JP2011144513A - Joint of precast floor slab in bridge - Google Patents

Joint of precast floor slab in bridge Download PDF

Info

Publication number
JP2011144513A
JP2011144513A JP2010004061A JP2010004061A JP2011144513A JP 2011144513 A JP2011144513 A JP 2011144513A JP 2010004061 A JP2010004061 A JP 2010004061A JP 2010004061 A JP2010004061 A JP 2010004061A JP 2011144513 A JP2011144513 A JP 2011144513A
Authority
JP
Japan
Prior art keywords
floor slab
groove portion
joint
precast
groove
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
JP2010004061A
Other languages
Japanese (ja)
Other versions
JP5386379B2 (en
Inventor
Keiji Uenaka
敬次 上中
Yukio Yamashita
幸生 山下
Tadashi Sano
正 佐野
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Sho Bond Corp
Original Assignee
Sho Bond Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Sho Bond Corp filed Critical Sho Bond Corp
Priority to JP2010004061A priority Critical patent/JP5386379B2/en
Publication of JP2011144513A publication Critical patent/JP2011144513A/en
Application granted granted Critical
Publication of JP5386379B2 publication Critical patent/JP5386379B2/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Landscapes

  • Bridges Or Land Bridges (AREA)

Abstract

<P>PROBLEM TO BE SOLVED: To provide a technique for a joint of a precast floor slab in a bridge which is used for connecting and fixing each precast floor slab disposed and fixed in the direction perpendicular to a girder installed in the bridge. <P>SOLUTION: Rectangular groove parts 13 are formed in a PC floor slab 12 starting at the left end 12a and/or the right end 12b thereof when viewed from above. The groove parts 13 is constituted of respective lateral groove parts 13A and vertical groove parts 13B, and are arranged at predetermined intervals in the direction of the predetermined length L of the PC floor slab 12. The both ends 15a, 15b of a generally U-shaped joint 15 inserted into the groove part 13 has screw parts 15c, respectively, and are fixed to a lower steel plate 16 disposed on the lower surface of the PC floor slab 12 with fixing nuts 18. The horizontal part 15A of the generally U-shaped joint 15 is inserted without coming into contact with the bottom surface of the lateral groove part 13A formed in the PC floor slab 12, namely, the upper surface 12e of the lateral groove portion of the PC floor slab 12. A space length D3 is formed below the horizontal part 15A of the generally U-shaped joint 15, and the space D3 is also filled with a filler 20. <P>COPYRIGHT: (C)2011,JPO&amp;INPIT

Description

本発明は、橋梁に設置する主桁に直交して配置・固定した各プレキャスト床版を連結固定するために使用する橋梁に於けるプレキャスト床版の継手に関する。 The present invention relates to a joint of precast floor slabs in a bridge used for connecting and fixing each precast floor slab arranged and fixed perpendicular to a main girder installed on a bridge.

従来、この種、橋梁に設置するプレキャスト床版の第１の例としては図８に示す構成であった。これについて説明すれば、１は橋梁の一部を構成する主桁であり、複数個を橋脚（図示せず）あるいは橋台（図示せず）の上部に設置されている。２はプレキャスト床版であり該主桁１に直交してその上部に配置・固定する。該プレキャスト床版２はその各個はパネル状であって例えば横長が２（ｍ）、縦長が１１（ｍ）程度の略矩形で構成されており、その内部に於いて縦方向に主鉄筋（図示せず）を横方向に前記主鉄筋に接触させて配力鉄筋３を配置してなる。そして図８から分るように該配力鉄筋３の左右端部、つまり、プレキャスト床版２から外部に突出させた端部３ａ、３ｂは図８のＰ２部分を拡大した図９に示すように重合わせて隣接するプレキャスト床版２、２の壁面２ａに対向配置するか衝当して設置して設置する。ここでプレキャスト床版２を主桁１の上部にかつその横長方向に隣接・固定する場合、該プレキャスト床版２の隣接相互間Ｓ１の幅長は図９に示すように例えば約３０ないし４０（ｃｍ）程度であっていわゆる目地部４を確保し、この目地部４に現場打ちコンクリートを投入、充填する。該目地部４の底面は鋼製の添接板５を高力ボルト（図示せず）等で固定している。 Conventionally, a first example of a precast floor slab installed on a bridge of this type has the configuration shown in FIG. To describe this, reference numeral 1 denotes a main girder constituting a part of a bridge, and a plurality of them are installed on the upper part of a bridge pier (not shown) or an abutment (not shown). Reference numeral 2 denotes a precast floor slab, which is arranged and fixed on the upper part of the main beam 1 at right angles. Each of the precast floor slabs 2 is in the form of a panel, and is composed of, for example, a substantially rectangular shape having a horizontal length of about 2 (m) and a vertical length of about 11 (m). (Not shown) is placed in contact with the main reinforcing bar in the lateral direction and the distribution reinforcing bar 3 is arranged. As shown in FIG. 8, the left and right end portions of the distribution reinforcing bar 3, that is, the end portions 3a and 3b projecting outward from the precast floor slab 2 are as shown in FIG. The two precast floor slabs 2 and 2 adjacent to each other are placed so as to face each other or collide with each other. Here, when the precast floor slab 2 is adjacent to and fixed to the upper portion of the main girder 1 and in the horizontal direction, the width of the adjacent S1 between the precast floor slabs 2 is about 30 to 40 (for example, as shown in FIG. cm), a so-called joint portion 4 is secured, and cast-in-place concrete is poured into this joint portion 4 and filled. On the bottom surface of the joint portion 4, a steel attachment plate 5 is fixed with a high-strength bolt (not shown) or the like.

次にプレキャスト床版の継手に於ける第２の例としては図１０（ａ）、（ｂ）に示す特開２０００−２４０２０５号公開特許公報に開示した技術がある。これについて説明すれば、６はＰＣ床版（プレキャスト床版）であり、内部にループ鉄筋７が埋設されている。このループ鉄筋７は、ＰＣ床版６の接合目地部８に張り出す通し部７ａがＰＣ床版６の表裏面方向に開口するように、ＰＣ床版６の幅方向例えば５箇所に例えば３段ずつ配置されている。ＰＣ床版６の継手はＰＣ床版６に埋設するループ鉄筋７を上記したように配置し、ＰＣ床版６の幅方向に配置したループ鉄筋７の通し部７ａに接合用部材を鉛直方向に挿入する構造である。接合用部材としては、図１０（ｂ）に示すように、鉛直筋９を採用したものを示している。先ず、ＰＣ床版６をクレーンを用いて主桁１０上に降ろす。この時一方のＰＣ床版６と他方のＰＣ床版６は、ループ鉄筋７の間隔だけＰＣ床版６の幅方向（橋軸と直角方向）にずらせておく。次に、一方のＰＣ床版６を他方のＰＣ床版６の方向に接近移動させ、一方のＰＣ床版６と他方のＰＣ床版６を接合させる。次に一方のＰＣ床版６を幅方向に前記間隔だけ移動させる。次に、一方のＰＣ床版６のループ鉄筋７の通し部７ａと、他方のＰＣ床版６のループ鉄筋７の通し部７ａとで形成された環状内に鉛直筋９を挿入し、この継手部すなわちＰＣ床版６の接合目地部８にコンクリート１１を打設すれば、施工が完了する。 Next, as a second example of the joint of the precast slab, there is a technique disclosed in Japanese Patent Laid-Open No. 2000-240205 shown in FIGS. 10 (a) and 10 (b). If this is demonstrated, 6 is a PC floor slab (precast floor slab), and the loop reinforcement 7 is embed | buried inside. The loop rebar 7 is formed in, for example, three stages in the width direction of the PC floor slab 6, for example, at five locations so that the through-holes 7 a projecting from the joint joint 8 of the PC floor slab 6 open in the front and back direction of the PC floor slab 6. It is arranged one by one. As for the joint of the PC floor slab 6, the loop reinforcing bar 7 embedded in the PC floor slab 6 is arranged as described above, and the joining member is placed in the vertical direction in the through portion 7 a of the loop reinforcing bar 7 arranged in the width direction of the PC floor slab 6. It is a structure to insert. As a joining member, as shown in FIG. 10 (b), a member employing a vertical stripe 9 is shown. First, the PC floor slab 6 is lowered onto the main girder 10 using a crane. At this time, one PC floor slab 6 and the other PC floor slab 6 are shifted in the width direction (perpendicular to the bridge axis) of the PC floor slab 6 by an interval between the loop reinforcing bars 7. Next, one PC floor slab 6 is moved toward the other PC floor slab 6 to join the one PC floor slab 6 and the other PC floor slab 6 together. Next, one PC floor slab 6 is moved in the width direction by the interval. Next, a vertical bar 9 is inserted into an annular shape formed by the loop part 7a of the loop reinforcement 7 of one PC floor slab 6 and the loop part 7a of the loop reinforcement 7 of the other PC floor slab 6. If concrete 11 is cast in the joint joint portion 8 of the PC floor slab 6, the construction is completed.

特開２０００−２４０２０５号公開特許公報Japanese Patent Laid-Open No. 2000-240205

従来の技術は叙上した構成であるので次の課題が存在した。すなわち先ず第１の例によればプレキャスト床版２の横方向の隣接相互間Ｓ１、いわゆる目地部４の幅長が長く（目地部幅が広く）これに投入・充填するコンクリート量が多量である上に工期完了まで長期に渉るという問題点があった。また、プレキャスト床版２に配設する主鉄筋や配力鉄筋の長さが長くなりプレキャスト床版２の製作工数及び材料費が累むうえに工期が長くなる要因でもあった。
次に第２の例によれば、一方、他方の床版６、６の接合目地部８、８から突出するループ鉄筋７、７が複雑であり、かつ該ループ鉄筋７、７に通し部７ａを確保する形状を成形する上にこの通し部７ａに別異の鉛直筋９を挿入しなければならない技術であり、ＰＣ床版を構成する鉄筋等の部材が成形加工及び配筋作業が複雑かつ増大し工期が長期に渉るという弊害があった。そして接合目地部８、８の相互間の幅長も長く、これに打設するコンクリート１１も増大するという問題点も存在した。 Since the conventional technique has the above-described configuration, the following problems existed. That is, first, according to the first example, the width S1 of the precast floor slab 2 adjacent to each other, that is, the so-called joint part 4 is long (the joint part is wide), and the amount of concrete charged into and filled therein is large. There was also a problem that it took a long time to complete the construction period. In addition, the lengths of main reinforcing bars and distribution reinforcing bars arranged in the precast floor slab 2 are increased, which increases the manufacturing man-hours and material costs of the precast floor slab 2 and increases the construction period.
Next, according to the second example, the loop reinforcing bars 7, 7 projecting from the joint joints 8, 8 of the other floor slab 6, 6 are complicated, and the through-hole 7 a passes through the loop reinforcing bars 7, 7. This is a technique in which a different vertical bar 9 must be inserted into the through portion 7a to form a shape that secures the shape, and the members such as reinforcing bars constituting the PC floor slab are complicated in molding and barring work. There was an adverse effect that the construction period increased and the construction period was prolonged. And there existed a problem that the width between the joint joint parts 8 and 8 was also long, and the concrete 11 cast | laid in this also increased.

本発明に係る橋梁に於けるプレキャスト床版の継手は、プレキャスト床版の左端又は右端側に矩形状であって所定幅及び垂直断面形状が横溝部と縦溝部で構成される箱抜部又は溝部を形成し、隣接配置する各プレキャスト床版に形成した各々の箱抜部又は溝部を対向配置し、この箱抜部又は溝部内に所定の形状・構造の継手を嵌挿した後にこの箱抜部又は溝部に無収縮モルタル等の充填材を充填する技術を提供することにより、目地部を極めて幅狭にし充填材すなわち無収縮モルタルや樹脂系充填材料等の量を低減すると共に工期を短縮することを目的として発明したものであって次の構成から成立する。 The joint of the precast floor slab in the bridge according to the present invention has a rectangular shape on the left end or right end side of the precast floor slab, and has a predetermined width and vertical cross-sectional shape composed of a horizontal groove portion and a vertical groove portion. The box opening portion is formed by placing each box opening portion or groove portion formed in each precast floor slab adjacent to each other and placing a joint of a predetermined shape and structure in the box opening portion or groove portion. Alternatively, by providing a technique for filling the groove with a filler such as non-shrink mortar, the joints can be made extremely narrow, reducing the amount of filler, that is, non-shrink mortar, resin-based filler, etc. and shortening the work period. Invented for the purpose of the above, and has the following configuration.

請求項１に記載の発明によれば、予め製作されかつ作業現場に搬送されると共に目地部を介在させて互いに隣接・配置された下鋼板付プレキャスト床版でなり、該プレキャスト床版に高力ボルト用ナットを備え、該プレキャスト床版の左端及び／又は右端から所定長さ及び所定幅を形成してその上面形状が矩形状及び垂直断面形状が略Ｌ字状に形成された横溝部と縦溝部とでなる溝部を有し、該横溝部は前記プレキャスト床版の上面から所定深さＤ１に設定され、該縦溝部は該溝部の最奥部壁面から所定幅長Ｄ２を有して設定された構成に於いて、前記溝部に挿置されかつ前記目地部及び前記溝部に充填材を充填して固定・配置された略コ字状継手であって、その両端部が下鋼板に固定用ナットで前記溝部内に略コ字状継手の水平部の下面と該横溝部の底面との間に空間長Ｄ３を設定して固定されると共に前記高力ボルト用ナットに締付ける高力ボルトで添接板を前記隣接配置された下鋼板に連結したことを特徴とする。 According to the first aspect of the present invention, the precast floor slab is prepared in advance and transported to the work site and is adjacent to and arranged with the joint portion interposed therebetween. A vertical nut and a vertical groove having a nut for bolts, having a predetermined length and width from the left end and / or right end of the precast floor slab, the upper surface of which is rectangular and the vertical cross-sectional shape of which is substantially L-shaped. The lateral groove portion is set to a predetermined depth D1 from the upper surface of the precast floor slab, and the vertical groove portion is set to have a predetermined width length D2 from the innermost wall surface of the groove portion. The substantially U-shaped joint inserted and inserted into the groove portion and filled with a filler in the joint portion and the groove portion, both ends of which are nuts for fixing to the lower steel plate And the lower surface of the horizontal portion of the substantially U-shaped joint in the groove A space length D3 is set between the bottom surface of the lateral groove portion and fixed, and a contact plate is connected to the adjacent lower steel plate by a high strength bolt that is fastened to the nut for the high strength bolt. .

請求項２に記載の発明によれば、予め製作されかつ作業現場に搬送されると共に目地部を介在させて互いに隣接・配置された下鋼板付プレキャスト床版でなり、該プレキャスト床版に高力ボルト用ナットを備え、該プレキャスト床版の左端及び／又は右端から所定長さ及び所定幅を形成してその上面形状が矩形状及び垂直断面形状が略Ｌ字状に形成された横溝部と縦溝部とでなる溝部を有し、該横溝部は前記プレキャスト床版の上面から所定深さＤ１に設定され、該縦溝部は該溝部の最奥部壁面から所定幅長Ｄ２を有して設定された構成に於いて、前記溝部に挿置されかつ前記目地部及び前記溝部に充填材を充填して固定・配置された略コ字状継手であって、その両端部が前記縦溝部に挿置されて前記溝部内に略コ字状継手の水平部の下面と該横溝部の底面との間に空間長Ｄ３が設定されると共に前記高力ボルト用ナットに締付ける高力ボルトで添接板を前記隣接配置された下鋼板に連結したことを特徴とする。 According to invention of Claim 2, it consists of a precast floor slab with a lower steel plate which is manufactured in advance and transported to the work site and is adjacent to and arranged with a joint portion interposed therebetween. A vertical nut and a vertical groove having a nut for bolts, having a predetermined length and width from the left end and / or right end of the precast floor slab, the upper surface of which is rectangular and the vertical cross-sectional shape of which is substantially L-shaped. The lateral groove portion is set to a predetermined depth D1 from the upper surface of the precast floor slab, and the vertical groove portion is set to have a predetermined width length D2 from the innermost wall surface of the groove portion. The substantially U-shaped joint inserted and inserted into the groove and filled with a filler in the joint and the groove, both ends of which are inserted into the vertical groove. The lower surface of the horizontal portion of the substantially U-shaped joint in the groove portion and Characterized in that the spliced plate with fastening high-strength bolts in the high strength bolt nut with space length D3 is set to connected to the lower steel sheet wherein disposed adjacent between the bottom surface of the lateral groove.

本発明に係る橋梁に於けるプレキャスト床版の継手は叙上した構成、作用を有するので、次の効果がある。 Since the joint of the precast floor slab in the bridge according to the present invention has the above-described configuration and action, the following effects are obtained.

請求項１に記載の発明によれば、予め製作されかつ作業現場に搬送されると共に目地部を介在させて互いに隣接・配置された下鋼板付プレキャスト床版でなり、該プレキャスト床版に高力ボルト用ナットを備え、該プレキャスト床版の左端及び／又は右端から所定長さ及び所定幅を形成してその上面形状が矩形状及び垂直断面形状が略Ｌ字状に形成された横溝部と縦溝部とでなる溝部を有し、該横溝部は前記プレキャスト床版の上面から所定深さＤ１に設定され、該縦溝部は該溝部の最奥部壁面から所定幅長Ｄ２を有して設定された構成に於いて、前記溝部に挿置されかつ前記目地部及び前記溝部に充填材を充填して固定・配置された略コ字状継手であって、その両端部が下鋼板に固定用ナットで前記溝部内に略コ字状継手の水平部の下面と該横溝部の底面との間に空間長Ｄ３を設定して固定されると共に前記高力ボルト用ナットに締付ける高力ボルトで添接板を前記隣接配置された下鋼板に連結したことを特徴とする橋梁に於けるプレキャスト床版の継手を提供する。
このような構成としたので、プレキャスト床版を製作する工場等に於いて継手を挿置する溝部を予め形成しておくことができるので天候に左右されず雨天であっても高品質なプレキャスト床版を製作することができ、予め製作したプレキャスト床版はプレキャスト床版同士を固定するための多種の鉄筋が露出していないので降雨等に於いては現場作業であっても該鉄筋が発錆することなく屋外に仮置きしておくことができ、プレキャスト床版の施工現場に於いてはプレキャスト床版を列設する際、添接板の取付けや略コ字状継手を挿置すること及び固定用ナットを略コ字状継手にねじ締めすることが容易にできるうえに、溝部及び目地部へ迅速に充填材すなわち無収縮モルタルや各種充填材を注入・充填して施工を完成することができるので、工期を大幅に短縮することができる。また目地部が幅狭であり高価な無収縮モルタルや各種充填材の使用量を削減できるという効果がある。加えて、略コ字状継手の水平部の下面と該横溝部の底面との間に空間長Ｄ３を設定したので略コ字状継手の下面に充填した無収縮モルタルや各種充填材が充分に這込み継手を溝部内に強固に固定することができるという効果がある。 According to the first aspect of the present invention, the precast floor slab is prepared in advance and transported to the work site and is adjacent to and arranged with the joint portion interposed therebetween. A vertical nut and a vertical groove having a nut for bolts, having a predetermined length and width from the left end and / or right end of the precast floor slab, the upper surface of which is rectangular and the vertical cross-sectional shape of which is substantially L-shaped. The lateral groove portion is set to a predetermined depth D1 from the upper surface of the precast floor slab, and the vertical groove portion is set to have a predetermined width length D2 from the innermost wall surface of the groove portion. The substantially U-shaped joint inserted and inserted into the groove portion and filled with a filler in the joint portion and the groove portion, both ends of which are nuts for fixing to the lower steel plate And the lower surface of the horizontal portion of the substantially U-shaped joint in the groove A space length D3 is set between the bottom surface of the lateral groove portion and fixed, and a contact plate is connected to the adjacent lower steel plate by a high strength bolt that is fastened to the nut for the high strength bolt. Providing precast floor slab joints in bridges.
Because of this structure, it is possible to pre-form a groove for inserting the joint in a factory that manufactures precast floor slabs, so high-quality precast floors can be used even in rainy weather. Plates can be manufactured, and pre-fabricated precast slabs are not exposed to various types of reinforcing bars to fix the precast floor slabs together. It can be temporarily placed outside without pre-installation. At the precast floor slab construction site, when installing the precast floor slabs, it is necessary to attach attachment plates or insert substantially U-shaped joints. The fixing nut can be easily screwed to the substantially U-shaped joint, and the construction can be completed by quickly filling and filling the filler and non-shrink mortar and various fillers into the grooves and joints. Because you can It is possible to greatly shorten the construction period. In addition, the joint portion is narrow, and there is an effect that the amount of expensive non-shrinkable mortar and various fillers can be reduced. In addition, since the space length D3 is set between the lower surface of the horizontal portion of the substantially U-shaped joint and the bottom surface of the lateral groove portion, the non-shrinking mortar and various fillers filled in the lower surface of the substantially U-shaped joint are sufficient. There is an effect that the brazed joint can be firmly fixed in the groove.

請求項２に記載の発明によれば、予め製作されかつ作業現場に搬送されると共に目地部を介在させて互いに隣接・配置された下鋼板付プレキャスト床版でなり、該プレキャスト床版に高力ボルト用ナットを備え、該プレキャスト床版の左端及び／又は右端から所定長さ及び所定幅を形成してその上面形状が矩形状及び垂直断面形状が略Ｌ字状に形成された横溝部と縦溝部とでなる溝部を有し、該横溝部は前記プレキャスト床版の上面から所定深さＤ１に設定され、該縦溝部は該溝部の最奥部壁面から所定幅長Ｄ２を有して設定された構成に於いて、前記溝部に挿置されかつ前記目地部及び前記溝部に充填材を充填して固定・配置された略コ字状継手であって、その両端部が前記縦溝部に挿置されて前記溝部内に略コ字状継手の水平部の下面と該横溝部の底面との間に空間長Ｄ３が設定されると共に前記高力ボルト用ナットに締付ける高力ボルトで添接板を前記隣接配置された下鋼板に連結したことを特徴とする橋梁に於けるプレキャスト床版の継手を提供する。
このような構成としたので、請求項１に記載の効果に加えて前記略コ字状継手の両端部が下鋼板に衝当したときは前記空間長Ｄ３を設定することができかつ略コ字状継手の両端部を固定用ナットを使用することなく迅速に略Ｌ字状溝部に挿置し固定することができるという効果がある。 According to invention of Claim 2, it consists of a precast floor slab with a lower steel plate which is manufactured in advance and transported to the work site and is adjacent to and arranged with a joint portion interposed therebetween. A vertical nut and a vertical groove having a nut for bolts, having a predetermined length and width from the left end and / or right end of the precast floor slab, the upper surface of which is rectangular and the vertical cross-sectional shape of which is substantially L-shaped. The lateral groove portion is set to a predetermined depth D1 from the upper surface of the precast floor slab, and the vertical groove portion is set to have a predetermined width length D2 from the innermost wall surface of the groove portion. The substantially U-shaped joint inserted and inserted into the groove and filled with a filler in the joint and the groove, both ends of which are inserted into the vertical groove. The lower surface of the horizontal portion of the substantially U-shaped joint in the groove portion and In a bridge characterized in that a space length D3 is set between the bottom surface of the lateral groove portion and a connecting plate is connected to the adjacent lower steel plate by a high strength bolt fastened to the high strength bolt nut. Provide precast floor slab joints.
Since it was set as such a structure, when the both ends of the said substantially U-shaped joint collide with the lower steel plate in addition to the effect of Claim 1, the said space length D3 can be set, and substantially U-shaped There is an effect that both end portions of the joint can be quickly inserted and fixed in the substantially L-shaped groove portion without using a fixing nut.

本発明に係る橋梁に於けるプレキャスト床版の継手の実施の形態を示す図面であって、橋梁に設置した主桁の上部に配置・固定したプレキャスト床版の要部を示す平面図である。It is drawing which shows embodiment of the joint of the precast floor slab in the bridge concerning this invention, Comprising: It is a top view which shows the principal part of the precast floor slab arrange | positioned and fixed to the upper part of the main girder installed in the bridge. 図１の矢視Ａ−Ａ線方向の断面図であって、溝部に無収縮モルタルを充填した状態を示す図面である。It is sectional drawing of the arrow AA line direction of FIG. 1, Comprising: It is drawing which shows the state which filled the groove part with the non-shrink mortar. 図１の矢視Ｂ−Ｂ線方向の断面図である。It is sectional drawing of the arrow BB line direction of FIG. 本明に係る橋梁に於けるプレキャスト床版の継手であって、その拡大正面図である。It is the joint of the precast floor slab in the bridge concerning this invention, Comprising: It is the enlarged front view. 本発明に係る橋梁に於けるプレキャスト床版の継手の組立手順を示す概要図である。It is a schematic diagram which shows the assembly procedure of the joint of the precast floor slab in the bridge which concerns on this invention. 図５のＰ１部分を拡大した斜視図である。It is the perspective view which expanded the P1 part of FIG. 本発明に係る橋梁に於けるプレキャスト床版の継手の実施例を示す要部拡大断面図である。It is a principal part expanded sectional view which shows the Example of the joint of the precast floor slab in the bridge which concerns on this invention. 従来の技術において橋梁に於けるプレキャスト床版の組立手順の第１の例を示す概要図である。It is a schematic diagram which shows the 1st example of the assembly procedure of the precast floor slab in a bridge in a prior art. 図８のＰ２部分を拡大した斜視図である。It is the perspective view which expanded the P2 part of FIG. 従来の技術において橋梁に於けるプレキャスト床版の組立手順の第２の例を示す概要図であって、（ａ）は全体構成図、（ｂ）はプレキャスト床版の目地部の部分拡大斜視図である。In the prior art, it is a schematic diagram which shows the 2nd example of the assembly procedure of the precast floor slab in a bridge, (a) is a whole block diagram, (b) is the elements on larger scale of the joint part of a precast floor slab. It is.

以下、本発明に係る橋梁に於けるプレキャスト床版の継手についてその実施の形態を図１ないし図６に基づき説明する。 Hereinafter, embodiments of a precast floor slab joint in a bridge according to the present invention will be described with reference to FIGS.

図１は橋梁に設置した主桁の上部に配置・固定したプレキャスト床版（以下「ＰＣ床版」という）の要部を示す平面図である。図２は図１の矢視Ａ−Ａ線方向の断面図である。図３は図１の矢視Ｂ−Ｂ線方向の断面図である。図４は本明に係る橋梁に於けるプレキャスト床版の継手であって、その拡大正面図である。図５は本発明に係る橋梁に於けるプレキャスト床版の継手の組立手順を示す概要図である。図６は図５のＰ１部分を拡大した斜視図である。 FIG. 1 is a plan view showing a main part of a precast floor slab (hereinafter referred to as “PC floor slab”) placed and fixed on an upper part of a main girder installed on a bridge. 2 is a cross-sectional view taken along the line AA in FIG. FIG. 3 is a cross-sectional view taken along line BB in FIG. FIG. 4 is an enlarged front view of a precast slab joint in a bridge according to the present invention. FIG. 5 is a schematic diagram showing an assembling procedure of the joint of the precast slab in the bridge according to the present invention. 6 is an enlarged perspective view of a P1 portion of FIG.

１２は橋梁に設置した主桁１３ａの上部に配置・固定したＰＣ床版である。該ＰＣ床版１２は予め型枠にコンクリートを打込んで製作した床版であって現場作業が大幅に省力化でき、工期短縮を図れる。そして該ＰＣ床版１２には図５に示すように連続して橋脚上に配置した主桁１３ａ、１３ａ・・・に直交してその上部に配置・固定する。該ＰＣ床版１２はその各個はパネル状であって例えば横長が２（ｍ）、縦長が１１（ｍ）程度の略矩形で構成されており、その内部に於いて縦方向に主鉄筋（図示せず）を横方向に前記主鉄筋に接触させて配力鉄筋（図示せず）を配置してなる。 Reference numeral 12 denotes a PC floor slab placed and fixed on the upper part of the main girder 13a installed on the bridge. The PC floor slab 12 is a floor slab manufactured by placing concrete in a formwork in advance, which can greatly reduce the work on site and shorten the construction period. The PC floor slab 12 is arranged and fixed on the upper part of the PC slab 12 at right angles to the main girders 13a, 13a,. Each of the PC floor slabs 12 has a panel shape, for example, a rectangular shape having a horizontal length of about 2 (m) and a vertical length of about 11 (m). A main reinforcing bar (Fig. (Not shown) is placed in contact with the main reinforcing bar in the lateral direction, and a distribution reinforcing bar (not shown) is arranged.

前記各ＰＣ床版１２の左端１２ａ及び／又は右端１２ｂからその上面形状は矩形状であって所定長さＳ１及び所定幅Ｓ２の溝部１３を形成する。この溝部１３は横溝部１３Ａと縦溝部１３Ｂからなり、いわゆる箱抜部と称する。そして後述するがこの溝部は工場等に於いて溝部を形成するための型枠材を使用し、各種のコンクリートを打設した後に当該型枠材を脱型して形成する。この各ＰＣ床版１２は所定幅長Ｗ（横長）と所定長Ｌ（縦長）を有する略矩形体で構成されている。具体的には図５に示す所定幅長Ｗは２（ｍ）、所定長Ｌは１１（ｍ）程度である。そして前記溝部１３は各ＰＣ床版１２の所定長Ｌ方向に所定間隔Ｌ１例えば３０（ｃｍ）毎に形成される。左・右ＰＣ床版１２、１２（一方、他方のＰＣ床版）間は目地部１４であってその寸法は２（ｃｍ）程度で極めて幅狭に設計している。 From the left end 12a and / or the right end 12b of each PC floor slab 12, the shape of the upper surface is rectangular, and a groove portion 13 having a predetermined length S1 and a predetermined width S2 is formed. This groove portion 13 includes a lateral groove portion 13A and a vertical groove portion 13B, and is referred to as a so-called box extraction portion. As will be described later, this groove portion is formed by using a formwork material for forming the groove portion in a factory or the like, and after casting various kinds of concrete, the formwork material is demolded. Each PC floor slab 12 is formed of a substantially rectangular body having a predetermined width length W (horizontal) and a predetermined length L (vertical). Specifically, the predetermined width length W shown in FIG. 5 is about 2 (m), and the predetermined length L is about 11 (m). The grooves 13 are formed in the predetermined length L direction of each PC floor slab 12 at predetermined intervals L1, for example, 30 (cm). The space between the left and right PC floor slabs 12 and 12 (one and the other PC floor slab) is a joint portion 14, and the size thereof is about 2 (cm) and is designed to be extremely narrow.

前記ＰＣ床版１２に形成された各溝部１３は垂直断面形状が図２に示すように略Ｌ字状に形成され横溝部１３Ａと縦溝部１３Ｂとでなり、該横溝部１３Ａは前記ＰＣ床版１２の上面１２ｃから所定深さＤ１に設定される。ここで所定深さＤ１は６（ｃｍ）程度である。また該縦溝部１３Ｂは該溝部１３の最奥部壁面１２ｄから所定幅長Ｄ２を有して設定されている。ここで所定幅長Ｄ２は３（ｃｍ）程度である。
尚、横溝部１３Ａと縦溝部１３Ｂとの接合部分に於けるＰＣ床版１２の溝部１３部分の斜面部１２ｆを形成し略コ字状継手１５を挿置し易く設定している。 As shown in FIG. 2, each groove 13 formed in the PC floor slab 12 is substantially L-shaped as shown in FIG. 2, and is composed of a horizontal groove 13A and a vertical groove 13B. The horizontal groove 13A is the PC floor slab. 12 is set to a predetermined depth D1 from the upper surface 12c. Here, the predetermined depth D1 is about 6 (cm). The vertical groove portion 13B is set to have a predetermined width length D2 from the innermost wall surface 12d of the groove portion 13. Here, the predetermined width length D2 is about 3 (cm).
In addition, the inclined surface part 12f of the groove part 13 part of the PC floor slab 12 is formed in the joining part of the horizontal groove part 13A and the vertical groove part 13B, and the substantially U-shaped joint 15 is set to be easily inserted.

１５は図４に示すように略コ字状継手であって例えばＪＩＳ−Ｇ３１１２に規定される鉄筋コンクリート用棒鋼で製作され直径は１３（ｍｍ）程度の断面形状が略真円形でなる。そして両端部１５ａ、１５ｂはねじ部１５ｃを刻設してあり前記ＰＣ床版１２の下面に配置した下鋼板１６に固定用ナット１８でねじ止め固定される。該略コ字状継手１５は水平部１５Ａと垂直部１５Ｂとで構成される。ここで前記水平部１５Ａは４０〜６０（ｃｍ）、前記垂直部１５Ｂは１１〜１５（ｃｍ）程度に設定する。また、前記水平部１５Ａと前記垂直部１５Ｂとの交差部位は図示すように円弧状を形成し、この円弧は例えばその半径が３〜４（ｃｍ）程度に設定する。 As shown in FIG. 4, reference numeral 15 denotes a substantially U-shaped joint, which is made of, for example, a steel bar for reinforced concrete as defined in JIS-G3112, and has a cross-sectional shape of approximately 13 (mm) in diameter and is substantially circular. Both end portions 15a and 15b are provided with screw portions 15c, and are fixed to the lower steel plate 16 arranged on the lower surface of the PC floor slab 12 with fixing nuts 18. The substantially U-shaped joint 15 includes a horizontal portion 15A and a vertical portion 15B. Here, the horizontal portion 15A is set to 40 to 60 (cm), and the vertical portion 15B is set to about 11 to 15 (cm). Moreover, the intersection part of the said horizontal part 15A and the said perpendicular | vertical part 15B forms circular arc shape as shown in figure, and the radius of this circular arc is set to about 3-4 (cm), for example.

そして該略コ字状継手１５を前記溝部１３に図２に示すように挿置する。この場合、該略コ字状継手１５の水平部１５ＡはＰＣ床版１２に形成された横溝部１３Ａの底面、つまり該ＰＣ床版１２の横溝部分の上面１２ｅに接触することなく挿置する。そこで該略コ字状継手１５の水平部１５Ａの下方に空間長Ｄ３を形成し、この空間Ｄ３にも充填材２０すなわち無収縮モルタルや樹脂系充填材料が這込むように構成する。この充填材２０はセメントモルタル、エポキシ樹脂等の各種充填材も適用できる。このことから略コ字状継手１５の下面と充填材２０とが充分に接合し該略コ字状継手１５を強固に固定することができる。ここで空間長Ｄ３は該略コ字状継手１５の水平部１５Ａ下面と該ＰＣ床版１２の横溝部分の上面１２ｅとの空間距離である。空間長Ｄ３の長さは２〜３（ｃｍ）程度に設定する。１７は添接板であって、前記下鋼板１６の下面に固定するものであって特に目地部１４部分に於ける下鋼板１６の下面に例えば図３に示す高力ボルト用ナット１９Ａ及び径長４〜６（ｃｍ）程度の高力ボルト１９で固定する。この高力ボルト用ナット１９Ａは目地部１４を介在して左・右に及びＰＣ床版１２の縦長Ｌ方向に所定間隔に多数個を工場等で予めＰＣ床版１２に設けてあり、図１の破線で示すように固定される。 Then, the substantially U-shaped joint 15 is inserted into the groove 13 as shown in FIG. In this case, the horizontal portion 15A of the substantially U-shaped joint 15 is inserted without contacting the bottom surface of the lateral groove portion 13A formed on the PC floor slab 12, that is, the upper surface 12e of the lateral groove portion of the PC floor slab 12. Therefore, a space length D3 is formed below the horizontal portion 15A of the substantially U-shaped joint 15, and the filler 20, that is, a non-shrink mortar or a resin-based filling material is inserted into the space D3. Various fillers such as cement mortar and epoxy resin can be applied to the filler 20. From this, the lower surface of the substantially U-shaped joint 15 and the filler 20 are sufficiently joined, and the substantially U-shaped joint 15 can be firmly fixed. Here, the space length D3 is a spatial distance between the lower surface of the horizontal portion 15A of the substantially U-shaped joint 15 and the upper surface 12e of the lateral groove portion of the PC floor slab 12. The length of the space length D3 is set to about 2 to 3 (cm). Reference numeral 17 denotes an attachment plate, which is fixed to the lower surface of the lower steel plate 16, and has a high strength bolt nut 19 </ b> A and a long diameter, for example, shown in FIG. 3 on the lower surface of the lower steel plate 16 in the joint portion 14. Fix with high-strength bolts 19 of about 4 to 6 (cm). A large number of nuts 19A for high-strength bolts are provided on the PC floor slab 12 in advance at a predetermined interval in the longitudinal L direction of the PC floor slab 12 through the joint portion 14 at a predetermined interval in the longitudinal direction L. FIG. It is fixed as shown by the broken line.

次に、本発明に係る橋梁に於けるプレキャスト床版の継手の実施の形態に基づいてその組立手順（工法）を説明する。
先ず工場等に於いて前述したＰＣ床版１２の各々を製作する。そして具体的にはこのＰＣ床版１２、１２・・・は下鋼板１６の上面であって縦長方向に配置した多数個の主鉄筋とこれに直交しかつ該主鉄筋に接触させて配置された配力鉄筋とでなる骨組構成上にコンクリートを流動させ、所定時間後に固定してなるものでそれぞれがパネル状であって横長が２（ｍ）、縦長が１１（ｍ）程度でなる矩形体である。また、前記ＰＣ床版１２を製作する際、その下側に突起を設けこれを所定間隔に突合せ配力鉄筋の及び内側に補強鉄筋を挿入した後、早強コンクリート又は膨張コンクリートを打設して一体化形成することもできる。そして早強コンクリートを用いたときはその設定基準強度は３０〜５０Ｎ／ｍｍ２程度に設定される。尚、ＰＣ床版１２を製作する際、高力ボルト１９を挿置するための高力ボルト用ナット１９Ａも一緒にコンクリートに固定する。 Next, the assembling procedure (construction method) will be described based on the embodiment of the joint of the precast floor slab in the bridge according to the present invention.
First, each of the above-mentioned PC floor slabs 12 is manufactured in a factory or the like. More specifically, the PC floor slabs 12, 12... Are arranged on the upper surface of the lower steel plate 16 in a vertically long direction and a plurality of main reinforcing bars that are orthogonal to and in contact with the main reinforcing bars. The concrete is made to flow on the frame structure consisting of the reinforcing steel bars and fixed after a predetermined time. Each is a panel and is a rectangular body with a horizontal length of about 2 (m) and a vertical length of about 11 (m). is there. Further, when the PC floor slab 12 is manufactured, a protrusion is provided on the lower side of the PC slab 12 and the reinforcing bar is inserted into the inner portion of the reinforcing steel bar and the inner side of the reinforcing steel bar. It can also be integrally formed. And when early-strength concrete is used, the setting reference | standard intensity | strength is set to about 30-50 N / mm < 2 >. When the PC floor slab 12 is manufactured, a high strength bolt nut 19A for inserting the high strength bolt 19 is also fixed to the concrete together.

次に、工場等に於いて製作されたＰＣ床版１２は工場等にて図１に示すように前記各ＰＣ床版１２の左端１２ａ及び／又は右端１２ｂからその上面形状は矩形状であって所定長さＳ１及び所定幅Ｓ２の溝部１３を形成する。すなわちこの溝部は工場等に於いて溝部を形成するための型枠材を使用し、各種のコンクリートを打設した後に当該型枠材を脱型して形成する。そして前記ＰＣ床版１２に形成された各溝部１３は垂直断面形状が図２に示すように略Ｌ字状に形成され横溝部１３Ａと縦溝部１３Ｂとでなり、該横溝部１３Ａは前記ＰＣ床版１２の上面１２ｃから所定深さＤ１に設定製作される。ここで所定深さＤ１は６（ｃｍ）程度に形成する。また該縦溝部１３Ｂは該溝部１３の最奥部壁面１２ｄから所定幅長Ｄ２を有して３（ｃｍ）程度に形成する。そしてこの溝部１３に充填材２０すなわち無収縮モルタル等を現場にて充填した際、溝部１３内に於ける完全な充填性を保持し略コ字状継手１５が溝部１３内に納まるように構成する。このときＰＣ床版１２の底面に下鋼板１６も同時に固定・配置する。そこでＰＣ床版１２は鋼板付プレキャスト床版となる。 Next, the PC floor slab 12 manufactured in a factory or the like has a rectangular top surface from the left end 12a and / or right end 12b of each PC floor slab 12 as shown in FIG. A groove 13 having a predetermined length S1 and a predetermined width S2 is formed. That is, the groove portion is formed by using a formwork material for forming the groove portion in a factory or the like, and after casting various concrete, the formwork material is demolded. Each groove 13 formed in the PC floor slab 12 has a substantially L-shaped vertical cross-sectional shape as shown in FIG. 2 and is composed of a horizontal groove 13A and a vertical groove 13B. The horizontal groove 13A is the PC floor. A predetermined depth D1 is set from the upper surface 12c of the plate 12. Here, the predetermined depth D1 is formed to be about 6 (cm). Further, the vertical groove portion 13B has a predetermined width length D2 from the innermost wall surface 12d of the groove portion 13 and is formed to be about 3 (cm). Then, when the groove portion 13 is filled with the filler 20, that is, the non-shrink mortar, etc., the substantially U-shaped joint 15 is accommodated in the groove portion 13 while maintaining the complete filling property in the groove portion 13. . At this time, the lower steel plate 16 is simultaneously fixed and arranged on the bottom surface of the PC floor slab 12. Therefore, the PC floor slab 12 is a precast floor slab with a steel plate.

工場等で予め製作されたＰＣ床版１２は輸送車両や運搬機、クレーン等で現場に搬送され図５に示すように橋軸すなわち主桁の長さ方向に順次列設され複数個の主桁１３ａ、１３ａ・・・に直交して載置する。そこで互いに隣接して配置されたＰＣ床版１２、１２は一方、他方のＰＣ床版であって図１に示すように目地部１４を介在させて固定する。次に工場等で製作された添接板１７を現場まで搬送し該目地部１４部分の下面であってＰＣ床版１２、１２の底面に存在する下鋼板１６の下面に図３に示すように当接する。この際該添接板１７は予め工場等で前記高力ボルト１９が嵌め込まれる高力ボルト挿入孔（図示せず）がその長さ方向に適宜間隔を有して孔明してある。そこで高力ボルト１９を高力ボルト用ナット１９Ａに締め付け添接板１７を下方から相互隣接配置した下鋼板１６、１６の下面に堅固に固着させる。そこで目地部１４を境にして左・右の下鋼板１６、１６同士を添接板１７で固定・連結する。ここで下鋼板付プレキャスト床版が成立する。さらに，添接板１７は底面の型枠となる。次に作業者は隣接するＰＣ床版１２、１２に形成した溝部１３の中に図２に示すように空間Ｄ３を確保しつつ略コ字状継手１５を図２に示すように挿置する。略コ字状継手１５に於ける両端部１５ａ、１５ｂのねじ部１５ｃをそれぞれ固定用ナット１８で締め付け下鋼板１６に固定する。この際、略コ字状継手１５の水平部１５Ａの下方に空間長Ｄ３を形成し、この空間Ｄ３にも充填材２０すなわち無収縮モルタル等が這込むように構成して固定する。そして略コ字状継手１５を挿置された状態で溝部１３及び目地部１４へ充填材２０を注入・充填する。このときＰＣ床版１２の溝部１３に斜面部１２ｆを形成したので充填材２０が溝部１３の底部まで円滑に流動して充填される。該充填材２０は３〜４時間程度で固化し、ＰＣ床版１２、１２の相互間は完全にシールされる。尚、充填材２０として使用する無収縮モルタルに替えて、初期強度の発現性に優れる樹脂モルタルを用いてさらに工期短縮を図ることもできる。 PC floor slabs 12 manufactured in advance at factories, etc. are transported to the site by transport vehicles, transporters, cranes, etc., and as shown in FIG. It mounts orthogonally to 13a, 13a .... Therefore, the PC floor slabs 12 and 12 arranged adjacent to each other are one and the other PC floor slabs, and are fixed with joint portions 14 interposed therebetween as shown in FIG. Next, the attachment plate 17 manufactured in a factory or the like is transported to the site, and the lower surface of the lower steel plate 16 existing on the bottom surface of the PC floor slabs 12 and 12 as shown in FIG. Abut. At this time, the attachment plate 17 is previously punched with high-strength bolt insertion holes (not shown) into which the high-strength bolts 19 are fitted at a factory or the like with an appropriate interval in the length direction. Therefore, the high strength bolt 19 is fastened to the high strength bolt nut 19A and the attachment plate 17 is firmly fixed to the lower surface of the lower steel plates 16 and 16 disposed adjacent to each other from below. Therefore, the left and right lower steel plates 16, 16 are fixed and connected to each other by a joining plate 17 with the joint portion 14 as a boundary. Here, a precast floor slab with lower steel plate is established. Furthermore, the contact plate 17 becomes a bottom formwork. Next, the operator inserts the substantially U-shaped joint 15 as shown in FIG. 2 while securing the space D3 as shown in FIG. 2 in the groove portion 13 formed in the adjacent PC floor slabs 12 and 12. The screw portions 15c of both end portions 15a and 15b in the substantially U-shaped joint 15 are fastened to the lower steel plate 16 by fastening with fixing nuts 18 respectively. At this time, a space length D3 is formed below the horizontal portion 15A of the substantially U-shaped joint 15, and the space 20 is configured and fixed so that the filler 20, that is, the non-shrinkable mortar or the like is swallowed into the space D3. Then, the filler 20 is injected and filled into the groove 13 and the joint 14 in a state where the substantially U-shaped joint 15 is inserted. At this time, since the slope portion 12 f is formed in the groove portion 13 of the PC floor slab 12, the filler 20 smoothly flows and fills up to the bottom portion of the groove portion 13. The filler 20 is solidified in about 3 to 4 hours, and the space between the PC floor slabs 12 and 12 is completely sealed. In addition, it can replace with the non-shrink mortar used as the filler 20, and can shorten a work period further using the resin mortar which is excellent in the expression property of initial strength.

次に、本発明に係る橋梁に於けるプレキャスト床版の継手の実施例を図７に基づいて説明する。図７に示す略コ字状継手１５Ｃはその両端部１５ａ、１５ｂにねじ部１５ｃを形成していない点が前述した図４に示すものと相異しており、ほかの構成部材は略同一である。該実施例に於ける略コ字状継手１５Ｃは、その両端部１５ａ、１５ｂが溝部１３の縦溝部１３Ｂの中に挿置する。そして例えば両端部１５ａ、１５ｂが下鋼板１６の上面に衝当した構成にすれば該両端部１５ａ、１５ｂが規制され空間Ｄ３が確保される。この場合、下鋼板１６は略コ字状継手１５Ｃのストッパとしての機能を有する。また両端部１５ａ、１５ｂが下鋼板１６に衝当させず離間した構成にしてもよい。本実施例は固定ナット１８を不要とするばかりか略コ字状継手１５Ｃの両端部１５ａ、１５ｂの寸法を短く設定でき製作性がよいという作用がある。本発明に係る橋梁に於けるプレキャスト床版の継手の実施例に於けるほかの構成要素及び組立手順（工法）は前述した実施の形態で述べた場合と同一であり同一番号を付しその説明を省略する。 Next, an example of a precast slab joint in a bridge according to the present invention will be described with reference to FIG. The substantially U-shaped joint 15C shown in FIG. 7 is different from that shown in FIG. 4 described above in that the screw portions 15c are not formed at both ends 15a and 15b, and other components are substantially the same. is there. The substantially U-shaped joint 15 </ b> C in this embodiment has both end portions 15 a and 15 b inserted into the longitudinal groove portion 13 </ b> B of the groove portion 13. For example, if the both end portions 15a and 15b are in contact with the upper surface of the lower steel plate 16, the both end portions 15a and 15b are restricted to secure the space D3. In this case, the lower steel plate 16 functions as a stopper for the substantially U-shaped joint 15C. Further, the both end portions 15a and 15b may be separated from each other without hitting the lower steel plate 16. In this embodiment, not only the fixing nut 18 is unnecessary, but also the dimensions of both end portions 15a and 15b of the substantially U-shaped joint 15C can be set short and the workability is good. The other components and the assembly procedure (construction method) in the example of the joint of the precast slab in the bridge according to the present invention are the same as those described in the above-described embodiment, and the same reference numerals are attached and the explanation is given. Is omitted.

本発明に係る橋梁に於けるプレキャスト床版の継手は、鋼道路橋や橋梁に於けるプレキャスト床版のほかハーフプレキャスト床版及びプレストレスコンクリート床版等各種の床版にも適用できる。 The joint of the precast slab in the bridge according to the present invention can be applied to various floor slabs such as a half precast slab and a prestressed concrete slab in addition to the precast slab in a steel road bridge and a bridge.

１２ プレキャスト床版（ＰＣ床版）
１２ａ プレキャスト床版（ＰＣ床版）の左端
１２ｂ プレキャスト床版（ＰＣ床版）の右端
１２ｃ プレキャスト床版（ＰＣ床版）の上面
１２ｄ 溝部の最奥部壁面
１２ｅ プレキャスト床版の溝部分の上面
１２ｆ プレキャスト床版の溝部分の斜面部
１３ 溝部
１３Ａ 横溝部
１３Ｂ 縦溝部
１３ａ 主桁
１４ 目地部
１５ 略コ字状継手
１５Ａ 略コ字状継手の水平部
１５Ｂ 略コ字状継手の垂直部
１５Ｃ 略コ字状継手
１５ａ 略コ字状継手の端部
１５ｂ 略コ字状継手の端部
１５ｃ ねじ部
１６ 下鋼板
１７ 添接板
１８ 固定用ナット
１９ 高力ボルト
１９Ａ 高力ボルト用ナット
２０ 各種充填材（無収縮モルタル等） 12 Precast slab (PC slab)
12a Left end 12b of precast floor slab (PC floor slab) Right end 12c of precast floor slab (PC floor slab) Top surface 12d of precast floor slab (PC floor slab) 12d Groove innermost wall surface 12e Slope portion 13 of groove portion of precast floor slab 13 groove portion 13A lateral groove portion 13B longitudinal groove portion 13a main girder 14 joint portion 15 approximately U-shaped joint 15A approximately U-shaped joint horizontal portion 15B approximately U-shaped joint vertical portion 15C approximately U End 15b of the U-shaped joint 15a End 15b of the approximately U-shaped joint Threaded portion 16 Lower steel plate 17 Connecting plate 18 Fixing nut 19 High strength bolt 19A High strength bolt nut 20 Various fillers ( Non-shrink mortar, etc.)

Claims (2)

予め製作されかつ作業現場に搬送されると共に目地部を介在させて互いに隣接・配置された下鋼板付プレキャスト床版でなり、該プレキャスト床版に高力ボルト用ナットを備え、該プレキャスト床版の左端及び／又は右端から所定長さ及び所定幅を形成してその上面形状が矩形状及び垂直断面形状が略Ｌ字状に形成された横溝部と縦溝部とでなる溝部を有し、該横溝部は前記プレキャスト床版の上面から所定深さＤ１に設定され、該縦溝部は該溝部の最奥部壁面から所定幅長Ｄ２を有して設定された構成に於いて、前記溝部に挿置されかつ前記目地部及び前記溝部に充填材を充填して固定・配置された略コ字状継手であって、その両端部が下鋼板に固定用ナットで前記溝部内に略コ字状継手の水平部の下面と該横溝部の底面との間に空間長Ｄ３を設定して固定されると共に前記高力ボルト用ナットに締付ける高力ボルトで添接板を前記隣接配置された下鋼板に連結したことを特徴とする橋梁に於けるプレキャスト床版の継手。 It consists of precast floor slabs with lower steel plates that are pre-manufactured and transported to the work site and that are adjacent to each other with the joints interposed, and the precast floor slabs are equipped with nuts for high-strength bolts. A horizontal groove having a predetermined length and a predetermined width from the left end and / or the right end, the upper surface of which is rectangular and the vertical cross-sectional shape of which is substantially L-shaped. The portion is set to a predetermined depth D1 from the upper surface of the precast slab, and the vertical groove portion is inserted into the groove portion in a configuration having a predetermined width length D2 from the innermost wall surface of the groove portion. The joint portion and the groove portion are filled with a filler and fixed and arranged, and both end portions of the joint portion are fixed to the lower steel plate with fixing nuts in the groove portion. The space length D between the lower surface of the horizontal portion and the bottom surface of the lateral groove portion Bridges the in precast slab joints, wherein a spliced plate with fastening high-strength bolts in the high strength bolt nut and connected to the lower steel sheet wherein arranged adjacent is fixed by setting. 予め製作されかつ作業現場に搬送されると共に目地部を介在させて互いに隣接・配置された下鋼板付プレキャスト床版でなり、該プレキャスト床版に高力ボルト用ナットを備え、該プレキャスト床版の左端及び／又は右端から所定長さ及び所定幅を形成してその上面形状が矩形状及び垂直断面形状が略Ｌ字状に形成された横溝部と縦溝部とでなる溝部を有し、該横溝部は前記プレキャスト床版の上面から所定深さＤ１に設定され、該縦溝部は該溝部の最奥部壁面から所定幅長Ｄ２を有して設定された構成に於いて、前記溝部に挿置されかつ前記目地部及び前記溝部に充填材を充填して固定・配置された略コ字状継手であって、その両端部が前記縦溝部に挿置されて前記溝部内に略コ字状継手の水平部の下面と該横溝部の底面との間に空間長Ｄ３が設定されると共に前記高力ボルト用ナットに締付ける高力ボルトで添接板を前記隣接配置された下鋼板に連結したことを特徴とする橋梁に於けるプレキャスト床版の継手。 It consists of precast floor slabs with lower steel plates that are pre-manufactured and transported to the work site and that are adjacent to each other with the joints interposed, and the precast floor slabs are equipped with nuts for high-strength bolts. A horizontal groove having a predetermined length and a predetermined width from the left end and / or the right end, the upper surface of which is rectangular and the vertical cross-sectional shape of which is substantially L-shaped. The portion is set to a predetermined depth D1 from the upper surface of the precast slab, and the vertical groove portion is inserted into the groove portion in a configuration having a predetermined width length D2 from the innermost wall surface of the groove portion. And a substantially U-shaped joint that is fixed and arranged by filling the joint portion and the groove portion with a filler, both ends of which are inserted into the longitudinal groove portion, and the substantially U-shaped joint is inserted into the groove portion. The space length D between the lower surface of the horizontal portion and the bottom surface of the lateral groove portion It bridges the in precast slab joints, characterized in that the concatenation of the spliced plate with fastening high-strength bolts in the high strength bolt nuts under steel sheet wherein arranged adjacent with but is set.
JP2010004061A 2010-01-12 2010-01-12 Precast slab joints in bridges Active JP5386379B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2010004061A JP5386379B2 (en) 2010-01-12 2010-01-12 Precast slab joints in bridges

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2010004061A JP5386379B2 (en) 2010-01-12 2010-01-12 Precast slab joints in bridges

Publications (2)

Publication Number Publication Date
JP2011144513A true JP2011144513A (en) 2011-07-28
JP5386379B2 JP5386379B2 (en) 2014-01-15

Family

ID=44459596

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2010004061A Active JP5386379B2 (en) 2010-01-12 2010-01-12 Precast slab joints in bridges

Country Status (1)

Country Link
JP (1) JP5386379B2 (en)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103362062A (en) * 2013-01-08 2013-10-23 韩志群 Connector girder
KR101726725B1 (en) * 2016-04-08 2017-04-14 주식회사 상원그린콘 Construction method for a sidewalk enlargement installation
CN109610321A (en) * 2018-11-22 2019-04-12 安徽省交通规划设计研究总院股份有限公司 A kind of subsection beam construction method for adding horizontal distribution reinforcing bar
JP2019199740A (en) * 2018-05-16 2019-11-21 清水建設株式会社 Joint structure of precast composite floor slab
JP2021063411A (en) * 2019-10-17 2021-04-22 清水建設株式会社 Junction structure for precast steel concrete composite floor slab, and floor slab replacing method

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH06146219A (en) * 1992-11-09 1994-05-27 Ishikawajima Constr Materials Co Ltd Joint structure for concrete precast floor board
JPH0921114A (en) * 1995-07-04 1997-01-21 Sho Bond Constr Co Ltd Composite precast floor slab of steel plate and concrete and joint structure thereof
JP2003166216A (en) * 2001-09-18 2003-06-13 Kobe Steel Ltd Synthetic floor slab and construction method thereof
JP2004003231A (en) * 2002-03-29 2004-01-08 Toyota Soken Co Ltd Precast concrete member connecting structure

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH06146219A (en) * 1992-11-09 1994-05-27 Ishikawajima Constr Materials Co Ltd Joint structure for concrete precast floor board
JPH0921114A (en) * 1995-07-04 1997-01-21 Sho Bond Constr Co Ltd Composite precast floor slab of steel plate and concrete and joint structure thereof
JP2003166216A (en) * 2001-09-18 2003-06-13 Kobe Steel Ltd Synthetic floor slab and construction method thereof
JP2004003231A (en) * 2002-03-29 2004-01-08 Toyota Soken Co Ltd Precast concrete member connecting structure

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103362062A (en) * 2013-01-08 2013-10-23 韩志群 Connector girder
KR101726725B1 (en) * 2016-04-08 2017-04-14 주식회사 상원그린콘 Construction method for a sidewalk enlargement installation
JP2019199740A (en) * 2018-05-16 2019-11-21 清水建設株式会社 Joint structure of precast composite floor slab
JP7082522B2 (en) 2018-05-16 2022-06-08 清水建設株式会社 Precast synthetic deck joint structure
CN109610321A (en) * 2018-11-22 2019-04-12 安徽省交通规划设计研究总院股份有限公司 A kind of subsection beam construction method for adding horizontal distribution reinforcing bar
JP2021063411A (en) * 2019-10-17 2021-04-22 清水建設株式会社 Junction structure for precast steel concrete composite floor slab, and floor slab replacing method

Also Published As

Publication number Publication date
JP5386379B2 (en) 2014-01-15

Similar Documents

Publication Publication Date Title
JP5968846B2 (en) Concrete wall railing mounting structure
KR101588593B1 (en) Temporary bridge construction method
JP2009041227A (en) Structure and method for joining precast floor slabs together
JP4877654B2 (en) Rigid structure of corner
KR102011412B1 (en) Joint for Precast Beam and Columns
JP5386379B2 (en) Precast slab joints in bridges
JP2012077471A (en) Joint structure of precast members and concrete precast members
KR100812132B1 (en) Concret slab assembly
KR101962853B1 (en) Joint for Precast Beam and Columns
KR101703798B1 (en) Prestressed Concrete Beam with curve implementation possible connection structure and Constructing Method thereof
KR101186053B1 (en) Method of Constructing Insitu Concrete Beam Using Preinstalled Precast Concrete Slab
KR20160001216A (en) Rahmen using hinge type pc wall and method for constructing the same
JP2006348664A (en) Connecting method of precast concrete column/beam member
KR101705002B1 (en) Prefabricated double composite plate girder bridge and its construction method
KR100535157B1 (en) Structures and Methods for Connection between Precast Decks and Prestressed Concrete Girders
KR101727745B1 (en) Retaining wall construction method in which the vertical precast structures utilizing this structure
KR101395129B1 (en) Precast panel and slab construction method using the same
KR101639592B1 (en) Prefabricated lightweight girder and the bridge construction method using the same
JP2004003231A (en) Precast concrete member connecting structure
KR101954387B1 (en) Grid precast concrete structure and constructing method thereof
JP2014015753A (en) Structure and method for joining girder and floor slab together
JP2011089390A (en) Rigid connection structure of corner section
KR20040105940A (en) Structures and Methods for Connection between Precast Decks and Prestressed Concrete Girders
KR101486876B1 (en) Pier structure of bridge and construction method thereof
KR100612938B1 (en) A construction system of the wall/dome and the the method thereof it

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20121126

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20130109

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20130911

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20130927

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20131007

R150 Certificate of patent or registration of utility model

Ref document number: 5386379

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

Free format text: JAPANESE INTERMEDIATE CODE: R150

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250