JP5867451B2 - Temporary bridge construction method and precast slab used in the construction method - Google Patents
Temporary bridge construction method and precast slab used in the construction method Download PDFInfo
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- JP5867451B2 JP5867451B2 JP2013121396A JP2013121396A JP5867451B2 JP 5867451 B2 JP5867451 B2 JP 5867451B2 JP 2013121396 A JP2013121396 A JP 2013121396A JP 2013121396 A JP2013121396 A JP 2013121396A JP 5867451 B2 JP5867451 B2 JP 5867451B2
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- 238000010276 construction Methods 0.000 title claims description 51
- 229910000831 Steel Inorganic materials 0.000 claims description 134
- 239000010959 steel Substances 0.000 claims description 134
- 238000000034 method Methods 0.000 claims description 39
- 239000000463 material Substances 0.000 claims description 22
- 238000005304 joining Methods 0.000 claims description 18
- 238000009434 installation Methods 0.000 claims description 17
- 238000002360 preparation method Methods 0.000 claims description 8
- 238000011900 installation process Methods 0.000 claims description 7
- 238000003860 storage Methods 0.000 claims description 6
- 239000002783 friction material Substances 0.000 claims description 2
- 241001669679 Eleotris Species 0.000 description 7
- 229920006362 Teflon® Polymers 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 239000003351 stiffener Substances 0.000 description 2
- 239000004809 Teflon Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000011144 upstream manufacturing Methods 0.000 description 1
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Description
本発明は、仮設橋の施工方法及び該施工方法に用いるプレキャスト床版に関する。 The present invention relates to a temporary bridge construction method and a precast slab used in the construction method.
山や川によって平地が分断されている日本においては、地震等の災害時に道路や橋が崩壊すると孤立の可能性のある集落が多く存在する。特に、河川の多い地域では、災害時、橋が流され集落が孤立する可能性が高い。このような集落においては、出来る限り早く橋を復旧させ、少なくとも緊急車両を通過させることが人命救助及び産業の早期復旧において極めて重要である。そのため、被災時における人命維持限界と言われている72時間以内に緊急車両を被災地に通行させる急速施工技術の確立が重要である。
従来、仮設橋については、種々の観点からの提案がなされている。
In Japan, where the land is divided by mountains and rivers, there are many villages that can be isolated if roads and bridges collapse in the event of an earthquake or other disaster. Especially in areas with many rivers, in the event of a disaster, there is a high possibility that the bridge will be washed away and the village isolated. In such villages, it is extremely important for lifesaving and early restoration of industry to restore the bridge as soon as possible and to pass at least emergency vehicles. Therefore, it is important to establish rapid construction technology that allows emergency vehicles to pass through the disaster area within 72 hours, which is said to be the limit of human life in the event of a disaster.
Conventionally, the temporary bridge has been proposed from various viewpoints.
例えば、特許文献１に開示された「部材の敷設方法」は、大きな占有空間を必要とすること無しに効率よく部材の敷設作業を行えるようにするために成されたもので、敷設されるべき部材の移動方向に沿って基礎部材を配置する第１工程と、基礎部材の前記移動方向上流側の載置位置に他の部材を載置する第２工程と、前記載置位置に載置された部材を予め定めた距離だけ移動方向下流側に移動させる第３工程と、部材が移動された前記載置位置に他の部材を載置し、他の部材を前記部材とともに移動方向下流側に移動させる第４工程とを含み、前記第３工程と第４工程とを繰返し行って、前記基礎部材に複数の部材を敷設するようにしたことを特徴とするものである。
この方法によれば、載置位置で前記部材を押圧し、又は引張って移動させることが出来るので、部材の敷設距離が比較的長い場合であっても各部材を敷設位置まで運搬する必要が無くなり、作業効率が向上する。
For example, the “member laying method” disclosed in Patent Document 1 is made in order to enable the member laying operation to be performed efficiently without requiring a large occupied space, and should be laid. A first step of placing the base member along the movement direction of the member, a second step of placing another member at the placement position upstream of the base member in the movement direction, and the placement step. A third step of moving the member by a predetermined distance to the downstream side in the movement direction, and placing another member at the placement position where the member has been moved, and moving the other member together with the member to the downstream side in the movement direction. Including a fourth step of moving, and repeating the third step and the fourth step to lay a plurality of members on the foundation member.
According to this method, the member can be pressed or pulled to move at the mounting position, so that it is not necessary to transport each member to the laying position even when the laying distance of the member is relatively long. , Work efficiency is improved.
また、特許文献２の「仮設橋の架設装置および架設方法」は、複数個の橋体モジュールが連結された連結体を、他方の岸に向けて片持ち支持の状態で伸ばしていった場合でも架設装置の転倒が防止できるとともに、橋体モジュールの連結体を支持する支持機構に過大な負荷がかかってしまうことを防止することが出来るように成されたもので、本体と本体の上に少なくとも１段積み重ねて登載された橋体モジュールとを備え、これら橋体モジュールを長手方向に連結しながら、連結された橋体モジュールの連結体を長手方向に繰り出していく仮設橋の架設装置であって、前記橋体モジュールがそれぞれ本体と略同じ幅を有しているとともに、本体の幅方向において、少なくとも２つに分割された構成となっている。 In addition, “Patent bridge erection device and erection method” in Patent Document 2 is a case where a connection body in which a plurality of bridge body modules are connected is extended in a cantilevered state toward the other shore. It is designed to prevent the erection of the erection device from being overturned and to prevent an excessive load from being applied to the support mechanism that supports the connecting body of the bridge body module. And a bridge body module that is stacked and mounted in one stage, and is a construction device for a temporary bridge that extends the connected body of the connected bridge body modules in the longitudinal direction while connecting these bridge body modules in the longitudinal direction. Each of the bridge modules has substantially the same width as the main body, and is divided into at least two in the width direction of the main body.
また、特許文献３の「工事桁」は、枕木幅の適用範囲が広くなり、使用する枕木受桁の加工を少なくすることで施工の簡略化が図れ、また列車の乗り心地を向上させることが出来るうえ、部材数を減らすことで部材から発生する騒音や振動を低減するために成されたもので、レールの延長方向に沿って配置される一対の主桁と、材軸方向を主桁同士が離間する方向に向けて配置された枕木受桁とを備えたものである。
枕木受桁はレールを受ける枕木を下方から支持し、主桁は上フランジとウェブを備え、Ｈ形鋼材の枕木受桁のウェブを上下方向に向けて配置し、枕木受桁の下フランジと各主桁の下フランジとは面で当接される構成となっている。
In addition, the “construction girder” of Patent Document 3 has a wider application range of the sleeper width, can be simplified by reducing the processing of the sleeper girder used, and can improve the ride comfort of the train. It is made to reduce noise and vibration generated from the members by reducing the number of members, and a pair of main girders arranged along the extension direction of the rail and the material axis direction between the main girders Is provided with a sleeper girder arranged in a direction in which they are separated from each other.
The sleeper girder supports the sleeper receiving the rail from below, the main girder is provided with an upper flange and a web, and the web of the H-shaped steel sleeper girder is arranged in the vertical direction. The main girder is in contact with the lower flange of the main girder.
しかしながら、各文献に開示された発明にはそれぞれ以下のような課題がある。
特許文献１の「部材の敷設方法」においては、プレキャスト床版を主桁の上フランジ上に載置しているだけであるため、プレキャスト床版を押圧、又は引張って移動する際にずれが生じ、各々のプレキャスト床版の位置調整に時間を要する。
また、主桁とプレキャスト床版との接合を、スタッドジベルを介した現場コンクリート打設によって行うため、橋の開通には、コンクリートの固化を待たなければならないという問題もある。
However, the invention disclosed in each document has the following problems.
In the “member laying method” of Patent Document 1, since the precast floor slab is merely placed on the upper flange of the main girder, a shift occurs when the precast floor slab is moved by pressing or pulling. It takes time to adjust the position of each precast slab.
In addition, since the main girder and the precast slab are joined by on-site concrete placement via a stud gibber, there is also a problem that the concrete must be solidified before the bridge is opened.
特許文献２の「仮設橋の架設装置及び架設方法」は、クレーン不要で橋の架設が可能であるものの、新しい仮設橋の架設装置を提供するものであるため、この特別な架設装置を保有することが前提となる。
また、橋を構成する部材も、橋体モジュールの連結体と呼ぶ特別仕様のものの集合体からなる特殊部材であるため、汎用性に乏しいという問題がある。
Patent Document 2 “Temporary Bridge Construction Device and Construction Method” provides a new construction device for a temporary bridge, although it is possible to construct a bridge without a crane. This is a prerequisite.
Moreover, since the member which comprises a bridge is also a special member which consists of an aggregate | assembly of the thing of a special specification called the connection body of a bridge body module, there exists a problem that versatility is scarce.
特許文献３の「工事桁」は、鉄道の工事桁用に発明されたものであり、橋面が枕木受桁と枕木とレールで構成されており、道路橋としては不適である。 The “construction girder” of Patent Document 3 was invented for a railway construction girder, and the bridge surface is composed of sleeper support girder, sleepers and rails, and is not suitable as a road bridge.
以上のように、何れの特許文献に記載の発明も架設橋の施工方法としては十分とは言えないものであった。
そこで、本発明は、特別な機材を用いずに短期間で緊急車両を通過させることが出来る汎用性の高い仮設橋の施工方法を提供することを目的としている。
As described above, the inventions described in any of the patent documents are not sufficient as a construction method for an erection bridge.
Therefore, an object of the present invention is to provide a highly versatile temporary bridge construction method that allows an emergency vehicle to pass through in a short period without using special equipment.
（１）本発明に係る仮設橋の施工方法は、上フランジと、下フランジと、上下フランジ間に形成されたウェブとを備えた鋼主桁部材を用いた仮設橋の施工方法であって、
前記鋼主桁部材のウェブに桁軸方向に延びるレール部材を固定すると共に、該レール部材の下方に所定の間隔で横桁取付板を取り付けた複数のレール付き鋼主桁部材を準備するレール付き鋼主桁部材準備工程と、一対の前記レール付き鋼主桁部材を所定間隔離して配置するレール付き鋼主桁部材配置工程と、横桁部材を、横桁取付板を介して前記レール付き鋼主桁部材に接合する横桁接合工程と、前記レール付き鋼主桁のレール部材上にプレキャスト床版の幅方向両端部を載置し、該プレキャスト床版を該レール付き鋼主桁の軸方向に順次滑動させて設置するプレキャスト床版設置工程とを備えたことを特徴とするものである。
(1) The construction method of the temporary bridge which concerns on this invention is a construction method of the temporary bridge using the steel main girder member provided with the upper flange, the lower flange, and the web formed between the upper and lower flanges,
With rails for preparing a plurality of steel main girder members with rails, in which a rail member extending in the direction of the girder axis is fixed to the web of the steel main girder member, and a transverse girder mounting plate is attached below the rail members at a predetermined interval Steel main girder member preparation step, a pair of steel main girder members with rails arranged at predetermined intervals, a steel main girder member arrangement step with rails, and a cross girder member with the rail girder through a cross beam mounting plate A transverse girder joining step for joining to the main girder member, placing both ends in the width direction of the precast floor slab on the rail member of the steel main girder with rail, and the precast floor slab in the axial direction of the steel main girder with rail And a precast floor slab installation step of sequentially sliding and installing.
（２）また、上記（１）に記載のものにおいて、プレキャスト床版設置工程において設置したプレキャスト床版上に鋼板を敷設して橋面を構成する鋼板敷設工程とを備えたことを特徴とするものである。 (2) Further, in the above (1), the steel sheet laying step of laying a steel plate on the precast slab installed in the precast slab installation step to form a bridge surface is provided. Is.
（３）また、上記（１）又は（２）に記載のものにおいて、鋼主桁部材配置工程は、レール付き鋼主桁部材を仮設の対象となっている橋台に架設することを特徴とするものである。 (3) Moreover, in the thing as described in said (1) or (2), a steel main girder member arrangement | positioning process constructs the steel main girder member with a rail on the abutment used as temporary object, It is characterized by the above-mentioned. Is.
（４）また、上記（１）又は（２）に記載のものにおいて、鋼主桁部材配置工程は、仮設対象となっている橋台の近傍において行い、横桁取付工程を施工することによって形成された桁組み1支間分を、クレーンにより仮設対象となっている橋台に架設する桁組み架設工程を含むことを特徴とするものである。 (4) Moreover, in the thing as described in said (1) or (2), a steel main girder member arrangement | positioning process is performed in the vicinity of the abutment used as temporary object, and is formed by constructing a cross beam attachment process. It includes a girder erection process for erection of one span of the girder for one span on the abutment that is temporarily set by a crane.
（５）また、上記（１）乃至（４）のいずれかに記載のものにおいて、横桁取付工程は、横桁部材の両端部の上面に外方に張出す添接板を着脱可能に取り付けた添接板付き横桁部材を準備する添接板付き横桁部材準備工程と、前記添接板付き横桁部材を、該添接板を前記レール付き鋼主桁部材の前記レール部材上に載置し、レール付き鋼主桁部材の軸方向に滑動させて、前記横桁取付板の位置に配置する横桁部材配置工程と、前記添接板を取り外し、前記横桁部材を前記横桁取付板に接合する横桁部材接合工程とを備えてなることを特徴とするものである。 (5) Moreover, in the thing in any one of said (1) thru | or (4), a crossing girder attachment process attaches the attachment board which protrudes outward on the upper surface of the both ends of a crossing girder member so that attachment or detachment is possible. Preparing a cross girder member with attachment plate for preparing a cross girder member with attachment plate, and connecting the cross girder member with attachment plate on the rail member of the steel main girder member with rail. A horizontal girder member placing step, which is slid in the axial direction of the steel main girder member with rails and arranged at the position of the cross girder mounting plate, the attachment plate is removed, and the cross girder member is removed from the cross girder And a cross-girder member joining step for joining to the mounting plate.
（６）また、上記（５）に記載のものにおいて、横桁部材準備工程は、前記添接板の下面の前記レール付き鋼主桁部材との滑動面に摩擦係数の小さい低摩擦部材を貼付するとことを特徴とするものである。 (6) Further, in the above-described (5), in the cross girder member preparing step, a low friction member having a small friction coefficient is stuck on the sliding surface of the lower surface of the splicing plate with the steel main girder member with rail. Then, it is characterized by that.
（７）また、上記（１）乃至（６）のいずれかに記載のものにおいて、橋軸方向両端部に配置された前記プレキャスト床版を橋台の垂直面又は横桁部材によって橋軸方向に移動しないように固定するプレキャスト床版固定工程を含むことを特徴とするものである。 (7) Further, in any of the above (1) to (6), the precast slabs arranged at both ends of the bridge axis direction are moved in the bridge axis direction by a vertical surface of the abutment or a cross beam member. It includes a precast floor slab fixing step of fixing so as not to occur.
（８）また、上記（１）乃至（７）のいずれかに記載のものにおいて、前記鋼主桁部材がＩ形鋼又はＨ形鋼であることを特徴とするものである。 (8) Moreover, in the thing in any one of said (1) thru | or (7), the said steel main girder member is I-section steel or H-section steel, It is characterized by the above-mentioned.
（９）また、上記（１）乃至（８）のいずれかに記載のものにおいて、前記鋼主桁部材が、降伏点500N/mm2以上の材質で形成されていることを特徴とするものである。 (9) Further, in the above-described (1) to (8), the steel main girder member is formed of a material having a yield point of 500 N / mm 2 or more. is there.
（１０）また、上記（１）乃至（９）のいずれかに記載のものにおいて、プレキャスト床版設置工程は、プレキャスト床版の下面及び側面のレール付き鋼主桁部材との滑動面に摩擦係数の小さい低摩擦部材を貼付する低摩擦部材貼付工程を含み、該低摩擦部材貼付工程の後に、前記プレキャスト床版を前記レール付き鋼主桁のレール部材上に載置することを特徴とするものである。 (10) Moreover, in the above-mentioned one of (1) to (9), the precast floor slab installation step includes a friction coefficient on the sliding surface of the precast floor slab with the steel main girder member with rails on the lower surface and side surfaces. A low-friction member affixing step for affixing a low-friction member having a small size, and after the low-friction member affixing step, the precast slab is placed on the rail member of the steel main girder with rails It is.
（１１）また、上記（１）乃至（９）のいずれかに記載のものにおいて、プレキャスト床版設置工程は、プレキャスト床版の下面に出没可能に設けた複数の滑車を引き出す滑車引出工程と、該滑車引出工程の後に、前記プレキャスト床版を前記レール付き鋼主桁のレール部材上に載置して順次滑動させるプレキャスト床版滑動工程と、前記複数の滑車をプレキャスト床版内に格納する滑車格納工程とを含むことを特徴とするものである。 (11) Moreover, in the above-described one of (1) to (9), the precast floor slab installation step includes a pulley pulling-out step of pulling out a plurality of pulleys provided on the lower surface of the precast floor slab. After the pulley pull-out step, a precast floor slab sliding step in which the precast floor slab is placed on the rail member of the steel main girder with rail and sequentially slid, and the plurality of pulleys are stored in the precast floor slab. And a storing step.
（１２）また、本発明に係るプレキャスト床版は、上記（１０）に記載の仮設橋の施工方法に用いるプレキャスト床版であって、下面及び側面のレール付き鋼主桁部材との滑動面に摩擦係数の小さい低摩擦材料を貼付したことを特徴とするものである。 (12) Moreover, the precast floor slab according to the present invention is a precast floor slab used in the construction method of the temporary bridge described in (10) above, on the sliding surface with the steel main girder member with rails on the lower surface and the side surface. It is characterized in that a low friction material having a small friction coefficient is pasted.
（１３）また、本発明に係るプレキャスト床版は、上記（１１）に記載の仮設橋の施工方法に用いるプレキャスト床版であって、複数の滑車を出没可能に設けたことを特徴とするものである。 (13) Moreover, the precast slab according to the present invention is a precast slab used in the construction method of the temporary bridge described in (11) above, and is characterized in that a plurality of pulleys are provided so as to be able to appear and retract. It is.
本発明の仮設橋の施工方法によれば、プレキャスト床版は架設されたレール付き鋼主桁部材を搬送手段として利用して所定の位置に配置できるので、プレキャスト床版まで施工した重量物をクレーンによって吊り上げて橋台に架設する必要がなく、大型のクレーンがなくとも施工が可能となり、少なくとも一般土木工事で使われるクレーン（例えば、25ｔクレーン）が架橋地点の片岸まで侵入できる現場であれば、特別な機材を用いずに短期間で緊急車両を通過させることが出来る仮設橋を施工することができる。
また、プレキャスト床版を併設したレール付き鋼主桁部材のレール部材と上フランジとの間に配置しているので、プレキャスト床版を別途固定する必要がなく、施工性に優れる。
According to the construction method of the temporary bridge of the present invention, the precast slab can be placed at a predetermined position by using the steel main girder member with rail installed as a conveying means. It is not necessary to lift it up and install it on the abutment, and it can be constructed without a large crane, and at least a crane used for general civil engineering work (for example, a 25-ton crane) can enter the shore of the bridge site. It is possible to construct a temporary bridge that allows emergency vehicles to pass through in a short period of time without using special equipment.
Moreover, since it arrange | positions between the rail member of the steel main girder member with a rail which attached the precast floor slab, and the upper flange, it is not necessary to fix a precast floor slab separately, and it is excellent in workability.
本実施の形態に係る仮設橋の施工方法は、レール付き鋼主桁部材準備工程と、横桁部材準備工程と、鋼主桁部材配置工程と、横桁部材配置工程と、横桁部材接合工程と、プレキャスト床版設置工程と、鋼板敷設工程とを備えてなるものである。以下、各工程を、図面を参照しながら詳細に説明する。 The construction method of the temporary bridge according to the present embodiment includes a steel main girder member preparation step with a rail, a cross beam member preparation step, a steel main girder member arrangement step, a cross beam member arrangement step, and a cross beam member joining step. And a precast floor slab installation step and a steel plate laying step. Hereafter, each process is demonstrated in detail, referring drawings.
＜レール付き鋼主桁部材準備工程＞
レール付き鋼主桁部材準備工程は、図１に示すように、鋼主桁部材１のウェブ１ａにレール部材３を固定すると共に、該レール部材３の下方に所定の間隔で横桁取付板５を設置した複数のレール付き鋼主桁部材７を準備する工程である。
鋼主桁部材１として、本実施の形態では上フランジ１ｂと下フランジ１ｃとウェブ１ａを備えたＩ形鋼を例示しているが、Ｈ形鋼やボックス桁のような部材であってもよい。要するに、上フランジ１ｂと下フランジ１ｃとウェブ１ａを備えた部材であればよい。
なお、鋼主桁部材１の断面形状は、支間長により変化するが、支間長22mの例をあげると、フランジ幅300mm、フランジ厚12mm、ウェブ厚9mm、ウェブ高676mmのI形断面である。
<Steel main girder member preparation process with rail>
As shown in FIG. 1, the rail-equipped steel main girder member preparing step fixes the rail member 3 to the web 1 a of the steel main girder member 1, and the transverse girder mounting plate 5 at a predetermined interval below the rail member 3. Is a step of preparing a plurality of steel main girder members 7 with rails.
In this embodiment, the steel main girder member 1 is an I-shaped steel including an upper flange 1b, a lower flange 1c, and a web 1a. However, a member such as an H-shaped steel or a box girder may be used. . In short, any member including the upper flange 1b, the lower flange 1c, and the web 1a may be used.
Although the cross-sectional shape of the steel main girder member 1 varies depending on the span length, an example of the span length of 22 m is an I-shaped cross section having a flange width of 300 mm, a flange thickness of 12 mm, a web thickness of 9 mm, and a web height of 676 mm.
レール部材３は、鋼主桁の軸方向に延びる部材であり、連続していてもよく、断続的なものであってもよい。要するに、横桁部材１１に接合した添接板１３やプレキャスト床版２４を鋼主桁軸方向に滑動させることができればよい。レール部材３は水平補剛材と兼用してもよい。レール部材３の板厚の一例を挙げると、12mmである。
なお、添接板付き横桁部材やプレキャスト床版２４の滑動をより円滑に行うようにするため、レール部材３の上面にテフロン（登録商標）板のような摩擦低減部材を貼付する、あるいはレール部材として上面に突起の付いた縞鋼板を使用し摩擦面を減少させることが望ましい。
レール部材３のウェブ１ａに対する取付位置は、上フランジ１ｂの下面とレール部材３の上面との隙間が設置するプレキャスト床版２４の厚みと略同一であるのが好ましい。
横桁取付板５は、本例では主桁部材の両端と中間部の３カ所に設けられている。横桁取付板５は、ボルト孔９を設けた板材である。横桁取付板５は横桁補剛材と兼用してもよい。横桁取付板５の板厚の一例を挙げると9mmである。
The rail member 3 is a member extending in the axial direction of the steel main girder and may be continuous or intermittent. In short, it is only necessary that the splicing plate 13 and the precast floor slab 24 joined to the cross girder member 11 can be slid in the steel main girder axial direction. The rail member 3 may also be used as a horizontal stiffener. An example of the plate thickness of the rail member 3 is 12 mm.
A friction reducing member such as a Teflon (registered trademark) plate is affixed to the upper surface of the rail member 3 in order to make the girder member with attachment plate and the precast floor slab 24 slide more smoothly, or the rail. It is desirable to use a striped steel plate with a protrusion on the upper surface as a member to reduce the friction surface.
It is preferable that the mounting position of the rail member 3 with respect to the web 1a is substantially the same as the thickness of the precast slab 24 installed by the gap between the lower surface of the upper flange 1b and the upper surface of the rail member 3.
In this example, the transverse girder mounting plates 5 are provided at three locations, both ends and an intermediate portion of the main girder member. The cross girder mounting plate 5 is a plate material provided with bolt holes 9. The cross beam attaching plate 5 may also be used as a cross beam stiffener. An example of the thickness of the cross beam mounting plate 5 is 9 mm.
＜横桁部材準備工程＞
横桁部材準備工程は、図２に示すように、Ｉ形鋼からなる横桁部材１１の両端部の上面に外方に張出す添接板１３をボルト１５にて着脱可能に取り付けた添接板付き横桁部材１７を準備する工程である。
横桁部材１１は、Ｉ形鋼やＨ形鋼、その他横桁として機能する部材であれば特に形状は問わないが、本実施の形態で用いた横桁部材１１は、フランジ幅300mm、フランジ厚12mm、ウェブ厚9mm、ウェブ高450mmのＩ形鋼断面で、4m幅の道路橋とする場合の長さが2.2m、6m幅の道路橋とする場合の長さが3.2mである。
<Horizontal beam member preparation process>
As shown in FIG. 2, the cross beam member preparation step is performed by attaching attachment plates 13 detachably attached to the upper surfaces of both ends of the cross beam member 11 made of I-shaped steel with bolts 15. This is a step of preparing the cross girder member 17 with a plate.
The cross beam member 11 may be any shape as long as it is an I-beam, H-beam, or other member that functions as a cross beam, but the cross beam member 11 used in the present embodiment has a flange width of 300 mm and a flange thickness. The length is 12m, the web thickness is 9mm, the web height is 450mm, and the length of a 4m road bridge is 2.2m. The length of a 6m road bridge is 3.2m.
＜レール付き鋼主桁部材配置工程＞
レール付き鋼主桁部材配置工程は、図３（ａ）に示すように、一対のレール付き鋼主桁部材７を所定間隔離して配置する工程である。
図３（ａ）には、仮設の対象となっている橋台１９上にレール付き鋼主桁部材７を配置する例を示しているが、レール付き鋼主桁部材配置工程は仮設の対象となっている橋台１９の近傍にて行うようにしてもよく、この場合の施工方法は後述する。
<Steel main girder member placement process with rail>
The steel main girder member arranging step with rails is a step of arranging a pair of steel main girder members with rails 7 separated by a predetermined distance as shown in FIG.
Although FIG. 3A shows an example in which the steel main girder member 7 with rail is arranged on the abutment 19 which is a temporary target, the steel main girder member arranging step with rail is a temporary target. The construction method in this case may be described later.
＜横桁部材配置工程＞
横桁部材配置工程は、準備した添接板付き横桁部材１７の添接板１３をレール付き鋼主桁部材７のレール部材３上に載置し、図３（ａ）、（ｂ）に示すように、レール付き鋼主桁部材７の軸方向に滑動させて、横桁取付板５の位置に配置する工程である。
一つ目の横桁部材１１は、レール付き鋼主桁部材７に一端側から他端側の横桁取付板５の位置まで滑動させる（図３（ｂ）参照）。
なお、横桁部材１１を滑動させる道具としては、例えばウインチを用いるとよい。この場合、ウインチを対岸に設置して横桁部材１１を直接的に引張ってもよく、対岸に設置した滑車を介して横桁部材１１を間接的に引張ってもよい。
対岸へ移動するための足場が必要な場合は、足場板を鋼主桁部材１の下フランジ１ｃに設置すればよい。足場板は、より軽量なグレーチング板あるいはエキスパンドメタルで構成されたものが望ましい。
<Transverse member arrangement process>
In the cross-girder member arranging step, the attachment plate 13 of the prepared cross-girder member 17 with attachment plate is placed on the rail member 3 of the steel main girder member 7 with rail, and the steps shown in FIGS. As shown, the steel main girder member 7 with rail is slid in the axial direction and is disposed at the position of the cross beam attaching plate 5.
The first cross-girder member 11 slides the steel main girder member 7 with rail from the one end side to the position of the cross-girder mounting plate 5 on the other end side (see FIG. 3B).
As a tool for sliding the cross beam member 11, for example, a winch may be used. In this case, a winch may be installed on the opposite bank and the cross beam member 11 may be pulled directly, or the cross beam member 11 may be pulled indirectly via a pulley installed on the opposite bank.
What is necessary is just to install a scaffold board in the lower flange 1c of the steel main girder member 1 when the scaffold for moving to an opposite bank is required. The scaffold plate is preferably made of a lighter grating plate or expanded metal.
＜横桁部材接合工程＞
横桁部材接合工程は、図３（ｃ）に示すように、添接板１３を取り外し、横桁部材１１を横桁取付板５に接合板２１で接合する工程である。
具体的には、横桁部材１１と横桁取付板５の両方に亘るように接合板２１を当接してボルト２３によって接合する。
添接板１３を取り外すことによって、プレキャスト床版２４の滑動を可能にしている。
<Wider member joining process>
The cross beam member joining step is a step of removing the attachment plate 13 and joining the cross beam member 11 to the cross beam attaching plate 5 with the joining plate 21 as shown in FIG.
Specifically, the joining plate 21 is brought into contact with the cross beam member 11 and the cross beam attaching plate 5 and joined by the bolts 23.
By removing the contact plate 13, the precast floor slab 24 can be slid.
横桁部材配置工程と横桁部材接合工程は、取り付けが必要な横桁部材１１の数だけ順次行う。本実施の形態では、横桁部材１１は３本設置されるので、図３（ｃ）〜図４（ｅ）に示すように、横桁部材１１の配置と接合を順次行う。
必要な数の横桁部材１１について横桁部材接合工程が完了すると、桁組みが完成する（図４（ｆ）参照）。
The cross beam member arranging step and the cross beam member joining step are sequentially performed by the number of cross beam members 11 that need to be attached. In the present embodiment, since the three cross beam members 11 are installed, as shown in FIGS. 3C to 4E, the cross beam members 11 are sequentially arranged and joined.
When the cross-girder member joining step is completed for the required number of cross-girder members 11, the girder assembly is completed (see FIG. 4 (f)).
＜プレキャスト床版設置工程＞
プレキャスト床版設置工程は、図４（ｆ）〜図５（ｉ）に示すように、レール付き鋼主桁のレール部材３上にプレキャスト床版２４の幅方向両端部を載置し、プレキャスト床版２４をレール付き鋼主桁の軸方向に順次滑動させて設置する工程である。
プレキャスト床版２４の滑動には、横桁部材１１の滑動と同様にウインチを用いればよい。
プレキャスト床版２４は鋼主桁部材１のフランジによって橋軸直角方向に拘束されるため各々のプレキャスト床版２４を鋼主桁に固定する必要がなく、施工性に優れる。
他方、プレキャスト床版２４は橋軸方向へ滑動するので、これを防止するため、橋台１９の垂直面２７あるいは端部に設置した横桁部材１１により端部のプレキャスト床版２４を拘束する。図８は橋の両端のプレキャスト床版２４を軸方向に滑動しないように橋台１９の垂直面２７により拘束した場合であり、図９は橋の両端のプレキャスト床版２４を横桁部材１１に固定した端板２９により拘束した場合を示している。
なお、プレキャスト床版２４の一例を挙げると、例えば4m幅の道路橋とする場合2m×1m、6m幅の道路とする場合3m×1mの床版厚200mm程度の覆工板を用いる。
<Precast floor slab installation process>
As shown in FIGS. 4 (f) to 5 (i), the precast floor slab installation process places both ends in the width direction of the precast floor slab 24 on the rail member 3 of the steel main girder with rail, In this step, the plate 24 is sequentially slid in the axial direction of the steel main girder with rail.
For the sliding of the precast floor slab 24, a winch may be used similarly to the sliding of the cross beam member 11.
Since the precast floor slab 24 is restrained by the flange of the steel main girder member 1 in the direction perpendicular to the bridge axis, it is not necessary to fix each precast floor slab 24 to the steel main girder, and the workability is excellent.
On the other hand, since the precast slab 24 slides in the direction of the bridge axis, in order to prevent this, the precast floor slab 24 at the end is restrained by the vertical beam 27 of the abutment 19 or the cross beam member 11 installed at the end. FIG. 8 shows a case where the precast floor slab 24 at both ends of the bridge is restrained by the vertical surface 27 of the abutment 19 so as not to slide in the axial direction, and FIG. 9 fixes the precast floor slab 24 at both ends of the bridge to the cross beam member 11. The case where it restrained by the made end plate 29 is shown.
An example of the precast floor slab 24 is a lining plate having a floor slab thickness of about 200 mm, 2 m × 1 m for a road bridge with a width of 4 m, and 3 m × 1 m for a road with a width of 6 m.
＜鋼板敷設工程＞
鋼板敷設工程は、図６（ｊ）〜図６（ｋ）に示すように、プレキャスト床版２４上に鋼板２５を敷設して橋面を構成する工程である。
プレキャスト床版２４を設置した状態では、プレキャスト床版２４の上面と鋼主桁部材１の上面との間には段差が生じているので、プレキャスト床版２４上に鋼板２５を敷設することで、この段差を無くして平坦な橋面を形成できる。
鋼板敷設工程が完了することで、仮設橋が完成するが、本実施の形態では幅広の仮設橋を施工しているので、この場合には、図６（ｌ）に示すように、完成した仮設橋の鋼主桁部材１の隣に所定の間隔を離してレール付き鋼主桁部材７を配置して、図６（ｌ）〜図７（ｏ）に示すように、横桁部材配置工程、横桁部材接合工程、プレキャスト床版設置工程及び鋼板敷設工程を順次施工して仮設橋３５を完成する。ただし、段差があっても緊急車両の通行は可能であるので、場合によっては鋼板敷設工程を省いてもよい。
<Steel plate laying process>
The steel plate laying step is a step of laying a steel plate 25 on the precast floor slab 24 to form a bridge surface as shown in FIGS. 6 (j) to 6 (k).
In the state where the precast floor slab 24 is installed, since a step is generated between the upper surface of the precast floor slab 24 and the upper surface of the steel main girder member 1, by laying the steel plate 25 on the precast floor slab 24, A flat bridge surface can be formed without this step.
When the steel plate laying process is completed, the temporary bridge is completed, but in this embodiment, a wide temporary bridge is constructed. In this case, as shown in FIG. Next to the steel main girder member 1 of the bridge, a steel main girder member 7 with a rail is arranged at a predetermined interval, and as shown in FIGS. 6 (l) to 7 (o), a cross girder member arranging step, The temporary bridge 35 is completed by sequentially performing the cross-girder member joining step, the precast floor slab installation step, and the steel plate laying step. However, even if there is a level difference, emergency vehicles can pass through, so the steel plate laying step may be omitted in some cases.
以上のように、本実施の形態の仮設橋の施工方法によれば、クレーンによって吊り上げて橋台１９に架設しなければならない重量部材としては、レール付き鋼主桁部材７のみであり、他の横桁部材１１やプレキャスト床版２４は架設されたレール付き鋼主桁部材７を搬送手段として利用して所定の位置に配置できるので、25tクレーンが少なくとも架橋地点の片岸まで侵入できる現場であれば、特別な機材を用いずに短期間で緊急車両を通過させることが出来る仮設橋を施工することができる。 As described above, according to the construction method of the temporary bridge of the present embodiment, the weight member that must be lifted by the crane and installed on the abutment 19 is only the steel main girder member 7 with a rail, Since the girder member 11 and the precast floor slab 24 can be arranged at a predetermined position by using the steel main girder member 7 with a rail installed as a conveying means, if it is a site where the 25t crane can enter at least the one bank of the bridge point, It is possible to construct a temporary bridge that can pass emergency vehicles in a short period of time without using special equipment.
なお、上記の実施の形態では、レール付き鋼主桁部材７を仮設の対象となっている橋台１９に配置する例を示したが、支間長が短い場合には、レール付き鋼主桁部材配置工程は仮設の対象となっている橋台１９の近傍にて行い、配置されたレール付き鋼主桁部材７に横桁部材１１の配置と接合を行って桁組みを完成させ、完成した桁組みをクレーンによって橋台１９に架設するようにしてもよい。この場合、グレーチング又はエキスパンドメタルからなる足場板を予め鋼主桁部材１の下フランジ１ｃに設置しておくとよい。
グレーチングからなる足場板３１を設置した桁組みをクレーン３３で吊り上げて橋台１９に設置している状態を図１０に示す。
なお、桁組みをクレーン３３で吊り上げて橋台１９に設置する場合、クレーン３３で荷吊りしている時の平衡性と一括架設後の残りのプレキャスト床版２４の設置のし易さとから、支間中央部のプレキャスト床版２４を予め接合しておくようにしてもよい。
In the above-described embodiment, the example in which the steel main girder member with rail 7 is arranged on the abutment 19 which is a temporary object is shown. However, when the span length is short, the steel main girder member with rail is arranged. The process is performed in the vicinity of the abutment 19 that is the object of temporary construction, the arrangement of the cross beam member 11 and the joining are performed on the steel main girder member 7 with the rail, and the girder is completed. It may be constructed on the abutment 19 by a crane. In this case, a scaffold plate made of grating or expanded metal may be installed in advance on the lower flange 1c of the steel main girder member 1.
FIG. 10 shows a state where the girder with the scaffolding plate 31 made of grating is lifted by the crane 33 and installed on the abutment 19.
In addition, when the girder is lifted by the crane 33 and installed on the abutment 19, the center of the span is determined from the balance when the crane 33 is suspended and the ease of installation of the remaining precast slab 24 after the bulk installation. The precast floor slab 24 may be bonded in advance.
上記の実施の形態では、鋼主桁部材１や横桁部材１１に用いる鋼材については特に示していない。しかし、鋼材の種類によって限界となる支間長が変わることから、施工性に影響がある。そこで、鋼材の種類と支間長との関係について検討した。
図１１は、以下に示す制約条件Ａ〜Ｃの下で、鋼主桁部材１及び横桁部材１１の断面を決定し、床版には覆工板（工事中に使用される仮の床版）を用いることを前提に、鋼主桁部材１に各種材料を適用した場合の、各種材料と適用支間（限界となる支間長）との関係を示したグラフである。図１１において、縦軸が鋼主桁部材１の材料の降伏点を示し、横軸が適用支間（限界となる支間長）を示している。
＜制約条件＞
Ａ：建築における許容たわみ：L（支間長）／200（道路橋示方書はL／500）まで許容。
Ｂ：復旧橋の自重に加え、道路橋示方書のB活荷重、及び質量27tの緊急車両が通過しても鋼主桁部材１は弾性挙動する（降伏しない）。
Ｃ：25ｔクレーンにより鋼主桁部材1本（支間長分）の架設が可能。
In said embodiment, it does not show in particular about the steel materials used for the steel main girder member 1 or the cross beam member 11. FIG. However, because the limit span length changes depending on the type of steel material, workability is affected. Therefore, the relationship between the type of steel and the span length was examined.
FIG. 11 determines the cross sections of the steel main girder member 1 and the cross girder member 11 under the constraint conditions A to C shown below, and the floor slab has a lining plate (a temporary floor slab used during construction). ) Is a graph showing the relationship between various materials and applicable spans (the span length that is the limit) when various materials are applied to the steel main girder member 1. In FIG. 11, the vertical axis indicates the yield point of the material of the steel main girder member 1, and the horizontal axis indicates the applicable span (the span length that is the limit).
<Restrictions>
A: Allowable deflection in construction: Allowed up to L (length between spans) / 200 (L / 500 for road bridge specifications).
B: In addition to the weight of the restoration bridge, the steel main girder member 1 behaves elastically (does not yield) even when the B live load in the road bridge specifications and an emergency vehicle with a mass of 27 tons pass.
C: One steel main girder member (for the span length) can be installed with a 25t crane.
図１１のグラフより、降伏点355N/mm2の鋼材を鋼主桁部材１に用いた場合、適用支間長は16mまでとなるのに比較して、降伏点500N/mm2の鋼材を鋼主桁部材１に用いた場合、適用支間長が20mまで伸びることが分かる。このことから、鋼主桁部材１には降伏点500N/mm2以上のものを用いるのが好ましい。 From the graph of FIG. 11, if the steel yield point 355N / mm 2 was used in the steel main beam member 1, applicable span length is compared to the up to 16m, steel steel principal yield point 500 N / mm 2 When used for the girder member 1, it can be seen that the applicable span length extends to 20 m. For this reason, it is preferable to use a steel main girder member 1 having a yield point of 500 N / mm 2 or more.
鋼主桁部材１の材質と、鋼主桁部材１の仮設方法及び適用支間の関係についても検討した。検討の結果を図１２に示す。
図１２の表は、材質と降伏強度及び適用支間及び架設方法を示している。例えば、鋼主桁部材１にSM400材を用いた場合については、予め鋼主桁2本と鋼横桁と全床版を1支間分組み立てたものを25tクレーンにより一括架設できる限界支間長が7m、予め鋼主桁2本と鋼横桁と全床版の半数を1支間分組み立てたものを25tクレーンにより一括架設できる限界支間長が9m、予め鋼主桁2本と鋼横桁を1支間分組み立てた桁組みを25tクレーンにより一括架設できる限界支間長が11mであることを示している。
なお、SM400が適用できれば、これよりも上位材質材であるSM490材以上の降伏強度の材料でも適用できるが、下位材質材が適用可能であればより経済的な下位材質材が選択されるものとして、下位材質材でも適用できる支間であればそれよりも上位の材質のものは煩雑さを避けるため記載を省略している。
ただし、主桁と横桁とで構成される桁組みの一括架設については、(1)経済性を優先する、(2)一括架設して施工速度を高めることを優先する、の両方の選択肢があるため記載した。
図１２から分かるように、鋼主桁2本と鋼横桁を1支間分組み立てた桁組みを25tクレーンにより一括架設するより早い架設方法が選択できる限界は支間長16mまでである。つまり、支間長が16m以下場合には、1支間分の桁組みを橋台１９の近傍で組み立てて、クレーンにより橋台１９に架設する方法が効率的である。
The material of the steel main girder member 1, the temporary method of the steel main girder member 1, and the relationship between the application branches were also examined. The result of the examination is shown in FIG.
The table of FIG. 12 shows the material, yield strength, applicable span, and installation method. For example, when SM400 material is used for the steel main girder member 1, the limit span length is 7m, which can be installed together with a 25t crane by assembling two steel main girders, a steel cross girder and a whole floor slab for one span. The maximum span length is 9m, which can be installed by a 25-ton crane, with two steel main girders and half of the steel cross girders and half of all floor slabs assembled for one span. It shows that the limit span length that can be installed in a lump by 25t crane is 11m.
If SM400 can be applied, it can be applied to materials with yield strength higher than SM490, which is a higher material, but if lower material is applicable, a more economical lower material is selected. If it is a branch that can be applied to the lower material, the material of the higher material is omitted in order to avoid complexity.
However, with regard to collective installation of girder structures composed of main and horizontal girders, there are two options: (1) priority is given to economy, and (2) priority is given to increase installation speed by installing them collectively. Because there is.
As can be seen from FIG. 12, the limit for selecting an earlier construction method in which a girder assembly consisting of two steel main girders and a steel transverse girder for one span is installed by a 25-ton crane is up to a span length of 16 m. That is, when the span length is 16 m or less, it is efficient to assemble a girder for one span in the vicinity of the abutment 19 and install it on the abutment 19 with a crane.
なお、プレキャスト床版設置工程においては、プレキャスト床版２４をレール付き鋼主桁７上で滑動させる際に、プレキャスト床版２４とレール付き鋼主桁部材７との滑動面（摩擦面）に発生する摩擦が工期に影響するため、摩擦抵抗を低減あるいは無くすことが望ましい。
そのための方法としては、例えば、低摩擦部材３７を用いる方法（図１３及び図１４参照）や、滑車３９を用いる方法（図１５〜図１７参照）がある。以下に、これらの方法について説明する。
In the precast floor slab installation process, when the precast floor slab 24 is slid on the steel main girder 7 with rail, the sliding surface (friction surface) between the precast floor slab 24 and the steel main girder member 7 with rail is generated. It is desirable to reduce or eliminate the frictional resistance because the friction to be affected affects the work period.
As a method therefor, for example, there are a method using a low friction member 37 (see FIGS. 13 and 14) and a method using a pulley 39 (see FIGS. 15 to 17). Hereinafter, these methods will be described.
まず、低摩擦部材３７を用いる方法について、図１３及び図１４に基づいて説明する。図１３は、プレキャスト床版２４の下面及び側面におけるレール付き鋼主桁部材７との滑動面に低摩擦部材３７を貼付した状態の斜視図であり、図１４はプレキャスト床版２４を滑動させる際のプレキャスト床版２４とレール付き鋼主桁部材７との配置関係を示した図である。 First, a method using the low friction member 37 will be described with reference to FIGS. 13 and 14. FIG. 13 is a perspective view of a state in which a low friction member 37 is attached to the sliding surface with the steel main girder member 7 with rails on the lower surface and the side surface of the precast floor slab 24. FIG. It is the figure which showed the arrangement | positioning relationship between the precast floor slab 24 and the steel main girder member 7 with a rail.
低摩擦部材３７を貼付したプレキャスト床版２４を図１４に示すように用いることで、プレキャスト床版２４の滑動時のプレキャスト床版２４の摩擦面における摩擦抵抗を低減でき、プレキャスト床版２４の設置の迅速化を実現できる。
低摩擦部材３７の貼付は、例えば、プレキャスト床版設置工程において、プレキャスト床版２４をレール付き鋼主桁のレール部材上に載置する前に行う（低摩擦部材貼付工程）。
なお、低摩擦部材３７としては、例えばテフロン（登録商標）板が挙げられる。
By using the precast floor slab 24 to which the low friction member 37 is attached as shown in FIG. 14, the frictional resistance on the friction surface of the precast floor slab 24 when the precast floor slab 24 is slid can be reduced. Can be speeded up.
For example, in the precast floor slab installation process, the low friction member 37 is attached before the precast floor slab 24 is placed on the rail member of the steel main girder with rail (low friction member application process).
In addition, as the low friction member 37, a Teflon (trademark) board is mentioned, for example.
次に、滑車３９を用いる方法の一例について、図１５〜図１７に基づいて説明する。
プレキャスト床版２４に滑車３９を設ける場合、運搬中や滑動後においてプレキャスト床版２４が動いてしまう恐れがあるので滑車３９はプレキャスト床版２４の底面に対して出没可能に設けて、滑車３９を使用しない時はプレキャスト床版２４内に格納できるようにするのが好ましい。
Next, an example of a method using the pulley 39 will be described with reference to FIGS.
When the pulley 39 is provided on the precast floor slab 24, the precast floor slab 24 may move during transportation or after sliding, so the pulley 39 is provided so as to be able to protrude and retract with respect to the bottom surface of the precast floor slab 24. When not in use, it is preferable that it can be stored in the precast floor slab 24.
図１５は、滑車３９を出没可能に設ける場合のプレキャスト床版２４の一例であり、プレキャスト床版２４の上方からの斜視図である。図１５に示すように、プレキャスト床版２４の四隅には、滑車３９を格納可能な大きさの滑車格納孔４１を設けており、この滑車格納孔４１内に滑車３９を出没可能に設ける。
滑車３９を出没させる出没機構４３としては、滑車３９を延縮可能なロッドに取り付け、該ロッドをボタン操作、ネジによる回転操作、あるいはレバー操作等によって延縮させるような機構が採用できる。
FIG. 15 is an example of the precast floor slab 24 when the pulley 39 is provided so as to be able to appear and retract, and is a perspective view from above of the precast floor slab 24. As shown in FIG. 15, pulley storage holes 41 of a size capable of storing the pulleys 39 are provided at the four corners of the precast floor slab 24, and the pulleys 39 are provided in the pulley storage holes 41 so as to be able to appear and retract.
As the retracting mechanism 43 for retracting and retracting the pulley 39, a mechanism in which the pulley 39 is attached to an extendable / retractable rod and the rod is extended / retracted by a button operation, a screw rotation operation, a lever operation, or the like can be employed.
出没機構４３の一例を図１６に示す。図１６は、出没機構４３の動作説明をする図であり、図１６（ａ）が運搬時、図１６（ｂ）が滑動時、図１６（ｃ）が滑動後の状態を表している。
図１６の出没機構４３は、図１６（ｂ）の点線の丸で囲んだ部分の拡大図に示すように操作部４３ｂを回転することでロッド４３ｂが延出又は縮退して滑車３９を出没できるようになっている。
このような出没機構４３を用いれば、運搬時は図１６（ａ）に示すように滑車格納孔４１内に滑車３９を格納しておき、滑動時には図１６（ｂ）に示すように引き出し、滑動後にはまた滑車格納孔４１内に格納することができる。
An example of the appearance mechanism 43 is shown in FIG. 16A and 16B are diagrams for explaining the operation of the retracting mechanism 43. FIG. 16A shows a state after transportation, FIG. 16B shows a state of sliding, and FIG. 16C shows a state after the sliding.
As shown in the enlarged view of the part circled by the dotted line in FIG. 16 (b), the retracting mechanism 43 of FIG. 16 can rotate the operating portion 43b so that the rod 43b extends or retracts so that the pulley 39 can appear and retract. It is like that.
When such a retracting mechanism 43 is used, during transportation, the pulley 39 is stored in the pulley storage hole 41 as shown in FIG. 16A, and when sliding, the pulley 39 is pulled out and slid as shown in FIG. 16B. Later, it can be stored in the pulley storage hole 41 again.
滑車３９が設けられたプレキャスト床版２４は、プレキャスト床版設置工程において、プレキャスト床版２４をレール付き鋼主桁のレール部材上に載置する前に予め滑車３９を引き出して（滑車引出工程）使用する。
滑車３９が引き出された状態のプレキャスト床版２４は摩擦抵抗が極めて小さいため、レール付き鋼主桁部材７上を円滑に滑動することが出来る（図１７（ａ）参照）。滑動後は、滑車３９をプレキャスト床版２４内に格納することにより（滑車収納工程）、プレキャスト床版２４をレール付き鋼主桁部材７に安定して載置でき、この状態でプレキャスト床版２４が設置される（図１７（ｂ）参照）。
なお、このように滑車３９を備えたプレキャスト床版２４の場合には、ウインチを使用せずに人力によってプレキャスト床版設置工程を行うことも可能である。
The precast floor slab 24 provided with the pulley 39 is pulled out in advance in the precast floor slab installation step before the precast floor slab 24 is placed on the rail member of the steel main girder with rail (pulley pulling step). use.
Since the precast slab 24 with the pulley 39 pulled out has a very small frictional resistance, it can smoothly slide on the steel main girder member 7 with rail (see FIG. 17A). After sliding, by storing the pulley 39 in the precast floor slab 24 (pulley housing step), the precast floor slab 24 can be stably placed on the steel main girder member 7 with rail, and in this state the precast floor slab 24 Is installed (see FIG. 17B).
In the case of the precast floor slab 24 provided with the pulley 39 as described above, the precast floor slab installation process can be performed manually without using a winch.
なお、上記では、低摩擦部材３７をプレキャスト床版２４に貼付した例について説明したが、横桁部材１１の添接板１３におけるレール付き鋼主桁部材７との滑動面に低摩擦部材３７を貼付するようにしてもよい。このようにすれば、横桁取付工程を円滑に行うことができる。なお、低摩擦部材３７の貼付は、例えば横桁部材準備工程で行うようにすればよい。 In addition, although the example which stuck the low friction member 37 to the precast floor slab 24 was demonstrated above, the low friction member 37 is attached to the sliding surface with the steel main girder member 7 with a rail in the attachment plate 13 of the cross beam member 11. You may make it stick. If it does in this way, a cross beam attachment process can be performed smoothly. In addition, what is necessary is just to perform sticking of the low friction member 37 at a cross beam member preparation process, for example.
１ 鋼主桁部材
１ａ ウェブ
１ｂ 上フランジ
１ｃ 下フランジ
３ レール部材
５ 横桁取付板
７ レール付き鋼主桁部材
９ ボルト孔
１１ 横桁部材
１３ 添接板
１５ ボルト
１７ 添接板付き横桁部材
１９ 橋台
２１ 接合板
２３ ボルト
２４ プレキャスト床版
２５ 鋼板
２７ 垂直面
２９ 端板
３１ 足場板
３３ クレーン
３５ 仮設橋
３７ 低摩擦部材
３９ 滑車
４１ 滑車格納孔
４３ 出没機構
４３ａ 操作部
４３ｂ ロッド
DESCRIPTION OF SYMBOLS 1 Steel main girder member 1a Web 1b Upper flange 1c Lower flange 3 Rail member 5 Horizontal girder mounting plate 7 Steel main girder member with rail 9 Bolt hole 11 Cross girder member 13 Attachment plate 15 Bolt 17 Cross girder member with attachment plate 19 Abutment 21 Joint plate 23 Bolt 24 Precast floor slab 25 Steel plate 27 Vertical surface 29 End plate 31 Scaffold plate 33 Crane 35 Temporary bridge 37 Low friction member 39 Pulley 41 Pulley storage hole 43 Intrusion mechanism 43a Operation portion 43b Rod
Claims (13)
前記鋼主桁部材のウェブに桁軸方向に延びるレール部材を固定すると共に、該レール部材の下方に所定の間隔で横桁取付板を取り付けた複数のレール付き鋼主桁部材を準備するレール付き鋼主桁部材準備工程と、
一対の前記レール付き鋼主桁部材を所定間隔離して配置するレール付き鋼主桁部材配置工程と、
横桁部材を、横桁取付板を介して前記レール付き鋼主桁部材に接合する横桁接合工程と、
前記レール付き鋼主桁のレール部材上にプレキャスト床版の幅方向両端部を載置し、該プレキャスト床版を該レール付き鋼主桁の軸方向に順次滑動させて設置するプレキャスト床版設置工程とを備えたことを特徴とする仮設橋の施工方法。 A construction method for a temporary bridge using a steel main girder member provided with an upper flange, a lower flange, and a web formed between the upper and lower flanges,
With rails for preparing a plurality of steel main girder members with rails, in which a rail member extending in the direction of the girder axis is fixed to the web of the steel main girder member, and a transverse girder mounting plate is attached below the rail members at a predetermined interval Steel main girder member preparation process,
A steel main girder member arrangement step with rails that arranges the pair of steel main girder members with rails separated by a predetermined distance; and
A cross beam joining step of joining a cross beam member to the steel main girder member with a rail via a cross beam mounting plate;
A precast floor slab installation step in which both ends in the width direction of the precast floor slab are placed on the rail member of the steel main girder with rail, and the precast floor slab is sequentially slid in the axial direction of the steel main girder with rail. A temporary bridge construction method characterized by comprising:
前記添接板付き横桁部材を、該添接板を前記レール付き鋼主桁部材の前記レール部材上に載置し、レール付き鋼主桁部材の軸方向に滑動させて、前記横桁取付板の位置に配置する横桁部材配置工程と、
前記添接板を取り外し、前記横桁部材を前記横桁取付板に接合する横桁部材接合工程とを備えてなることを特徴とする請求項１乃至４のいずれか一項に記載の仮設橋の施工方法。 The cross-girder attaching step prepares a cross-girder member with attachment plate for preparing a cross-girder member with attachment plate detachably attached to the upper surface of both ends of the cross-girder member;
The cross girder member with attachment plate is mounted on the cross girder by placing the attachment plate on the rail member of the steel main girder member with rail and sliding it in the axial direction of the steel main girder member with rail. A cross-girder member placing step to be placed at the position of the plate;
The temporary bridge according to any one of claims 1 to 4, further comprising: a cross-girder member joining step of removing the attachment plate and joining the cross-girder member to the cross-girder mounting plate. Construction method.
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