connecting members is arranged so as to sandwich the vertical rib,
The respective one plate-shaped portions arranged so as to sandwich the vertical ribs and the vertical ribs sandwiched therebetween penetrate the respective one plate-shaped portions and the vertical ribs sandwiched therebetween. Bolted by bolts,
The other plate-shaped part of each of the two L-shaped connecting members and the upper flange of the existing girder are bolted to each other by a bolt penetrating the other plate-shaped part and the upper flange of the existing girder. and,
A new steel deck and an existing girder , wherein the vertical rib is provided with at least two long holes having a diameter longer in a vertical direction than in a horizontal direction at a predetermined distance or more in a longitudinal direction thereof. Connection structure with.
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