JP2023130652A

JP2023130652A - shed

Info

Publication number: JP2023130652A
Application number: JP2022035068A
Authority: JP
Inventors: 浩二庄田; Koji Shoda; 幹士北島; Kanji Kitajima
Original assignee: T CREATION CENTER CO Ltd; TOOESU KK; Raiteku KK
Current assignee: T CREATION CENTER CO Ltd; TOOESU KK; Raiteku KK
Priority date: 2022-03-08
Filing date: 2022-03-08
Publication date: 2023-09-21

Abstract

To provide a shed capable of widening an interval between supports on the opposite mountainside.SOLUTION: A shed 1 is provided with a roof 2 covering a passage T provided along a slope S on the mountainside. The roof 2 is placed in the width direction of the passage T, and is provided with a plurality of main girders 3 installed at intervals in the length direction of the passage T. In the shed in which the mountainside of the main girder 3 is supported by a retaining wall 4 and the opposite mountainside of the main girder 3 is supported by a column 5, the column 5 is formed of a steel pipe 16 and has a concrete-filled steel pipe part 12 in which concrete is filled in a place where the main girder 3 is welded, so that use of a steel pipe having a CFT (concrete-filled steel pipe) structure for the support column 5 improves the mounting strength between the main girder 3 and the column 5. Therefore the interval between the columns 5 can be increased as compared with the prior art, thereby providing an excellent view.SELECTED DRAWING: Figure 1

Description

本発明は、山沿いの道路や鉄道用軌道を落石、土砂崩落、雪崩等から防護するためのシェッドに関する。 The present invention relates to a shed for protecting mountain roads and railway tracks from falling rocks, landslides, avalanches, etc.

従来、この種のコンクリート製のものとして、山沿いの道路を覆う屋根の両側を柱で支持したシェッドや、前記屋根の谷側を柱で支持すると共に、山側を擁壁により支持したシェッド（例えば特許文献１）がある。 Conventionally, concrete sheds of this type include sheds with pillars supporting both sides of the roof covering roads along mountains, sheds with pillars supporting the valley side of the roof, and retaining walls supporting the mountain side (e.g. There is Patent Document 1).

上記特許文献１のシェッドでは、谷側に複数の柱が道路の長さ方向に間隔を置いて設けられているため、それら複数の柱により眺望が妨げられるという問題があった。 In the shed of Patent Document 1, a plurality of pillars are provided on the valley side at intervals in the length direction of the road, so there is a problem that the view is obstructed by the plurality of pillars.

また、鋼製のシェッドとして、道路の両側に沿って多数の鋼製支柱が立設され、且つ道路巾方向に隣り合う各支柱には、道路巾方向に延長する鋼製梁が架設され、さらに、各梁には道路長さ方向に延長する多数の鋼製屋根受材が架設固定された（例えば特許文献２）や道路の上方を横断する鋼製の梁部材と、道路の長さ方向に所定の間隔を置いて立設し、梁部材の自由端側を支承する支柱とを備えたもの（例えば特許文献３）や、道路の長さ方向に隣接する柱間に筋交いを設けたもの（例えば特許文献４）がある。 In addition, as a steel shed, a large number of steel supports are erected along both sides of the road, and steel beams extending in the road width direction are erected on each support support adjacent to each other in the road width direction. , a large number of steel roof support members extending in the length direction of the road are erected and fixed on each beam (for example, Patent Document 2), and steel beam members that cross over the road and There are those that are provided with pillars that stand at predetermined intervals and support the free end side of the beam member (for example, Patent Document 3), and those that are provided with braces between pillars that are adjacent to each other in the length direction of the road ( For example, there is Patent Document 4).

上記特許文献２～４のシェッドでも、谷側に複数の柱が道路の長さ方向に間隔を置いて設けられているため、それら複数の柱により眺望が妨げられ、加えて、特許文献４では、柱の間に筋交いを設けたため、眺望が妨げられるという問題があった。 Even in the sheds of Patent Documents 2 to 4, a plurality of pillars are provided on the valley side at intervals in the length direction of the road, so the view is obstructed by the plurality of pillars, and in addition, in Patent Document 4, , there was a problem that the view was obstructed because braces were installed between the pillars.

このように従来の鋼製シェッドの構造では、支柱間の寸法を狭めることが難しく、従来より支柱の間隔を広げて支柱の数を減らし、施工の簡略化と省力化を図ることが課題であった。 In the conventional steel shed structure, it is difficult to narrow the dimensions between the columns, and the challenge is to increase the spacing between the columns and reduce the number of columns to simplify construction and save labor. Ta.

特開平７－３４４１８号公報Japanese Patent Application Publication No. 7-34418 実開昭４９－１９５０３号公報Publication No. 49-19503 特開２００２－２４２１２８号公報JP2002-242128A 特開２００２－８８７２０号公報Japanese Patent Application Publication No. 2002-88720

そこで、本発明は上記した問題点に鑑み、反山側の支柱間隔を広げることができるシェッドを提供することを目的とする。 SUMMARY OF THE INVENTION In view of the above-mentioned problems, an object of the present invention is to provide a shed in which the spacing between columns on the opposite side can be increased.

上記目的を達成するために、請求項１に係る発明は、山側の斜面に沿って設けられた通路を覆う屋根を備え、前記屋根は、前記通路の幅方向に配置されると共に、前記通路の長さ方向に間隔を置いて設置された複数の主桁を備え、前記主桁の山側を支持体により支持し、前記主桁の反山側を支柱により支持したシェッドにおいて、前記支柱は鋼管からなり、前記主桁を溶着する箇所内にコンクリートを充填したコンクリート充填鋼管部を有することを特徴とする。 In order to achieve the above object, the invention according to claim 1 includes a roof that covers a passage provided along a mountain slope, the roof being arranged in the width direction of the passage, and the roof covering the passage provided along the mountain slope. In a shed comprising a plurality of main girders installed at intervals in the length direction, the mountain side of the main girder is supported by a support, and the opposite side of the main girder is supported by a column, the column is made of a steel pipe. , characterized in that it has a concrete-filled steel pipe section filled with concrete in a location where the main girder is welded.

請求項２に係る発明は、前記主桁は、反山側端を前記コンクリート充填鋼管部に溶着した主桁山側部を有することを特徴とする。 The invention according to claim 2 is characterized in that the main girder has a main girder ridge side portion whose opposite end is welded to the concrete-filled steel pipe section.

請求項３に係る発明は、前記主桁は、山側端を前記コンクリート充填鋼管部に溶着した主桁反山側部を有することを特徴とする。 The invention according to claim 3 is characterized in that the main girder has a main girder anti-crest side portion whose crest-side end is welded to the concrete-filled steel pipe section.

請求項４に係る発明は、隣り合う柱の鋼管を連結する通路長さ方向の横梁を備え、この横梁の長さ方向端部を隣り合う前記柱の前記コンクリート充填鋼管部に溶着したことを特徴とする。 The invention according to claim 4 is characterized in that it includes a cross beam extending in the length direction of the passage connecting the steel pipes of adjacent columns, and the lengthwise end of this cross beam is welded to the concrete-filled steel pipe portion of the adjacent column. shall be.

請求項５に係る発明は、前記主桁は上フランジ部と下フランジ部とウエブ部を備え、これら主桁の上フランジ部と下フランジ部に対応して前記コンクリート充填鋼管部には上下の通しダイヤフラムが設けられ、これら上の通しダイヤフラムと下の通しダイヤフラムに前記上フランジ部と下フランジ部が溶着され、前記横梁は上フランジ部と下フランジ部とウエブ部を備え、前記横梁の上フランジ部と下フランジ部に対応して前記コンクリート充填鋼管部には前記上の通しダイヤフラムと下のダイヤフラムが設けられ、前記上の通しダイヤフラムに前記横梁の上フランジ部が溶着され、前記下の通しダイヤフラムに前記横梁の下フランジ部が溶着されていることを特徴とする。 In the invention according to claim 5, the main girder includes an upper flange part, a lower flange part, and a web part, and the concrete-filled steel pipe part has upper and lower passages corresponding to the upper flange part and the lower flange part of the main girder. A diaphragm is provided, the upper flange portion and the lower flange portion are welded to the upper through diaphragm and the lower through diaphragm, and the cross beam has an upper flange portion, a lower flange portion, and a web portion, and the upper flange portion of the cross beam is provided with a diaphragm. The concrete-filled steel pipe section is provided with an upper through diaphragm and a lower diaphragm corresponding to the upper through diaphragm and the lower flange, the upper flange of the cross beam is welded to the upper through diaphragm, and the upper through diaphragm is welded to the lower through diaphragm. A lower flange portion of the cross beam is welded.

請求項６に係る発明は、前記主桁が反山側に向かって低くなる傾斜を有することを特徴とする。 The invention according to claim 6 is characterized in that the main girder has an inclination that becomes lower toward the opposite side.

請求項１の構成によれば、支柱にＣＦＴ（Concrete Filled Steel Tube：コンクリート充填鋼管）構造の鋼管を用いることにより、主桁と支柱の取付強度が向上し、且つコンクリートを充填しない場合に比べて製作が容易となる。また、取付強度の向上により支柱間隔を広げ、眺望を確保することができると共に、施工の簡略化と省力化を図ることができる。 According to the structure of claim 1, by using a steel pipe of CFT (Concrete Filled Steel Tube) structure for the support, the attachment strength between the main girder and the support is improved, and compared to the case where concrete is not filled. Manufacturing becomes easier. Furthermore, by increasing the mounting strength, the spacing between the pillars can be widened, and the view can be secured, and the construction can be simplified and labor-saving.

請求項２の構成によれば、内部のコンクリートにより鋼管が拘束されるため、主桁山側部と支柱の取付強度が向上し、且つコンクリートを充填しない場合に比べて製作が容易となる。 According to the structure of claim 2, since the steel pipe is restrained by the internal concrete, the attachment strength between the main girder side portion and the support column is improved, and manufacturing is easier than in the case where concrete is not filled.

請求項３の構成によれば、内部のコンクリートにより鋼管が拘束されるため、主桁反山側部と支柱の取付強度が向し、且つコンクリートを充填しない場合に比べて製作が容易となる。 According to the structure of claim 3, since the steel pipe is restrained by the internal concrete, the mounting strength between the opposite side of the main girder and the support is increased, and manufacturing is easier than in the case where concrete is not filled.

請求項４の構成によれば、横梁と支柱の取付強度が向上し、且つコンクリートを充填しない場合に比べて製作が容易となる。 According to the configuration of claim 4, the attachment strength between the cross beam and the support column is improved, and manufacturing is easier than in the case where concrete is not filled.

請求項５の構成によれば、主桁と支柱の取付強度及び横梁と支柱の取付強度を確保することができ、且つコンクリートを充填しない場合に比べて製作が容易となる。 According to the configuration of claim 5, it is possible to ensure the mounting strength between the main girder and the support column and the mounting strength between the cross beam and the support column, and the manufacturing process is easier than when concrete is not filled.

請求項６の構成によれば、屋根に簡単に勾配を設けることができる。 According to the configuration of claim 6, it is possible to easily provide a slope to the roof.

本発明の実施例１を示す断面図である。FIG. 1 is a sectional view showing Example 1 of the present invention. 同上、支柱上部の通路幅方向の断面図である。It is a sectional view of the upper part of the support column in the width direction of the passage. 同上、支柱の平面図である。Same as above, it is a plan view of the support. 同上、支柱上部の通路長さ方向の断面図である。It is a sectional view of the upper part of the support column in the length direction of the passage. 同上、連結構図の正面図である。Same as above, it is a front view of the connection diagram. 同上、主桁と横梁の連結構造の断面図である。It is a sectional view of the connection structure of a main girder and a transverse beam same as the above. 同上、主桁と横梁の連結構造の平面図である。It is a top view of the connection structure of a main girder and a cross beam same as the above. 同上、主桁と反山側横梁の連結構造の断面図である。It is a sectional view of the connection structure of the main girder and the cross beam on the opposite side of the mountain. 同上、主桁の側面図である。Same as above, it is a side view of the main girder. 同上、シェッドの正面図である。It is a front view of the shed same as above. 同上、デッキプレートと打設コンクリート部を省略したシェッドの平面図である。FIG. 2 is a plan view of the shed with the deck plate and poured concrete portion omitted. 同上、屋根の要部の断面図である。It is a sectional view of the main part of the roof same as above. 同上、デッキプレートと打設コンクリート部の断面図である。It is a sectional view of a deck plate and a poured concrete part same as the above.

本発明における好適な実施の形態について、添付図面を参照して説明する。尚、以下に説明する実施の形態は、特許請求の範囲に記載された本発明の内容を限定するものではない。また、以下に説明される構成の全てが、本発明の必須要件であるとは限らない。 Preferred embodiments of the present invention will be described with reference to the accompanying drawings. Note that the embodiments described below do not limit the content of the present invention described in the claims. Moreover, not all of the configurations described below are essential requirements of the present invention.

図１～図１３は本発明の実施例１を示す。図１に示すように、逆Ｌ型のシェッド１は、山側の斜面Ｓに沿って設けられた通路Ｔ（道路、鉄道用軌道等）に設置され、通路Ｔを落石、土砂崩落、雪崩等から防護する。尚、実施例のシェッド１はスノーシェッドとして好適なものを示す。 1 to 13 show Example 1 of the present invention. As shown in Figure 1, an inverted L-shaped shed 1 is installed in a passage T (road, railway track, etc.) provided along a slope S on a mountain side, and protects the passage T from falling rocks, landslides, avalanches, etc. protect Incidentally, the shed 1 of the embodiment is suitable as a snow shed.

前記シェッド１は、山側の斜面Ｓに沿って設けられた通路Ｔを覆う屋根２を備え、前記屋根２は、通路Ｔの幅方向に配置されると共に、通路Ｔの長さ方向に間隔を置いて配置された複数の主桁３を備える。前記主桁３の山側を支持体たる擁壁４により支持し、前記主桁３の反山側である谷側を支柱５により支持している。前記擁壁４は、鉄筋コンクリートからなり、通路Ｔの長さ方向に連続して形成されている。 The shed 1 includes a roof 2 that covers a passage T provided along a slope S on the mountain side, and the roof 2 is arranged in the width direction of the passage T and spaced apart in the length direction of the passage T. A plurality of main girders 3 are arranged. The mountain side of the main girder 3 is supported by a retaining wall 4 as a support, and the valley side, which is the side opposite to the mountain, of the main girder 3 is supported by pillars 5. The retaining wall 4 is made of reinforced concrete and is formed continuously in the length direction of the passage T.

前記屋根２の主桁３は、鋼製のＨ型鋼からなる。また、図１などに示すように、前記主桁３は、山側の主桁山側部６と、反山側の主桁反山側部７とからなる。前記主桁山側部６は、山側端を前記擁壁４に取り付け、反山側端を前記支柱５に溶着している。また、前記主桁反山側部７は、山側端を前記支柱５に溶着し、反山側端を自由端にしている。そして、前記主桁山側部６及び主桁反山側部７は、反山側に向かって低くなる傾斜を有し、両者の傾斜角は同一である。 The main girder 3 of the roof 2 is made of H-shaped steel. Further, as shown in FIG. 1 and the like, the main girder 3 is composed of a main girder ridge side part 6 on the mountain side and a main girder anti-crest side part 7 on the opposite side. The main girder crest side portion 6 has its crest side end attached to the retaining wall 4 and its opposite end welded to the support column 5. Further, the main girder opposite-to-crest side portion 7 has its opposite-to-crest side end welded to the support column 5, and the opposite-to-toe side end is a free end. The main girder mountain side part 6 and the main girder non-crest side part 7 have an inclination that becomes lower toward the opposite side, and the angle of inclination of both is the same.

このように主桁３は、主桁山側部６と主桁反山側部７からなり、その主桁山側部６は、主桁山側本体部６Ｈと主桁山側連結部６Ｒからなる。 In this way, the main girder 3 consists of the main girder mountain side part 6 and the main girder opposite side part 7, and the main girder mountain side part 6 consists of the main girder mountain side main body part 6H and the main girder mountain side connecting part 6R.

通路Ｔの反山側である谷側に、谷側基礎８を設け、この谷側基礎８上に通路Ｔの長さ方向に間隔を置いて複数の前記支柱５が立設されている。 A valley side foundation 8 is provided on the valley side opposite to the mountain side of the passage T, and a plurality of pillars 5 are erected on this valley side foundation 8 at intervals in the length direction of the passage T.

前記支柱５は、角型の鋼管１１からなり、この鋼管１１の上端にコンクリート充填鋼管部１２が設けられている。 The support column 5 is made of a square steel pipe 11, and a concrete-filled steel pipe section 12 is provided at the upper end of the steel pipe 11.

以下、支柱５の上部の前記コンクリート充填鋼管部１２について説明する。図２～図４などに示すように、前記コンクリート充填鋼管部１２は、前記鋼管１１の上端に下の通しダイヤフラム１３を溶接し、この下の通しダイヤフラム１３には、コンクリートが通る上下に貫通した充填孔１５が設けられ、前記下の通しダイヤフラム１３の上面には角型の接合用鋼管１６が溶接され、また、下の通しダイヤフラム１３の下方には、前記鋼管１１内に閉塞板１７を設け、この閉塞板１７により下方へのコンクリートの漏れを防止している。尚、前記鋼管１１と接合用鋼管１６の断面形状は同一である。 The concrete-filled steel pipe section 12 at the upper part of the support column 5 will be explained below. As shown in FIGS. 2 to 4, the concrete-filled steel pipe section 12 has a lower through diaphragm 13 welded to the upper end of the steel pipe 11, and this lower through diaphragm 13 has a vertically penetrating structure through which concrete passes. A filling hole 15 is provided, a square joining steel pipe 16 is welded to the upper surface of the lower through diaphragm 13, and a closing plate 17 is provided in the steel pipe 11 below the lower through diaphragm 13. This closing plate 17 prevents concrete from leaking downward. Note that the cross-sectional shapes of the steel pipe 11 and the joining steel pipe 16 are the same.

前記コンクリート充填鋼管部１２は、前記接合用鋼管１６の上端に上のダイヤフラム１８を溶接し、この上のダイヤフラム１８には、コンクリートが通る上下に貫通した充填孔１９が設けられ、また、コンクリートが接合用鋼管１６及び鋼管１１の上部に充填される際に、このコンクリートとダイヤフラム１３，１８の間に隙間が生じることを防止するため、下のダイヤフラム１３，上のダイヤフラム１８には、上下に貫通した空気抜き孔１５Ａ，１９Ａが四方に穿設されている。 The concrete-filled steel pipe section 12 has an upper diaphragm 18 welded to the upper end of the joining steel pipe 16, and the upper diaphragm 18 is provided with a filling hole 19 that penetrates vertically through which concrete passes. In order to prevent gaps from forming between the concrete and the diaphragms 13 and 18 when filling the upper parts of the joining steel pipe 16 and the steel pipe 11, the lower diaphragm 13 and the upper diaphragm 18 are provided with vertically penetrating holes. Air vent holes 15A and 19A are bored on all sides.

さらに、コンクリート充填鋼管部１２は、充填孔１９，１５から閉塞板１７の上部の鋼管１１内と接合用鋼管１６内にコンクリートを充填し、このコンクリートが硬化して内部に充填コンクリート部１４が形成されている。尚、ダイヤフラム１３，１８は平面略正方形で、前記接合用鋼管１６の外形より大きく形成されている。また、ダイヤフラム１３，１８は支柱５に対して直交して設けられている。尚、コンクリートを充填しない場合は、充填孔のないダイヤフラムを用い、上下のダイヤフラムと接合用鋼管とを完全溶接するために、接合用鋼管に溶接作業用の孔を開け、上下のダイヤフラムと接合用鋼管とを内面側から溶接した後、その孔を塞ぐ必要があるため、製造に手間が掛かったが、本実施例では、コンクリートを充填することにより、製作が容易となる。 Furthermore, the concrete-filled steel pipe section 12 fills concrete into the steel pipe 11 above the closure plate 17 and the joining steel pipe 16 from the filling holes 19 and 15, and when this concrete hardens, a filled concrete section 14 is formed inside. has been done. The diaphragms 13 and 18 are substantially square in plan and are formed larger than the outer shape of the joining steel pipe 16. Further, the diaphragms 13 and 18 are provided perpendicularly to the support column 5. If concrete is not to be filled, use a diaphragm without a filling hole, and in order to completely weld the upper and lower diaphragms and the joining steel pipe, drill a welding hole in the joining steel pipe and connect the upper and lower diaphragms to the joining steel pipe. After welding the steel pipes from the inner surface, it was necessary to close the holes, which took time and effort to manufacture, but in this embodiment, manufacturing is facilitated by filling with concrete.

前記主桁山側部６と前記主桁反山側部７は、上，下フランジ部２１，２２をウエブ部２３で連結したＨ型鋼２４からなる。また、図９などに示すように、主桁３の主桁山側部６の山側端には、下フランジ部２２を水平に形成した取付部２２Ａが設けられ、この取付部２２Ａが前記擁壁４の取付面４Ｍに固定手段たるアンカーボルト２５により固定されている。 The main girder mountain side part 6 and the main girder opposite mountain side part 7 are made of an H-shaped steel 24 in which upper and lower flange parts 21 and 22 are connected by a web part 23. Further, as shown in FIG. 9 and the like, a mounting portion 22A in which a lower flange portion 22 is horizontally formed is provided at the end of the main girder ridge side portion 6 of the main girder 3, and this mounting portion 22A is connected to the retaining wall 4. It is fixed to the mounting surface 4M by an anchor bolt 25 serving as a fixing means.

尚、前記ダイヤフラム１３，１８は上，下フランジ部２１，２２より厚い鋼板からなる。また、図１などに示すように、主桁山側部６は、反山側で分割され、主桁山側本体部６Ｈと、主桁山側連結部６Ｒとを備える。 The diaphragms 13 and 18 are made of steel plates that are thicker than the upper and lower flange parts 21 and 22. Further, as shown in FIG. 1 and the like, the main spar side part 6 is divided on the opposite side to the spar side, and includes a main spar side main body part 6H and a main spar side connecting part 6R.

そして、主桁山側部６の主桁山側連結部６Ｒは、上フランジ部２１の反山側端を、前記上の通しダイヤフラム１８に完全溶け込み溶接により取り付け、下フランジ部２２の反山側端を前記下の通しダイヤフラム１３に完全溶け込み溶接により取り付け、ウエブ部２３の反山側端を接合用鋼管１６の外面に完全溶け込み溶接により取り付けている。尚、前記主桁山側連結部６Ｒは、充填鋼管部１２の接合用鋼管１６の山側の外面に連結されている。 The main spar ridge side connecting portion 6R of the main spar ridge side portion 6 is attached to the opposite end of the upper flange portion 21 to the upper through diaphragm 18 by complete penetration welding, and the opposite end of the lower flange portion 22 to the lower ridge side end. It is attached to the through diaphragm 13 by complete penetration welding, and the opposite end of the web portion 23 is attached to the outer surface of the joining steel pipe 16 by complete penetration welding. The main girder crest side connecting portion 6R is connected to the outer surface of the joining steel pipe 16 of the filling steel pipe section 12 on the crest side.

また、同様に、主桁反山側部７は、上フランジ部２１の山側端を前記上の通しダイヤフラム１８に完全溶け込み溶接により取り付け、下フランジ部２２の山側端を前記下の通しダイヤフラム１３に完全溶け込み溶接により取り付け、ウエブ部２３の反山側端を接合用鋼管１６の外面に完全溶け込み溶接により取り付けている。尚、主桁反山側部７は、充填鋼管部１２の接合用鋼管１６の反山側の外面に連結されている。 Similarly, the main girder opposite ridge side portion 7 is attached to the ridge end of the upper flange portion 21 to the upper through diaphragm 18 by complete penetration welding, and the ridge end of the lower flange portion 22 is completely attached to the lower through diaphragm 13. It is attached by penetration welding, and the opposite end of the web portion 23 is attached to the outer surface of the joining steel pipe 16 by complete penetration welding. In addition, the main girder non-spill side part 7 is connected to the non-spill side outer surface of the joining steel pipe 16 of the filled steel pipe section 12.

図５に示すように、前記主桁山側本体部６Ｈと前記主桁山側連結部６Ｒとは連結構造３１により連結されている。この連結構造３１は、主桁山側本体部６Ｈと前記主桁山側連結部６Ｒの端部に跨って、上フランジ部２１，２１の上面に添接板３２を重ねて配置すると共に、上フランジ部２１，２１の下面で前記ウエブ部２３の両側に添接板３３，３３を重ねて配置し、それら上の添接板３３，上フランジ部２１，下の添接板３３の３つに複数のボルト３４を挿通し、このボルト３４にナット３５を螺合し、それら３つを締め付けて連結している。尚、図５ではボルト３４とナット３５を一部図示省略している。 As shown in FIG. 5, the main spar side main body portion 6H and the main spar side connecting portion 6R are connected by a connection structure 31. This connection structure 31 includes a splicing plate 32 which is placed over the upper surface of the upper flange parts 21, 21, straddling the ends of the main spar side main body part 6H and the main spar side connection part 6R, and the upper flange part Attachment plates 33 and 33 are placed one on top of the other on both sides of the web portion 23 on the lower surfaces of 21 and 21, and a plurality of attachment plates A bolt 34 is inserted, a nut 35 is screwed onto the bolt 34, and the three are tightened and connected. Note that in FIG. 5, some of the bolts 34 and nuts 35 are omitted from illustration.

また、前記連結構造３１は、同様に、主桁山側本体部６Ｈと前記主桁山側連結部６Ｒの端部に跨って、下フランジ部２２，２２の下面に添接板３２を重ねて配置すると共に、下フランジ部２２の上面で前記ウエブ部２３の両側に添接板３３，３３を重ねて配置し、それら下の添接板３２，下フランジ部２２，上の添接板３３の３つに複数のボルト３４を挿通し、このボルト３４にナット３５を螺合し、それら３つを締め付けて連結している。 In addition, the connection structure 31 similarly includes a splicing plate 32 which is placed over the lower surface of the lower flange parts 22, 22, straddling the ends of the main spar side body part 6H and the main spar side connection part 6R. At the same time, splicing plates 33, 33 are arranged overlappingly on both sides of the web portion 23 on the upper surface of the lower flange portion 22, and the three splicing plates 32, 33 below, the lower flange portion 22, and the upper splicing plate 33 are arranged. A plurality of bolts 34 are inserted through the bolts 34, nuts 35 are screwed onto the bolts 34, and the three are tightened and connected.

さらに、前記連結構造３１は、主桁山側本体部６Ｈと前記主桁山側連結部６Ｒの端部に跨って、前記ウエブ部２３の両面にウエブ部用添接板３６，３６を重ねて配置し、ウエブ部用添接板３６，ウエブ部２３，ウエブ部用添接板３６の３つに複数のボルト３４を挿通し、このボルト３４にナット３５を螺合し、それら３つを締め付けて連結している。 Further, the connection structure 31 includes web part joining plates 36, 36 arranged in a stacked manner on both sides of the web part 23, spanning the ends of the main spar ridge side main body part 6H and the main spar ridge side connecting part 6R. , a plurality of bolts 34 are inserted into three of the web portion attachment plate 36, the web portion 23, and the web portion attachment plate 36, nuts 35 are screwed onto the bolts 34, and these three are tightened and connected. are doing.

図１０などに示すように、通路Ｔの長さ方向の隣り合う前記充填鋼管部１２，１２間には、Ｈ型鋼２４Ａからなる支柱間横梁４１が設けられ、この支柱間横梁４１は、横梁中央部４２の両側に横梁連結部４３，４３が設けられている。尚、支柱間横梁４１のＨ型鋼２４Ａと前記主桁３のＨ型鋼２４の断面形状は同一である。 As shown in FIG. 10, an inter-column cross beam 41 made of H-shaped steel 24A is provided between the filled steel pipe parts 12 and 12 adjacent in the length direction of the passage T, and this inter-column cross beam 41 is located at the center of the cross beam. Cross beam connecting parts 43, 43 are provided on both sides of the part 42. Note that the cross-sectional shapes of the H-shaped steel 24A of the inter-column cross beam 41 and the H-shaped steel 24 of the main girder 3 are the same.

そして、前記横梁連結部４３の上フランジ部２１の端部を、前記上の通しダイヤフラム１８に完全溶け込み溶接により取り付け、横梁連結部４３の下フランジ部２２の端部を前記下の通しダイヤフラム１３に完全溶け込み溶接により取り付け、横梁連結部４３のウエブ部２３の端部を接合用鋼管１６の外面に完全溶け込み溶接により取り付けている。 Then, the end portion of the upper flange portion 21 of the cross beam connecting portion 43 is attached to the upper through diaphragm 18 by complete penetration welding, and the end portion of the lower flange portion 22 of the cross beam connecting portion 43 is attached to the lower through diaphragm 13. The end portion of the web portion 23 of the cross beam connecting portion 43 is attached to the outer surface of the joining steel pipe 16 by complete penetration welding.

また、図１～図３などに示すように、横梁連結部４３は、充填鋼管部１２の通路幅方向中央位置より山側寄りに連結されている。尚、前記横梁連結部４３は、充填鋼管部１２の通路長さ方向両側に取り付けられている。 Further, as shown in FIGS. 1 to 3, the cross beam connecting portion 43 is connected to the filling steel pipe portion 12 closer to the mountain side than the center position in the passage width direction. The cross beam connecting portions 43 are attached to both sides of the filled steel pipe portion 12 in the length direction of the passage.

また、前記横梁中央部４２と前記横梁連結部４３とは、前記連結構造３１により連結されている。 Further, the cross beam central portion 42 and the cross beam connecting portion 43 are connected by the connecting structure 31.

図１１などに示すように、通路Ｔの長さ方向に隣り合う前記主桁山側本体部６Ｈ，６Ｈの間には、通路長さ方向の横梁５１が設けられ、前記主桁山側本体部６Ｈ，６Ｈの長さ方向（通路幅方向）に間隔を置いて反山側（図１１中では上側）から第１～第３の横梁５１，５１，５１が略等間隔で設けられ、第３の横梁５１は主桁３の山側端に設けられている。前記横梁５１はＨ型鋼２４Ｂからなり、横梁５１のＨ型鋼２４Ｂは前記主桁３のＨ型鋼２４に比べて、ウエブ部２３の高さが低い。尚、通路幅方向に隣り合う支柱間横梁４１及び横梁５１，５１，５１は等間隔に設けられている。 As shown in FIG. 11 etc., a cross beam 51 in the passage length direction is provided between the main girder side body parts 6H, 6H adjacent in the length direction of the passage T, and the main girder side body parts 6H, First to third cross beams 51, 51, 51 are provided at approximately equal intervals from the opposite side (upper side in FIG. 11) at intervals in the length direction (passage width direction) of 6H, and the third cross beam 51 is provided at the mountain side end of the main girder 3. The horizontal beam 51 is made of H-shaped steel 24B, and the height of the web portion 23 of the H-shaped steel 24B of the horizontal beam 51 is lower than that of the H-shaped steel 24 of the main girder 3. Note that the inter-support cross beams 41 and the cross beams 51, 51, 51 adjacent to each other in the passage width direction are provided at equal intervals.

図６及び図７に示すように、主桁３と横梁５１の連結構造５０は、主桁３の通路長さ方向両側に鋼板からなる縦方向の連結板５２，５２を溶着固定し、平板状をなす前記連結板５２は、下フランジ部２２の上面に溶着固定した下縁部５３と、ウエブ部２３の外面に溶着固定した内側縦縁部５４と、上フランジ部２１の下面に溶着固定した上縁部５５とを有する。この上縁部５５の外側には上方に突出する突出部５６が形成され、この突出部５６の上縁外側から下方に向かって縦方向の外側縁部５７が形成され、この外側縁部５７の下端と前記下縁部５３の外端とが斜めの斜め外側縁部５７Ｎにより連結されている。また、前記連結板５２の前記突出部５６は、主桁３の上フランジ部２１より上方に突設されている。さらに、前記連結板５２の外側縁部５７側には、複数の透孔５８が縦方向に並んで穿設されており、最上段の透孔５８は前記突出部５６に形成されている。 As shown in FIGS. 6 and 7, the connection structure 50 between the main girder 3 and the cross beam 51 is constructed by welding and fixing longitudinal connection plates 52, 52 made of steel plates on both sides of the main girder 3 in the path length direction. The connecting plate 52 has a lower edge portion 53 welded and fixed to the upper surface of the lower flange portion 22, an inner vertical edge portion 54 welded and fixed to the outer surface of the web portion 23, and a lower edge portion 54 welded and fixed to the lower surface of the upper flange portion 21. It has an upper edge portion 55. A protrusion 56 that protrudes upward is formed on the outside of this upper edge 55 , and a vertical outer edge 57 is formed downward from the outer side of the upper edge of this protrusion 56 . The lower end and the outer end of the lower edge portion 53 are connected by a diagonal outer edge portion 57N. Further, the protruding portion 56 of the connecting plate 52 is provided to protrude upward from the upper flange portion 21 of the main girder 3. Furthermore, a plurality of through holes 58 are vertically arranged on the outer edge 57 side of the connecting plate 52, and the uppermost through hole 58 is formed in the protrusion 56.

そして、前記連結板５２に横梁５１の端部のウエブ部２３を重ね合わせ、連結板５２の透孔５８と横梁５１のウエブ部２３の透孔２３Ｔにボルト３４を挿通し、ボルト３４にナット３５を螺合して締め付けることにより、主桁３と横梁５１を連結している。尚、図６に示すように、横梁５１の下フランジ部２２には、前記連結板５２の外側である外側縁部５７を挿入する溝部５９が形成されている。尚、溝部５９に替えて切欠きでもよい。 Then, the web portion 23 at the end of the cross beam 51 is superimposed on the connecting plate 52, the bolt 34 is inserted into the through hole 58 of the connecting plate 52 and the through hole 23T of the web portion 23 of the cross beam 51, and the nut 35 is inserted into the bolt 34. The main girder 3 and the cross beam 51 are connected by screwing them together and tightening them. As shown in FIG. 6, a groove 59 is formed in the lower flange 22 of the cross beam 51, into which an outer edge 57, which is the outer side of the connecting plate 52, is inserted. Note that the groove portion 59 may be replaced with a notch.

また、主桁山側部６の上フランジ部２１の上面と横梁５１の上フランジ部２１の上面とは平行であり、横梁５１の上フランジ部２１の上面が、主桁反山側部７の上フランジ部２１の上面と同一平面上に位置するように、横梁５１の上フランジ部２１を主桁３の上フランジ部２１より高くして主桁山側部６に横梁５１を連結している。 Further, the upper surface of the upper flange portion 21 of the main girder mountain side portion 6 is parallel to the upper surface of the upper flange portion 21 of the cross beam 51, and the upper surface of the upper flange portion 21 of the cross beam 51 is parallel to the upper flange portion 21 of the main girder mountain side portion 7. The upper flange portion 21 of the cross beam 51 is made higher than the upper flange portion 21 of the main girder 3 so as to be located on the same plane as the upper surface of the portion 21, and the cross beam 51 is connected to the main girder mountain side portion 6.

図１及び図１１などに示すように、通路Ｔの長さ方向に隣り合う前記主桁反山側部７，７の間には、通路長さ方向の反山側横梁５１Ａが設けられ、前記反山側横梁５１ＡはＨ型鋼２４Ｂからなる。 As shown in FIGS. 1 and 11, a cross beam 51A on the opposite side in the passage length direction is provided between the main girder opposite sides 7, 7 adjacent in the length direction of the passage T. The cross beam 51A is made of H-shaped steel 24B.

図８に示すように、主桁３と反山側横梁５１Ａの連結構造５０Ａは、主桁３の通路長さ方向両側に連結板５２Ａ，５２Ａを溶着固定している。尚、この連結板５２Ａは、前記突出部５６がなく、横方向の上縁部５５が全長に渡って形成されている点で前記連結板５２と相違する。また、前記連結板５２Ａは縦方向に並ぶ複数の透孔５８が穿設されており、連結板５２の透孔５８と横梁５１のウエブ部２３の透孔２３Ｔにボルト３４を挿通し、ボルト３４にナット３５を螺合して締め付けることにより、主桁３と横梁５１を連結している。尚、図６～図８では、ボルト３４とナット３５を一部図示省略している。また、図２及び図４では、ウエブ部２３に設けた透孔２３Ｔを図示省略している。 As shown in FIG. 8, the connection structure 50A between the main girder 3 and the opposite cross beam 51A has connecting plates 52A, 52A welded and fixed to both sides of the main girder 3 in the length direction of the passage. The connecting plate 52A differs from the connecting plate 52 in that it does not have the protrusion 56 and has an upper edge 55 in the lateral direction extending over its entire length. Further, the connecting plate 52A has a plurality of through holes 58 arranged in the vertical direction, and the bolts 34 are inserted into the through holes 58 of the connecting plate 52 and the through holes 23T of the web portion 23 of the cross beam 51. The main girder 3 and the cross beam 51 are connected by screwing and tightening a nut 35. Note that in FIGS. 6 to 8, some of the bolts 34 and nuts 35 are omitted from illustration. Further, in FIGS. 2 and 4, the through holes 23T provided in the web portion 23 are not shown.

また、前記連結構造５０Ａにより、主桁反山側部７の上フランジ部２１の上面と反山側横梁５１Ａの上フランジ部２１の上面とが同一平面上に位置するように、主桁反山側部７に反山側横梁５１Ａが連結されている。 Furthermore, the connection structure 50A allows the main spar non-mounted side portion 7 to be arranged so that the upper surface of the upper flange portion 21 of the main spar counter-mounted side portion 7 and the upper surface of the upper flange portion 21 of the counter-mounted side cross beam 51A are located on the same plane. A cross beam 51A on the opposite side of the mountain is connected to.

図１０示すように、隣り合う支柱５，５には、山形鋼などからなる一対のブレース材６１，６１をＸ字状に形成し、支柱５，５と支柱間横梁４１の連結箇所の下部にガゼットプレート６２，６２を設け、これらガゼットプレート６２，６２とブレース材６１，６１の上端部とを連結し、また、支柱５，５の下部にガゼットプレート６２，６２を設け、これらガゼットプレート６２，６２とブレース材６１，６１とを連結している。 As shown in FIG. 10, a pair of brace members 61, 61 made of angle iron or the like are formed in an X-shape on the adjacent columns 5, 5, and at the bottom of the connection point between the columns 5, 5 and the inter-column cross beam 41. Gazette plates 62, 62 are provided, and these gusset plates 62, 62 are connected to the upper ends of the brace members 61, 61, and gusset plates 62, 62 are provided at the lower part of the pillars 5, 5, and these gusset plates 62, 62 and brace members 61, 61 are connected.

前記ブレース材６１は山形鋼からなる筋交いである。そして、前記ガゼットプレート６２とブレース材６１にボルト（図示せず）を挿通し、このボルトにナット（図示せず）を螺合して連結している。 The brace material 61 is a brace made of angle iron. A bolt (not shown) is inserted through the gusset plate 62 and the brace member 61, and a nut (not shown) is screwed onto the bolt to connect them.

また、図１１に示すように、主桁山側部６の先端側である主桁山側連結部６Ｒと、第１の横梁５１の主桁３，３間の中央反山側とをブレース材６３により連結し、第１の横梁５１の主桁３の連結箇所と、第２の横梁５１の主桁３，３間の中央反山側とをブレース材６３Ａにより連結し、第２の横梁５１の主桁３，３間の中央山側と、第３の横梁５１の主桁３の連結箇所とをブレース材６３Ｂにより連結している。 In addition, as shown in FIG. 11, the main girder side connecting portion 6R, which is the tip side of the main girder side portion 6, and the central opposite side between the main girders 3 and 3 of the first cross beam 51 are connected by a brace material 63. Then, the connection point of the main girder 3 of the first cross beam 51 and the central opposite side between the main girders 3 and 3 of the second cross beam 51 are connected by the brace material 63A, and the main girder 3 of the second cross beam 51 is connected , 3 and the connection point of the main girder 3 of the third cross beam 51 are connected by a brace member 63B.

それらブレース材６３，６３Ａ，６３Ｂは山形鋼からなる筋交いである。また、ブレース材６３，６３Ａ，６３Ｂの連結箇所の上フランジ部２１には、ガゼットプレート６４を溶接などにより取り付け、前記ガゼットプレート６４とブレース材６３，６３Ａ，６３Ｂにボルト（図示せず）を挿通し、このボルトにナット（図示せず）を螺合して連結している。 These brace members 63, 63A, and 63B are braces made of angle iron. Further, a gusset plate 64 is attached to the upper flange portion 21 at the connection point of the brace materials 63, 63A, 63B by welding or the like, and bolts (not shown) are inserted through the gusset plate 64 and the brace materials 63, 63A, 63B. A nut (not shown) is screwed onto this bolt for connection.

このように支柱５にコンクリート充填鋼管部１２を用いることより、支柱５，５の間隔を従来に比べて広くすることができると共に、ブレース材６３，６３Ａ，６３Ｂの設置個所を削減することができる。 By using the concrete-filled steel pipe section 12 for the pillar 5 in this way, the interval between the pillars 5, 5 can be made wider than in the past, and the locations for installing the brace materials 63, 63A, 63B can be reduced. .

屋根２に、屋根骨組構造たる主桁３，横梁４１，５１，５１Ａ及びブレース材６３，６３Ａ，６３Ｂを取り付けた後、主桁反山側部７，横梁４１，５１，５１Ａ及びブレース材６３，６３Ａ，６３Ｂ上に、デッキプレート７１の下面７１Ｋを敷設すると共に、スタッドボルトなどの取付手段（図示せず）により屋根骨組構造に取り付けられている。 After attaching the main girder 3, cross beams 41, 51, 51A, and brace materials 63, 63A, 63B, which are the roof frame structure, to the roof 2, the main girder opposite side portion 7, cross beams 41, 51, 51A, and brace materials 63, 63A are attached to the roof 2. , 63B, the lower surface 71K of the deck plate 71 is laid down, and is attached to the roof frame structure by attachment means (not shown) such as stud bolts.

この場合、デッキプレート７１の凹凸部を通路Ｔの幅方向に配置してデッキプレート７１を取り付ける。即ちデッキプレート７１の凹部と凸部が通路Ｔの長さ方向に交互に並ぶ。そして、デッキプレート７１上にコンクリートを打設し、このコンクリートが硬化して屋根２の上面に打設コンクリート部７２が形成される。尚、前記デッキプレート７１と打設コンクリート部７２が屋根上面材７３である。 In this case, the deck plate 71 is attached with the uneven portion of the deck plate 71 arranged in the width direction of the passage T. That is, the concave portions and convex portions of the deck plate 71 are arranged alternately in the length direction of the passage T. Concrete is then poured onto the deck plate 71, and when the concrete hardens, a poured concrete portion 72 is formed on the upper surface of the roof 2. Incidentally, the deck plate 71 and the poured concrete portion 72 constitute a roof top surface material 73.

また、図６及び図１２に示すように、前記連結構造５０において、前記横梁５１の端部には、上フランジ部２１とウエブ部２３の上部を通路長さ方向に延設した載置受け部７５を設け、両側の載置受け部７５，７５の上に、前記デッキプレート７１の下面７１Ｋ，７１Ｋの全面を載置している。尚、載置受け部７５は下面７１Ｋに対応して突設されており、隣り合う載置受け部７５，７５の間には間隔が設けられている。 Further, as shown in FIGS. 6 and 12, in the connection structure 50, at the end of the cross beam 51, there is a mounting receiving part in which the upper flange part 21 and the upper part of the web part 23 extend in the length direction of the passage. 75 is provided, and the entire lower surfaces 71K, 71K of the deck plate 71 are placed on the placement receiving portions 75, 75 on both sides. Note that the placement receiving portions 75 are provided in a protruding manner corresponding to the lower surface 71K, and a space is provided between adjacent placement receiving portions 75, 75.

図１に示すように、前記デッキプレート７１の山側端は主桁３の山側端に位置し、前記デッキプレート７１の反山側端は、主桁３の主桁反山側部７の反山側端に位置する。また、デッキプレート７１の下面７１Ｋは、横梁５１，５１Ａの上面である上フランジ部２１の上面及び主桁反山側部７の上面である上フランジ部２１の上面に載置された状態で固定されている。尚、屋根上面材７３は、打設コンクリート部７２を設けずに、デッキプレート７１上に薄鋼板（図示せず）を取り付けてもよく、この場合は屋根２の軽量化が図られる。 As shown in FIG. 1, the end of the deck plate 71 on the mountain side is located at the end of the mountain side of the main girder 3, and the end of the deck plate 71 on the opposite side is located at the end of the side opposite to the mountain side of the main girder opposite side part 7 of the main girder 3. To position. In addition, the lower surface 71K of the deck plate 71 is placed and fixed on the upper surface of the upper flange portion 21, which is the upper surface of the cross beams 51, 51A, and the upper surface of the upper flange portion 21, which is the upper surface of the main girder opposite side portion 7. ing. Note that the roof surface material 73 may be formed by attaching a thin steel plate (not shown) on the deck plate 71 without providing the cast concrete portion 72, and in this case, the weight of the roof 2 can be reduced.

このように本実施例では、請求項１に対応して、山側の斜面Ｓに沿って設けられた通路Ｔを覆う屋根２を備え、屋根２は、通路Ｔの幅方向に配置されると共に、通路Ｔの長さ方向に間隔を置いて設置された複数の主桁３を備え、主桁３の山側を支持体たる擁壁４により支持し、主桁３の反山側を支柱５により支持したシェッド１において、支柱５は鋼管１６からなり、主桁３を溶着する箇所内にコンクリートを充填したコンクリート充填鋼管部１２を有するから、支柱５にＣＦＴ構造の鋼管を用いることにより、主桁３と支柱５の取付強度が向上し、且つコンクリートを充填しない場合に比べて製作が容易となる。また、取付強度の向上により支柱５間隔を広げ、眺望を確保することができると共に、施工の簡略化と省力化を図ることができる。 In this way, in accordance with claim 1, the present embodiment includes a roof 2 that covers the passage T provided along the slope S on the mountain side, and the roof 2 is arranged in the width direction of the passage T. It is equipped with a plurality of main girders 3 installed at intervals in the length direction of the passage T, the mountain side of the main girder 3 is supported by a retaining wall 4 serving as a support, and the opposite side of the main girder 3 is supported by a column 5. In the shed 1, the struts 5 are made of steel pipes 16, and have a concrete-filled steel pipe section 12 filled with concrete in the area where the main girder 3 is welded. The mounting strength of the support column 5 is improved, and manufacturing is easier than in the case where it is not filled with concrete. In addition, by increasing the mounting strength, the spacing between the columns 5 can be increased, and a view can be secured, and construction can be simplified and labor-saving.

このように本実施例では、請求項２に対応して、主桁３は、反山側端をコンクリート充填鋼管部１２に溶着した主桁山側部６を有するから、内部のコンクリートにより鋼管１６が拘束されるため、主桁山側部６と支柱５の取付強度が向上し、且つコンクリートを充填しない場合に比べて製作が容易となる。 In this embodiment, in accordance with claim 2, the main girder 3 has the main girder crest side part 6 whose opposite end is welded to the concrete-filled steel pipe part 12, so that the steel pipe 16 is restrained by the concrete inside. Therefore, the attachment strength between the main girder side portion 6 and the support column 5 is improved, and manufacturing is easier than in the case where concrete is not filled.

このように本実施例では、請求項３に対応して、主桁３は、山側端をコンクリート充填鋼管部１２に溶着した主桁反山側部７を有するから、内部のコンクリートにより鋼管１６が拘束されるため、主桁反山側部７と支柱５の取付強度が向上し、且つコンクリートを充填しない場合に比べて製作が容易となる。 In this way, in accordance with claim 3, in this embodiment, the main girder 3 has the main girder non-crest side part 7 whose crest-side end is welded to the concrete-filled steel pipe part 12, so that the steel pipe 16 is restrained by the concrete inside. Therefore, the mounting strength between the main girder opposite side portion 7 and the support column 5 is improved, and manufacturing is easier than in the case where concrete is not filled.

このように本実施例では、請求項４に対応して、隣り合う支柱５，５の鋼管１６，１６を連結する通路長さ方向の横梁たる支柱間横梁４１を備え、この支柱間横梁４１の長さ方向端部たる横梁連結部４３を隣り合う支柱５のコンクリート充填鋼管部１２に溶着したから、主桁３と支柱５の取付強度及び横梁５１と支柱５の取付強度を確保することができ、且つコンクリートを充填しない場合に比べて製作が容易となる。 In this way, in accordance with claim 4, this embodiment includes an inter-support cross beam 41 which is a cross beam in the passage length direction that connects the steel pipes 16, 16 of adjacent support supports 5, 5, and this inter-support cross beam 41 is Since the longitudinal beam connecting portion 43, which is the longitudinal end, is welded to the concrete-filled steel pipe portion 12 of the adjacent column 5, the mounting strength between the main girder 3 and the column 5 and the mounting strength between the cross beam 51 and the column 5 can be ensured. , and manufacturing is easier than in the case where concrete is not filled.

このように本実施例では、請求項５に対応して、主桁３は上フランジ部２１と下フランジ部２２とウエブ部２３を備え、これら主桁３の上フランジ部２１と下フランジ部２２に対応してコンクリート充填鋼管部１２には上下の通しダイヤフラム１８，１３が設けられ、これら上の通しダイヤフラム１８と下の通しダイヤフラム１３に上フランジ部２１と下フランジ部２２が溶着され、横梁たる支柱間横梁４１は上フランジ部２１と下フランジ部２２とウエブ部２３を備え、支柱間横梁４１の上フランジ部２１と下フランジ部２２に対応してコンクリート充填鋼管部１２には上の通しダイヤフラム１８と下のダイヤフラム１３が設けられ、上の通しダイヤフラム１８に支柱間横梁４１の上フランジ部２１が溶着され、下の通しダイヤフラム１３に支柱間横梁４１の下フランジ部２２が溶着されているから、主桁３と支柱５の取付強度及び横梁５１と支柱５の取付強度を確保することができ、且つコンクリートを充填しない場合に比べて製作が容易となる。 In this embodiment, in accordance with claim 5, the main girder 3 includes an upper flange portion 21, a lower flange portion 22, and a web portion 23. Correspondingly, upper and lower through diaphragms 18 and 13 are provided in the concrete-filled steel pipe section 12, and an upper flange section 21 and a lower flange section 22 are welded to these upper through diaphragm 18 and lower through diaphragm 13 to form a cross beam. The inter-column cross beam 41 includes an upper flange portion 21, a lower flange portion 22, and a web portion 23, and the concrete-filled steel pipe portion 12 has an upper through-diaphragm corresponding to the upper flange portion 21 and the lower flange portion 22 of the inter-column cross beam 41. 18 and a lower diaphragm 13 are provided, and the upper flange portion 21 of the inter-column cross beam 41 is welded to the upper through-diaphragm 18, and the lower flange portion 22 of the inter-column cross beam 41 is welded to the lower through-diaphragm 13. The mounting strength between the main girder 3 and the pillar 5 and the mounting strength between the cross beam 51 and the pillar 5 can be ensured, and manufacturing is easier than in the case where concrete is not filled.

このように本実施例では、請求項６に対応して、主桁３が反山側に向かって低くなる傾斜を有するから、屋根２に簡単に勾配を設けることができる。 In this way, in this embodiment, since the main girder 3 has an inclination that becomes lower toward the opposite side, the roof 2 can be easily provided with a slope.

以下、実施例上の効果として、上下の通しダイヤフラム１８，１３を水平に配置し、これら通しダイヤフラム１８，１３に、支柱間横梁４１の横梁連結部４３の上，下フランジ部２１，２２を溶着したから、屋根２の傾斜にダイヤフラムを合わせて斜めに設けた場合では、上下フランジ部が斜めのものを用いなければならず、支柱間横梁４１に汎用品のＨ形鋼を用いることができないのに対して、横梁連結部４３の接合用鋼管１６に溶着する支柱間横梁４１に、汎用品のＨ型鋼２４Ａを用いることができる。 Hereinafter, as an effect of the embodiment, the upper and lower through diaphragms 18, 13 are arranged horizontally, and the upper and lower flange parts 21, 22 of the cross beam connecting part 43 of the inter-column cross beam 41 are welded to these through diaphragms 18, 13. Therefore, if the diaphragm is installed diagonally to match the slope of the roof 2, the upper and lower flanges must be diagonal, and general-purpose H-shaped steel cannot be used for the cross beams 41 between the columns. On the other hand, the H-shaped steel 24A, which is a general-purpose product, can be used for the inter-pillar cross beam 41 welded to the joining steel pipe 16 of the cross beam connection part 43.

また、主桁反山側部７及び横梁５１の上面が同一平面上に位置すると共に、反山側に向かって低くなる傾斜を有するから、それら主桁反山側部７及び横梁４１，５１，５１Ａ上に、屋根上部構造たるデッキプレート７１を簡便に取り付けることができる。 Furthermore, since the upper surfaces of the main girder non-mounted side part 7 and the cross beams 51 are located on the same plane and have an inclination that becomes lower toward the non-mounted side, the upper surfaces of the main girder non-mounted side part 7 and the cross beams 41, 51, 51A are , the deck plate 71 serving as the roof upper structure can be easily attached.

さらに、主桁３と横梁５１の連結構造５０は、主桁３の通路長さ方向両側に鋼板からなる縦方向の連結板５２，５２を溶着固定し、この連結板５２は、主桁３の上フランジ部２１の上面位置より上方に突出する突出部５６を有し、前記連結板５２の外側である外側縁部５７側には、複数の透孔５８が縦方向に並んで穿設され、前記連結板５２に横梁５１のウエブ部２３を重ね合わせ、連結板５２の透孔５８と横梁５１のウエブ部２３にボルト３４を挿通し、ボルト３４にナット３５を螺合して締め付けることにより、主桁３の上面より横梁５１の上面が高くなるように、主桁３と横梁５１を連結することにより、横梁５１の上フランジ部２１の上面を主桁反山側部７の上フランジ部２１と同一平面に配置することができる。 Furthermore, the connection structure 50 between the main girder 3 and the cross beams 51 has longitudinal connection plates 52, 52 made of steel plates welded and fixed on both sides of the main girder 3 in the passage length direction. It has a protruding part 56 that protrudes upward from the upper surface position of the upper flange part 21, and a plurality of through holes 58 are vertically arranged and bored on the outer edge 57 side, which is the outer side of the connecting plate 52. By overlapping the web portion 23 of the cross beam 51 on the connecting plate 52, inserting the bolt 34 into the through hole 58 of the connecting plate 52 and the web portion 23 of the cross beam 51, and screwing the nut 35 onto the bolt 34 and tightening, By connecting the main girder 3 and the cross beam 51 so that the top surface of the cross beam 51 is higher than the top surface of the main girder 3, the upper surface of the upper flange portion 21 of the cross beam 51 is connected to the upper flange portion 21 of the opposite side portion 7 of the main girder. They can be placed on the same plane.

また、下の通しダイヤフラム１３の上下に充填コンクリート部１４が充填されているから、上下の充填コンクリート部１４により下の通しダイヤフラム１３が拘束され、下フランジ部２２との連結強度を向上し、且つコンクリートを充填しない場合に比べて製作が容易となる。 Furthermore, since the filling concrete portions 14 are filled above and below the lower through diaphragm 13, the lower through diaphragm 13 is restrained by the upper and lower filling concrete portions 14, improving the connection strength with the lower flange portion 22, and Manufacturing is easier than when concrete is not filled.

また、上の通しダイヤフラム１８を水平に配置し、主桁山側部６に連結する横梁５１を主桁山側部６の上面より高く、且つ主桁反山側部７の上面と同一平面上に位置するように、主桁山側部６に連結したから、屋根２の上面を覆う屋根覆い材たるデッキプレート７１を、横梁５１の上に載置して取り付けることができる。 Further, the upper through diaphragm 18 is arranged horizontally, and the cross beam 51 connected to the main girder mountain side part 6 is located higher than the upper surface of the main girder mountain side part 6 and on the same plane as the upper surface of the main girder opposite mountain side part 7. Since the deck plate 71 is connected to the main girder side part 6 as shown in FIG.

そして、図６に示したように、主桁山側部６の上面より横梁５１の上面は高く、この横梁５１の上面に下面７１Ｋを載置するようにしてデッキプレート７１を取り付けたから、デッキプレート７１の下面７１Ｋが連結構造３１の上部のボルト３４などに当たることなく、デッキプレート７１を取り付けることができる。また、支柱間横梁４１を山側に偏心した位置でその横梁連結部４３をコンクリート充填鋼管部１２に溶着したから、図１に示すように、上のダイヤフラム１８とデッキプレート７１の下面との間に隙間が形成され、この隙間によりより、支柱間横梁４１における連結構造３１においても、デッキプレート７１の下面７１Ｋが連結構造３１の上部のボルト３４などに当たることがない。 As shown in FIG. 6, the upper surface of the cross beam 51 is higher than the upper surface of the main girder side part 6, and the deck plate 71 is attached so that the lower surface 71K is placed on the upper surface of this cross beam 51. The deck plate 71 can be attached without the lower surface 71K of the deck plate 71K hitting the bolts 34 on the upper part of the connecting structure 31. In addition, since the inter-column cross beam 41 is eccentrically placed toward the mountain side and the cross beam connecting portion 43 is welded to the concrete-filled steel pipe portion 12, as shown in FIG. A gap is formed, and this gap prevents the lower surface 71K of the deck plate 71 from hitting the bolt 34 on the upper part of the connection structure 31 even in the connection structure 31 in the inter-column cross beam 41.

また、連結構造５０，５０Ａに用いた鋼製の連結板５２，５２は、横梁５１，５１Ａの上フランジ部２１の下面と下フランジ部２２の上面とウエブ部２３の外面に溶着したものであるから、横梁５１，５１Ａを補強することができる。尚、第１の横梁５１を連結する連結板５２は、上フランジ部２１とウエブ部２３に直交して配置され、第２，第３の横梁５１，５１及び反山側横梁５１Ａを連結する連結板５２，５２，５２Ａは、上フランジ部２１，下フランジ部２２及びウエブ部２３に直交して配置されている。 Further, the steel connecting plates 52, 52 used in the connecting structures 50, 50A are welded to the lower surface of the upper flange portion 21, the upper surface of the lower flange portion 22, and the outer surface of the web portion 23 of the cross beams 51, 51A. Therefore, the cross beams 51, 51A can be reinforced. Note that the connecting plate 52 that connects the first cross beam 51 is disposed perpendicular to the upper flange portion 21 and the web portion 23, and is a connecting plate that connects the second and third cross beams 51, 51 and the opposite side cross beam 51A. 52, 52, and 52A are arranged perpendicularly to the upper flange portion 21, the lower flange portion 22, and the web portion 23.

シェッド１はスノーシェッドとして好適なものであり、屋根２が山側から反山側に低くなる傾斜をなし、屋根２の上面に、デッキプレート７１上にコンクリートを打設してなる打設コンクリート部７２の上面が位置する。また、横梁５１の上面を主桁山側部６の上面より高くした連結構造５０において、デッキプレート７１の下面７１Ｋが横梁５１の端部の載置受け部７５の上面に敷設されているため、屋根上面材７３を安定して取り付けることができる共に、屋根２に、通路長さ方向に連続した屋根上面材７３を設けることができる。 The shed 1 is suitable as a snow shed, and has a roof 2 that slopes downward from the mountain side to the opposite mountain side, and has a poured concrete part 72 on the top surface of the roof 2, which is made by pouring concrete onto a deck plate 71. is located. In addition, in the connection structure 50 in which the upper surface of the cross beam 51 is higher than the upper surface of the main girder mountain side part 6, the lower surface 71K of the deck plate 71 is laid on the upper surface of the mounting receiving part 75 at the end of the cross beam 51, so that the roof The top surface material 73 can be stably attached, and the roof surface material 73 can be provided on the roof 2 continuously in the length direction of the passage.

尚、本発明は、本実施例に限定されるものではなく、本発明の要旨の範囲内で種々の変形実施が可能である。例えば、実施例では、通しダイヤフラムを用いたコンクリート充填鋼管部を示したが、請求項１～４では、内ダイヤフラムを用いたコンクリート充填鋼管部でもよい。また、主桁の山側を支持体たる支柱により支持するように構成してもよい。 Note that the present invention is not limited to this embodiment, and various modifications can be made within the scope of the gist of the present invention. For example, in the embodiment, a concrete-filled steel pipe section using a through diaphragm is shown, but in claims 1 to 4, a concrete-filled steel pipe section using an inner diaphragm may be used. Alternatively, the mountain side of the main girder may be supported by struts serving as supports.

１シェッド
２屋根
３主桁
４擁壁（支持体）
５支柱
６主桁山側部
７主桁反山側部
１１鋼管
１２コンクリート充填鋼管部
１３下の通しダイヤフラム
１４充填コンクリート部
１６接合用鋼管
１８上の通しダイヤフラム
２１上フランジ部
２２下フランジ部
２３ウエブ部
４１支柱間横梁（横梁）
４３横梁連結部
Ｓ斜面
Ｔ通路 1 Shed 2 Roof 3 Main girder 4 Retaining wall (support body)
5 Support column 6 Main girder mountain side part 7 Main girder opposite side part 11 Steel pipe 12 Concrete-filled steel pipe part 13 Lower through diaphragm 14 Filled concrete part 16 Joint steel pipe 18 Upper through diaphragm 21 Upper flange part 22 Lower flange part 23 Web part 41 Cross beam between columns (cross beam)
43 Cross beam connection part S Slope T Passage

Claims

Equipped with a roof covering a passage built along the mountain slope,
The roof includes a plurality of main girders arranged in the width direction of the passage and spaced apart in the length direction of the passage,
In a shed in which the mountain side of the main girder is supported by a support, and the opposite side of the main girder is supported by a column,
The shed is characterized in that the support column is made of a steel pipe, and has a concrete-filled steel pipe section filled with concrete in a portion where the main girder is welded.

2. The shed according to claim 1, wherein the main girder has a main girder side portion whose opposite end is welded to the concrete-filled steel pipe section.

3. The shed according to claim 1, wherein the main girder has a side portion opposite to the mountain girder whose mountain side end is welded to the concrete-filled steel pipe section.

4. The passageway according to claim 2, further comprising a cross beam extending in the length direction of the passage connecting steel pipes of adjacent columns, and an end portion of the cross beam in the length direction being welded to the concrete-filled steel pipe portion of the adjacent column. Shed.

The main girder has an upper flange part, a lower flange part, and a web part, and upper and lower through diaphragms are provided in the concrete-filled steel pipe part corresponding to the upper flange part and the lower flange part of the main girder, and The upper flange portion and the lower flange portion are welded to the through diaphragm and the lower through diaphragm,
The cross beam has an upper flange portion, a lower flange portion, and a web portion, and the concrete-filled steel pipe portion is provided with the upper through diaphragm and the lower diaphragm corresponding to the upper flange portion and the lower flange portion of the cross beam, 5. The shed according to claim 4, wherein an upper flange portion of the cross beam is welded to the upper through diaphragm, and a lower flange portion of the cross beam is welded to the lower through diaphragm.

6. The shed according to claim 4, wherein the main girder has an inclination that becomes lower toward the opposite side.