JP2018115427A - Construction method of roof frame - Google Patents

Construction method of roof frame Download PDF

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JP2018115427A
JP2018115427A JP2017005214A JP2017005214A JP2018115427A JP 2018115427 A JP2018115427 A JP 2018115427A JP 2017005214 A JP2017005214 A JP 2017005214A JP 2017005214 A JP2017005214 A JP 2017005214A JP 2018115427 A JP2018115427 A JP 2018115427A
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roof frame
frame
column
support
jacks
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JP6878898B2 (en
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恒則 原田
Tsunenori Harada
恒則 原田
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Obayashi Corp
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Abstract

PROBLEM TO BE SOLVED: To suppress an eccentric bending load generating to a column supporting an overhang roof frame.SOLUTION: In a construction method of a roof frame, the roof frame 4 is field-assembled so as to extend the roof frame 4 outward from an erected column 2, outputs of jacks 61, 62 installed on both sides of the column 2 are set equal to each other, the roof frame 4 is lifted up by the jacks 61, 62 on both sides of the column 2, and after lifting up the roof frame 4, the outputs of the jacks 61, 62 are removed in a state of supporting the roof frame 4 by support frames 21, 22 installed on both sides of the column 2, to thereby receive the load of the roof frame 4 by the support frames 21, 22 in place of the jacks 61, 62.SELECTED DRAWING: Figure 10

Description

本発明は、屋根架構を施工する方法に関する。   The present invention relates to a method for constructing a roof frame.

屋根を施工する方法として、リフトアップ工法が知られている（特許文献１参照）。特許文献１に記載のリフトアップ工法では、まず、ドーム形状の屋根架構を地組するとともに、本設の下部構造体の外周部分と内周柱を屋根架構の外周部近傍の地面に立設する。その下部構造体の外周部分及び内周柱の上端に仮設構台を設置するとともに、仮設構台の中央部上にセンターホールジャッキを設置する。その後、センターホールジャッキから吊上げロッドを下部構造体の外周部分と内周柱の間に垂下させて、吊上げロッドの下端を屋根架構の外周部に連結する。そして、センターホールジャッキによって屋根架構を下部構造体の外周部分及び内周柱の上端にまでリフトアップした後、完成させた下部構造体の上端に屋根架構の外周部を固定する。   A lift-up method is known as a method for constructing a roof (see Patent Document 1). In the lift-up method described in Patent Document 1, first, a dome-shaped roof frame is grounded, and the outer peripheral portion and inner peripheral column of the main lower structure are erected on the ground near the outer peripheral portion of the roof frame. . A temporary gantry is installed on the outer peripheral portion of the lower structure and the upper end of the inner peripheral column, and a center hole jack is installed on the center of the temporary gantry. Thereafter, the lifting rod is suspended from the center hole jack between the outer peripheral portion of the lower structure and the inner peripheral column, and the lower end of the lifting rod is connected to the outer peripheral portion of the roof frame. Then, after the roof frame is lifted up to the outer peripheral part of the lower structure and the upper end of the inner peripheral column by the center hole jack, the outer peripheral part of the roof frame is fixed to the upper end of the completed lower structure.

特開平１０−２８０５４３号公報Japanese Patent Laid-Open No. 10-280543

ところで、屋根架構が張出屋根の架構である場合、屋根架構の外周部がそれを支持する支柱の外側に張り出すので、屋根架構のうち支柱よりも外側の部分と内側の部分では応力状態が不均衡になる。つまり、屋根架構から支柱に作用する荷重は支柱の内側の部分と外側の部分で相違するので、支柱には偏心曲げ荷重が作用する。   By the way, when the roof frame is an overhanging roof frame, the outer peripheral part of the roof frame projects outside the column supporting the roof frame, so that the stress state is in the outer part and the inner part of the roof frame. It becomes imbalanced. In other words, since the load acting on the column from the roof frame is different between the inner part and the outer part of the column, an eccentric bending load acts on the column.

本発明は、上記事情に鑑みてなされたものであり、張出屋根架構を支持する支柱に発生する偏心曲げ荷重を抑制することを目的とする。   This invention is made | formed in view of the said situation, and it aims at suppressing the eccentric bending load generate | occur | produced in the support | pillar which supports a protruding roof frame.

以上の課題を解決するための発明は、立設した支柱から外側に屋根架構を張り出すように前記屋根架構を地組し、前記支柱の両側の上方に設置されたジャッキの出力を互いに等しくして、前記支柱の両側において前記ジャッキによって前記屋根架構を引き揚げ、前記屋根架構の引き揚げ後に、前記支柱の両側部に設置した支持架台によって前記屋根架構を支持した状態で前記ジャッキの出力を除荷することによって、前記屋根架構の荷重を前記ジャッキから前記支持架台に受け替えることを特徴とする屋根架構の施工方法である。   In the invention for solving the above-mentioned problems, the roof frame is laid so that the roof frame projects outward from the upright column, and the outputs of the jacks installed above both sides of the column are made equal to each other. The roof frame is lifted by the jack on both sides of the column, and after the roof frame is lifted, the output of the jack is unloaded while the roof frame is supported by the support frame installed on both sides of the column. Thus, the roof frame construction method is characterized in that the load of the roof frame is transferred from the jack to the support frame.

好ましくは、前記支持架台の設置位置が前記屋根架構の下側であり、前記屋根架構を前記支持架台によって下から支持する。   Preferably, the installation position of the support frame is below the roof frame, and the roof frame is supported from below by the support frame.

以上によれば、屋根架構の引き揚げ中に対のジャッキの出力が互いに等しいので、対のジャッキが屋根架構の荷重を等しく負担する。そして、屋根架構の引き揚げ後に、支柱の両側部に設置した対の支持架台によって屋根架構をその下側から支持した状態で対のジャッキの出力を除荷して、屋根架構の荷重を対のジャッキから対の支持架台に受け替えると、対の支持架台が屋根架構の荷重を等しく負担することになる。それゆえ、屋根架構の荷重が支柱の両側に等しく作用するので、支柱には偏心曲げ荷重が発生しない。よって、支柱が安定して起立する。   According to the above, since the outputs of the pair of jacks are equal to each other during the lifting of the roof frame, the pair of jacks bear the load of the roof frame equally. After the roof frame is lifted, the output of the pair of jacks is unloaded while the roof frame is supported from the lower side by the pair of support frames installed on both sides of the column, and the load of the roof frame is transferred to the pair of jacks. If it replaces with a pair of support frame, a pair of support frame will bear the load of a roof frame equally. Therefore, since the load of the roof frame acts equally on both sides of the column, no eccentric bending load is generated on the column. Therefore, the support column stands stably.

好ましくは、前記屋根架構の引き揚げ後であって前記ジャッキの出力の除荷の前に、前記屋根架構と前記支持架台との間に隙間埋め材を設ける。   Preferably, a gap filling material is provided between the roof frame and the support frame after the roof frame is lifted and before unloading of the output of the jack.

以上によれば、屋根架構の下に隙間が形成されたり、屋根架構の下面が支持架台の上面に対して斜めになった状態でも、屋根架構の荷重を隙間受け材を介して支持架台に受け替えることができる。   According to the above, even when a gap is formed under the roof frame or the lower surface of the roof frame is inclined with respect to the upper surface of the support frame, the load on the roof frame is received by the support frame via the gap receiving material. Can be replaced.

好ましくは、前記屋根架構の引き揚げ後であって前記ジャッキの出力の除荷の前に、前記支持架台と前記屋根架構との間に免震支承を設置する。
以上によれば、支持架台と屋根架構との間に免震支承を設置することによって、地震時には地盤の揺れが屋根架構に伝達し難い。 Preferably, a seismic isolation bearing is installed between the support frame and the roof frame after the roof frame is lifted and before unloading the output of the jack.
According to the above, by installing the seismic isolation bearing between the support frame and the roof frame, it is difficult for the ground shaking to be transmitted to the roof frame during an earthquake.

本発明によれば、屋根架構の荷重が支柱の両側に等しく作用するので、支柱の偏心曲げ荷重を抑制することができる。   According to the present invention, since the load of the roof frame acts equally on both sides of the column, the eccentric bending load of the column can be suppressed.

図１は、大スパン構造物の正面図である。FIG. 1 is a front view of a large span structure. 図２は、大スパン構造物の平面図である。FIG. 2 is a plan view of the large span structure. 図３は、図２に示すIII−IIIに沿った断面の拡大図である。FIG. 3 is an enlarged view of a cross section taken along III-III shown in FIG. 図４は、屋根架構の施工における一工程を説明するための正面図である。FIG. 4 is a front view for explaining one process in the construction of the roof frame. 図５は、図４に示す工程の後の工程を説明するための拡大断面図である。FIG. 5 is an enlarged cross-sectional view for explaining a step after the step shown in FIG. 図６は、図５に示す工程の後の工程を説明するための正面図である。FIG. 6 is a front view for explaining a step after the step shown in FIG. 図７は、図６に示す工程の後の工程を説明するための正面図である。FIG. 7 is a front view for explaining a step after the step shown in FIG. 図８は、図７に示す工程の後の工程を説明するための正面図である。FIG. 8 is a front view for explaining a step after the step shown in FIG. 図９は、図８に示す工程の後の工程を説明するための正面図である。FIG. 9 is a front view for explaining a step after the step shown in FIG. 図１０は、図９に示す工程の後の工程を説明するための正面図である。FIG. 10 is a front view for explaining a step after the step shown in FIG. 図１１は、図１０に示す工程の後の工程を説明するための拡大断面図である。FIG. 11 is an enlarged cross-sectional view for explaining a step after the step shown in FIG. 図１２は、変形例における拡大断面図である。FIG. 12 is an enlarged cross-sectional view of a modified example. 図１３は、変形例における屋根架構の地組工程を説明するための正面図である。FIG. 13: is a front view for demonstrating the construction process of the roof frame in a modification. 図１４は、変形例における屋根架構の引き揚げ工程を説明するための正面図である。FIG. 14 is a front view for explaining a lifting process of the roof frame in the modified example. 図１５は、変形例における拡大断面図である。FIG. 15 is an enlarged cross-sectional view of a modified example. 図１６は、変形例における拡大断面図である。FIG. 16 is an enlarged cross-sectional view of a modified example.

以下、図面を参照して、本発明の実施形態について説明する。但し、以下に述べる実施形態には、本発明を実施するために技術的に好ましい種々の限定が付されているが、本発明の範囲を以下の実施形態及び図示例に限定するものではない。   Embodiments of the present invention will be described below with reference to the drawings. However, the embodiments described below are given various technically preferable limitations for carrying out the present invention, but the scope of the present invention is not limited to the following embodiments and illustrated examples.

１． 大スパン構造物
図１は大スパン構造物の正面図であり、図２は大スパン構造物の平面図であり、図３は図２に示すIII−IIIに沿った面を矢印方向に見て示した概略拡大断面図である。図１及び図２に示すように、大スパン構造物は、基礎上に立設された支柱２，２，３，３と、支柱２，２，３，３によって支持された屋根架構４等を備える。 1. FIG. 1 is a front view of a large span structure, FIG. 2 is a plan view of the large span structure, and FIG. 3 is a view taken along the line III-III shown in FIG. It is the general | schematic expanded sectional view shown. As shown in FIGS. 1 and 2, the large-span structure has columns 2, 2, 3, 3 standing on the foundation and a roof frame 4 supported by the columns 2, 2, 3, 3. Prepare.

支柱２，２，３，３は、鉄骨材を組み立ててなるトラス構造により構成されている。なお、支柱２，２，３，３が鉄筋コンクリート造又は鉄骨鉄筋コンクリート造であってもよい。   The support columns 2, 2, 3, and 3 are configured by a truss structure formed by assembling steel frames. The struts 2, 2, 3, and 3 may be reinforced concrete or steel reinforced concrete.

支柱２，２が並列され、支柱３，３が支柱２，２の列と平行となるように並列され、これら支柱２，２，３，３が上から見て正方形又は長方形の角の位置に配置されている。以下では、支柱２，２の列方向及び支柱３，３の列方向を桁行方向といい、桁行方向に対して直交する水平方向を梁行方向という。   The support columns 2 and 2 are arranged in parallel, and the support columns 3 and 3 are arranged in parallel so as to be in parallel with the columns of the support columns 2 and 2. Has been placed. Hereinafter, the column direction of the columns 2 and 2 and the column direction of the columns 3 and 3 are referred to as a column direction, and a horizontal direction orthogonal to the column direction is referred to as a beam row direction.

屋根架構４は、鉄骨材を組み立ててなるトラス構造により構成されている。屋根架構４は、支柱２，２，３，３によって規定される直方体型又は立方体型の内部空間よりも外側に張り出した張出屋根である。図１に示す例では、屋根架構４が平屋根の架構である。なお、屋根架構４は、中央部が上方に膨出したドーム状であるか、又は梁行方向中央部が上方に膨出したアーチ状に設けられてもよい。   The roof frame 4 is configured by a truss structure formed by assembling steel frames. The roof frame 4 is an overhanging roof that projects outward from a rectangular parallelepiped or cubic internal space defined by the columns 2, 2, 3, and 3. In the example shown in FIG. 1, the roof frame 4 is a flat roof frame. In addition, the roof frame 4 may be provided in a dome shape in which the central portion bulges upward, or may be provided in an arch shape in which the central portion in the beam row direction bulges upward.

図２に示すように、屋根架構４の４つの角部の内側の部位には、鉄骨材の無い中空部４ａ，４ａ，４ｂ，４ｂが設けられている。支柱２，２，３，３が中空部４ａ，４ａ，４ｂ，４ｂ内に配置され、支柱２，２，３，３が屋根架構４の鉄骨材によって囲繞されている。図３に示すように、中空部４ａの内面にはゴム弾性材等からなる複数の緩衝材５，５が設けられ、中空部４ｂの内面にも複数の緩衝材６，６が設けられている。   As shown in FIG. 2, hollow portions 4 a, 4 a, 4 b, 4 b without a steel frame material are provided in portions inside the four corners of the roof frame 4. The support columns 2, 2, 3, 3 are disposed in the hollow portions 4 a, 4 a, 4 b, 4 b, and the support columns 2, 2, 3, 3 are surrounded by the steel frame of the roof frame 4. As shown in FIG. 3, a plurality of buffer materials 5 and 5 made of a rubber elastic material or the like are provided on the inner surface of the hollow portion 4a, and a plurality of buffer materials 6 and 6 are also provided on the inner surface of the hollow portion 4b. .

図３に示すように、支柱２の上部の梁行方向両側には支持架台２１，２２が設置されている。支持架台２１，２２は支柱２から屋根架構４の鉄骨材の下に張り出しており、屋根架構４が支持架台２１，２２によって支持されている。具体的には、支持架台２１，２２上に免震支承２３，２４が設置され、免震支承２３，２４上に屋根架構４が設置されている。ここで、屋根架構４の鉄骨材と免震支承２３，２４の上側のフランジとの間の隙間にグラウト（隙間埋め材）２５，２６が充填されている。同様にして、支持架台３１，３２が支柱３の上部の梁行方向両側に設置され、屋根架構４がグラウト（隙間埋め材）３５，３６及び免震支承３３，３４を介して支持架台３１，３２によって支持されている。   As shown in FIG. 3, support bases 21 and 22 are installed on both sides of the upper portion of the column 2 in the beam direction. The support frames 21 and 22 project from the support column 2 below the steel frame of the roof frame 4, and the roof frame 4 is supported by the support frames 21 and 22. Specifically, the seismic isolation bearings 23 and 24 are installed on the support bases 21 and 22, and the roof frame 4 is installed on the seismic isolation bearings 23 and 24. Here, grouts (gap filling materials) 25 and 26 are filled in a gap between the steel frame material of the roof frame 4 and the upper flanges of the seismic isolation bearings 23 and 24. Similarly, the support frames 31 and 32 are installed on both sides in the beam direction in the upper part of the support column 3, and the roof frame 4 is supported via the grouts (gap filling materials) 35 and 36 and the seismic isolation bearings 33 and 34. 32.

免震支承２３，２４，３３，３４は、上下一対の対向フランジの間にゴム層と鋼板が交互に積層されたものである。免震支承２３，２４，３３，３４が水平方向の振動について屋根架構４と支柱２，２，３，３を絶縁し、免震支承２３，２４，３３，３４によって屋根架構４が水平方向に移動可能に支持されている。   The seismic isolation bearings 23, 24, 33, 34 are formed by alternately laminating rubber layers and steel plates between a pair of upper and lower opposed flanges. The seismic isolation bearings 23, 24, 33, and 34 insulate the roof frame 4 and the columns 2, 2, 3, and 3 with respect to horizontal vibration, and the roof frame 4 is horizontally oriented by the seismic isolation bearings 23, 24, 33, and 34. It is supported movably.

屋根架構４が支柱２から梁行方向に張り出す長さは支柱２と支柱３との間の間隔の２分の１よりも短いにも関わらず、支持架台２１，２２は屋根架構４の荷重をほぼ等しく負担する。支持架台３１，３２も屋根架構４の荷重をほぼ等しく負担する。そのため、支柱２，３を安定して起立させることができる。   Although the length of the roof frame 4 projecting from the column 2 in the beam direction is shorter than half of the distance between the column 2 and the column 3, the support frames 21 and 22 are loaded on the roof frame 4. Almost equally. The support frames 31 and 32 also bear the load of the roof frame 4 almost equally. Therefore, the support columns 2 and 3 can be stably raised.

なお、支柱２，２，３，３は桁行方向に２列、梁行方向に２列で配列されているが、更に多くの支柱が桁行方向に３列以上、梁行方向に２列で配列されていて、屋根架構４がそれら支柱に支持されていてもよい。   The columns 2, 2, 3, and 3 are arranged in two columns in the column direction and two columns in the beam direction, but more columns are arranged in three columns or more in the column direction and two columns in the beam direction. Moreover, the roof frame 4 may be supported by these support columns.

２． 屋根架構の施工方法及び大スパン構造物の構築方法
図４に示すように、まず、本設の支柱２，２，３，３を構築する。この際、支柱２と支柱２を桁行方向に並列させ、支柱３と支柱３も桁行方向に並列させ、支柱２と支柱３を梁行方向に並列させるので、これら支柱２，２，３，３を上から見て正方形又は長方形の角の位置に構築する。 2. 4. Construction method of roof frame and construction method of large span structure As shown in FIG. 4, first, the main columns 2, 2, 3, and 3 are constructed. At this time, the support column 2 and the support column 2 are juxtaposed in the column direction, the support column 3 and the support column 3 are also arranged in the row direction, and the support column 2 and the support column 3 are arranged in parallel in the beam direction. Is constructed at the corner of a square or rectangle as seen from above.

また、これら支柱２，２，３，３によって囲まれた領域の内側やその外側に、複数の架台５０を間隔を隔てて立設する。ここで、これら架台５０の頭部が支柱２，２と支柱３，３との間の中央部において盛り上がったアーチ形状にほぼ揃うような高さに架台５０を構築する。このアーチ形状は、支柱２，２，３，３上に設置後の屋根架構４の自重により屋根架構４の撓みを考慮したものである。   In addition, a plurality of mounts 50 are erected at intervals inside or outside the area surrounded by the columns 2, 2, 3, and 3. Here, the gantry 50 is constructed at such a height that the heads of these gantry 50 are substantially aligned with the arch shape raised in the center between the columns 2 and 2 and the columns 3 and 3. This arch shape takes into account the bending of the roof frame 4 due to the weight of the roof frame 4 after installation on the columns 2, 2, 3, 3.

次に、屋根架構４を架台５０上に支持させるように、アーチ状の屋根架構４を地組する。この際、屋根架構４のうち支柱２，２，３，３に対応する部位には、鉄骨材の無い中空部４ａ，４ａ，４ｂ，４ｂを設け、中空部４ａ，４ａ，４ｂ，４ｂ内の支柱２，２，３，３を屋根架構４の鉄骨材によって囲繞する。   Next, the arch-shaped roof frame 4 is grounded so that the roof frame 4 is supported on the frame 50. At this time, the portions corresponding to the columns 2, 2, 3, and 3 of the roof frame 4 are provided with hollow portions 4a, 4a, 4b, and 4b having no steel frame material, and the hollow portions 4a, 4a, 4b, and 4b The columns 2, 2, 3, and 3 are surrounded by the steel frame of the roof frame 4.

次に、図５に示すように、屋根架構４の下側且つ支柱２の梁行方向両側に支持架台２１，２２及び免震支承２３，２４を準備して、支持架台２１，２２及び免震支承２３，２４を屋根架構４に仮組みする。例えば支持架台２１，２２及び免震支承２３，２４を吊り材によって屋根架構４から吊り下げるように仮組みする。ここで、中空部４ａの下に支持架台２１，２２及び免震支承２３，２４をはみ出さないように、支持架台２１，２２及び免震支承２３，２４を屋根架構４の下に仮組みする。同様に、屋根架構４の下側且つ支柱３の梁行方向両側の位置に支持架台３１，３２及び免震支承３３，３４を屋根架構４の下に仮組みする。   Next, as shown in FIG. 5, the support frames 21 and 22 and the seismic isolation bearings 23 and 24 are prepared on the lower side of the roof frame 4 and on both sides in the beam direction of the support column 2. The bearings 23 and 24 are temporarily assembled to the roof frame 4. For example, the support bases 21 and 22 and the seismic isolation bearings 23 and 24 are temporarily assembled so as to be suspended from the roof frame 4 by a suspension material. Here, the support bases 21 and 22 and the seismic isolation bearings 23 and 24 are temporarily assembled under the roof frame 4 so that the support bases 21 and 22 and the base isolation supports 23 and 24 do not protrude below the hollow portion 4a. . Similarly, support frames 31 and 32 and seismic isolation bearings 33 and 34 are temporarily assembled below the roof frame 4 at positions below the roof frame 4 and on both sides of the column 3 in the beam direction.

また、中空部４ａの内面に複数の緩衝材５，５…を取り付け、中空部４ｂの内面にも複数の緩衝材６，６…を取り付ける。   Further, a plurality of buffer materials 5, 5... Are attached to the inner surface of the hollow portion 4a, and a plurality of buffer materials 6, 6,.

次に、図６に示すように、支柱２の上端に仮設構台６０を設置し、センターホールジャッキ等のジャッキ６１，６２を仮設構台６０に設置する。ジャッキ６１，６２の設置位置は、支柱２の梁行方向両側の上方である。より具体的には、ジャッキ６１，６２の設置位置は、完成後の支持架台２１，２２の位置（図１参照）の直上である。同様に、支柱３の上に仮設構台７０及びジャッキ７１，７２を設置する。   Next, as shown in FIG. 6, a temporary gantry 60 is installed at the upper end of the column 2, and jacks 61 and 62 such as a center hole jack are installed on the temporary gantry 60. The installation positions of the jacks 61 and 62 are above the both sides of the column 2 in the beam direction. More specifically, the installation positions of the jacks 61 and 62 are directly above the positions of the support bases 21 and 22 after completion (see FIG. 1). Similarly, a temporary gantry 70 and jacks 71 and 72 are installed on the column 3.

次に、ロッド（吊り材）６３，６４をジャッキ６１，６２にセッティングするとともに、ロッド６３，６４をジャッキ６１，６２から支柱２の梁行方向両側に垂下させる。そして、ロッド６３，６４を支柱２の梁行方向両側において屋根架構４に連結する。具体的には、ロッド６３，６４の下端を屋根架構４の上端に連結する。同様に、ロッド（吊り材）７３，７４によってジャッキ７１，７２と屋根架構４を連結する。
なお、ロッド６３，６４，７３，７４を屋根架構４の鉄骨材の間に通して、ロッド６３，６４，７３，７４の下端を屋根架構４の下端に連結してもよいし、ロッド６３，６４，７３，７４の下端を屋根架構４の上端と下端の間の位置の鉄骨材に連結してもよい。また、ロッド６３，６４，７３，７４を屋根架構４の鉄骨材の間に通して、ロッド６３，６４，７３，７４の下端に台座を設け、屋根架構４の下から台座によって屋根架構４を支持してもよい。 Next, the rods (suspending members) 63 and 64 are set to the jacks 61 and 62, and the rods 63 and 64 are suspended from the jacks 61 and 62 to both sides of the column 2 in the beam direction. Then, the rods 63 and 64 are connected to the roof frame 4 on both sides of the column 2 in the beam direction. Specifically, the lower ends of the rods 63 and 64 are connected to the upper end of the roof frame 4. Similarly, the jacks 71 and 72 and the roof frame 4 are connected by rods (suspending members) 73 and 74.
The rods 63, 64, 73, 74 may be passed between the steel frames of the roof frame 4, and the lower ends of the rods 63, 64, 73, 74 may be connected to the lower end of the roof frame 4, or the rods 63, You may connect the lower end of 64,73,74 to the steel frame of the position between the upper end of the roof frame 4, and a lower end. Further, the rods 63, 64, 73, 74 are passed between the steel frames of the roof frame 4, a pedestal is provided at the lower end of the rods 63, 64, 73, 74, and the roof frame 4 is formed by the pedestal from the bottom of the roof frame 4. You may support.

次に、油圧装置によってジャッキ６１，６２，７１，７２に油圧を供給して、ジャッキ６１，６２，７１，７２の出力（ロッド６３，６４，７３，７４を引き揚げる力）を漸増させると、ロッド６３，６４，７３，７４の張力が漸増する。この際、ジャッキ６１，６２，７１，７２の出力を何れのジャッキ６１，６２，７１，７２でも互いに等しく制御する。   Next, when hydraulic pressure is supplied to the jacks 61, 62, 71, 72 by the hydraulic device and the output of the jacks 61, 62, 71, 72 (the force for lifting the rods 63, 64, 73, 74) is gradually increased, the rods The tensions 63, 64, 73, and 74 gradually increase. At this time, the outputs of the jacks 61, 62, 71, 72 are equally controlled by any of the jacks 61, 62, 71, 72.

ジャッキ６１，６２，７１，７２の出力が或る値にまで上昇すると、図７に示すように屋根架構４が梁行方向両側部から浮き始める。つまり、屋根架構４の上への変形量は、梁行方向中央部から両側部に向かって漸増することになる。これは、ジャッキ６１，６２，７１，７２は出力が何れも等しく、ジャッキ６１，６２，７１，７２が屋根架構４の荷重を等しく負担するためである。   When the outputs of the jacks 61, 62, 71, 72 rise to a certain value, the roof frame 4 starts to float from both sides in the beam direction as shown in FIG. That is, the amount of deformation on the roof frame 4 gradually increases from the center in the beam direction toward both sides. This is because the jacks 61, 62, 71, 72 all have the same output, and the jacks 61, 62, 71, 72 bear the load of the roof frame 4 equally.

その後のジャッキ６１，６２，７１，７２の出力の上昇に伴って、屋根架構４のアーチ形状の曲率が漸減する。そして、ジャッキ６１，６２，７１，７２の出力が或る値にまで上昇すると、図８に示すように屋根架構４の梁行方向中央部も浮き上がる。   As the output of the jacks 61, 62, 71, 72 thereafter increases, the curvature of the arch shape of the roof frame 4 gradually decreases. Then, when the outputs of the jacks 61, 62, 71, 72 rise to a certain value, the center part in the beam direction of the roof frame 4 also rises as shown in FIG.

その後、何れのジャッキ６１，６２，７１，７２にも等しい油圧を供給し続けることによって、何れのジャッキ６１，６２，７１，７２も出力が等しい状態が維持される。そのため、屋根架構４の曲率をほぼ一定に保った状態で屋根架構４をジャッキ６１，６２，７１，７２によってリフトアップすることができる。なお、リフトアップ中の屋根架構４の曲率は完成後の屋根架構４の曲率にほぼ等しい。
支持架台２１，２２，３１，３２及び免震支承２３，２４，３３，３４も屋根架構４に追従して上昇される。 After that, by continuously supplying the same hydraulic pressure to any jack 61, 62, 71, 72, the output of any jack 61, 62, 71, 72 is maintained equal. Therefore, the roof frame 4 can be lifted up by the jacks 61, 62, 71, 72 while keeping the curvature of the roof frame 4 substantially constant. Note that the curvature of the roof frame 4 during lift-up is substantially equal to the curvature of the roof frame 4 after completion.
The support frames 21, 22, 31, 32 and the seismic isolation bearings 23, 24, 33, 34 are also raised following the roof frame 4.

そして、図９に示すように、屋根架構４を支柱２，２，３，３の上部にまで引き揚げたら、屋根架構４の上昇を停止させる。この際も、何れのジャッキ６１，６２，７１，７２も出力を等しく制御して、屋根架構４の荷重をジャッキ６１，６２，７１，７２に等しく負担させる。   And as shown in FIG. 9, if the roof frame 4 is pulled up to the upper part of support | pillar 2,2,3,3, the raise of the roof frame 4 will be stopped. At this time, the outputs of all the jacks 61, 62, 71, 72 are controlled equally, and the load on the roof frame 4 is equally borne by the jacks 61, 62, 71, 72.

次に、支持架台２１，２２と屋根架構４の仮止めを解除して、図１０に示すように支持架台２１，２２を支柱２の上部の梁行方向両側部に固定する。この際、屋根架構４の下面の形状に合わせて支持架台２１，２２の設置高さを調整することによって、免震支承２３，２４の高さ程度の間隔を支持架台２１，２２と屋根架構４の間に形成する。また、支持架台２１の上面と支持架台２２の上面は高さが揃っていてもよいし、上下にずれていてもよい。また、支持架台２１の上下長と支持架台２２の上下長が互いに等しくてもよいし、互いに異なっていてもよい。
同様に、支持架台３１，３２を支柱３の上部の梁行方向両側部に固定する。 Next, the temporary fixing of the support bases 21 and 22 and the roof frame 4 is released, and the support bases 21 and 22 are fixed to both sides of the upper side of the column 2 in the beam direction as shown in FIG. At this time, by adjusting the installation height of the support bases 21 and 22 in accordance with the shape of the lower surface of the roof frame 4, the distance between the support bases 21 and 22 and the roof frame 4 is about the same as the height of the seismic isolation bearings 23 and 24. Form between. In addition, the upper surface of the support frame 21 and the upper surface of the support frame 22 may have the same height or may be shifted vertically. Further, the vertical length of the support frame 21 and the vertical length of the support frame 22 may be equal to each other or may be different from each other.
Similarly, the support bases 31 and 32 are fixed to both sides of the upper part of the column 3 in the beam row direction.

次に、免震支承２３，２４と屋根架構４の仮止めを解除して、図１１に示すように免震支承２３，２４を支持架台２１，２２上に設置して、免震支承２３，２４を支持架台２１，２２に固定する。同様に、支持架台３１，３２上に免震支承３３，３４を設置する。   Next, the seismic isolation bearings 23 and 24 and the roof frame 4 are temporarily fixed, and the seismic isolation supports 23 and 24 are installed on the support bases 21 and 22 as shown in FIG. 24 is fixed to the support bases 21 and 22. Similarly, seismic isolation bearings 33 and 34 are installed on the support frames 31 and 32.

次に、免震支承２３，２４，３３，３４と屋根架構４との間の隙間にグラウト２５，２６，３５，３６を充填して、硬化させる。なお、免震支承２３，２４，３３，３４と屋根架構４との間に隙間がなく、免震支承２３，２４，３３，３４の上側のフランジが屋根架構４に当接しているのであれば、グラウトの充填を行わなくてもよい。また、免震支承２３，２４，３３，３４の上側のフランジをボルト等によって屋根架構４に締結してもよいし、締結しなくてもよい。   Next, grouts 25, 26, 35, and 36 are filled in the gaps between the seismic isolation bearings 23, 24, 33, and 34 and the roof frame 4 and are cured. If there is no gap between the seismic isolation bearings 23, 24, 33, 34 and the roof frame 4, and the upper flanges of the seismic isolation bearings 23, 24, 33, 34 are in contact with the roof frame 4. It is not necessary to fill the grout. Further, the upper flanges of the seismic isolation bearings 23, 24, 33, and 34 may be fastened to the roof frame 4 with bolts or the like, or may not be fastened.

以上のように屋根架構４の上昇停止後に支持架台２１，２２，３１，３２、免震支承２３，２４，３３，３４及びグラウト２５，２６，３５，３６を設置している間中も、何れのジャッキ６１，６２，７１，７２も出力を等しく制御して、屋根架構４の荷重をジャッキ６１，６２，７１，７２に等しく負担させる。そして、支持架台２１，２２，３１，３２、免震支承２３，２４，３３，３４及びグラウト２５，２６，３５，３６の設置後、ジャッキ６１，６２，７１，７２への油圧供給を停止して、ジャッキ６１，６２，７１，７２の出力を除荷する。これにより、屋根架構４の荷重をジャッキ６１，６２，７１，７２から支持架台２１，２２，３１，３２に受け替える。そのため、屋根架構４の荷重を支持架台２１，２２，３１，３２にほぼ等しく負担させることができる。
次に、ジャッキ６１，６２，７１，７２及び仮設構台６０，７０を撤去する。 As described above, any time during the installation of the support bases 21, 22, 31, 32, the seismic isolation bearings 23, 24, 33, 34 and the grouts 25, 26, 35, 36 after the ascent of the roof frame 4 is stopped. The jacks 61, 62, 71, and 72 also control the output equally so that the load on the roof frame 4 is equally borne by the jacks 61, 62, 71, and 72. Then, after the support bases 21, 22, 31, 32, the seismic isolation bearings 23, 24, 33, 34 and the grouts 25, 26, 35, 36 are installed, the hydraulic pressure supply to the jacks 61, 62, 71, 72 is stopped. The outputs of the jacks 61, 62, 71 and 72 are unloaded. Thereby, the load of the roof frame 4 is transferred from the jacks 61, 62, 71, 72 to the support frames 21, 22, 31, 32. Therefore, the load of the roof frame 4 can be almost equally borne by the support frames 21, 22, 31, 32.
Next, the jacks 61, 62, 71, 72 and the temporary gantry 60, 70 are removed.

３． 効果
（１） 屋根架構４の引き揚げ中にジャッキ６１，６２，７１，７２は出力が互いに等しく制御されているので、屋根架構４の荷重がジャッキ６１，６２，７１，７２に等しく作用する。そして、支持架台２１，２２，３１，３２及び免震支承２３，２４，３３，３４の設置後に、屋根架構４の荷重がジャッキ６１，６２，７１，７２から支持架台２１，２２，３１，３２に受け替えられるので、屋根架構４の荷重が支持架台２１，２２，３１，３２に等しく負担される。それゆえ、支柱２，３が安定して起立した状態を保持できる。つまり、屋根架構４の荷重が支柱２の梁行方向両側に等しく作用するので、支柱２が梁行方向中央側に倒れるような偏心曲げ荷重を抑制することができる。そのため、大スパン構造物の設計にあたっては支柱２の鉛直軸力を考慮するだけで済む上、偏心曲げ荷重に対する補強を支柱２に施さなくても済む。支柱３についても同様である。 3. Effect (1) Since the outputs of the jacks 61, 62, 71, 72 are controlled to be equal to each other during the lifting of the roof frame 4, the load of the roof frame 4 acts on the jacks 61, 62, 71, 72 equally. Then, after installing the support bases 21, 22, 31, 32 and the seismic isolation bearings 23, 24, 33, 34, the load on the roof frame 4 is transferred from the jacks 61, 62, 71, 72 to the support bases 21, 22, 31, 32. Therefore, the load of the roof frame 4 is equally borne by the support frames 21, 22, 31, 32. Therefore, the support columns 2 and 3 can be kept in a stable standing state. That is, since the load of the roof frame 4 acts equally on both sides of the column 2 in the beam direction, it is possible to suppress the eccentric bending load that causes the column 2 to fall down to the center side in the beam direction. Therefore, in designing a large span structure, it is only necessary to consider the vertical axial force of the support column 2 and it is not necessary to reinforce the support column 2 against the eccentric bending load. The same applies to the column 3.

（２） 誤差等によって免震支承２３，２４，３３，３４と屋根架構４との間に隙間が生じた場合でも、隙間にグラウト２５，２６，３５，３６を充填することによって、ジャッキ６１，６２，７１，７２の出力の除荷時に屋根架構４の荷重が支持架台２１，２２，３１，３２に等しく負担される。 (2) Even when a gap is generated between the seismic isolation bearings 23, 24, 33, and 34 and the roof frame 4 due to an error or the like, the jack 61, When unloading the outputs 62, 71, 72, the load of the roof frame 4 is equally applied to the support frames 21, 22, 31, 32.

（３） 屋根架構４の引き揚げ後に屋根架構４の下面が免震支承２３，２４，３３，３４の上側のフランジに対して斜めとなることがある。そのような場合でも、免震支承２３，２４，３３，３４と屋根架構４との間に隙間にグラウト２５，２６，３５，３６を充填することによって、屋根架構４の荷重をジャッキ６１，６２，７１，７２から免震支承２３，２４，３３，３４に受け替えることができる。 (3) After the roof frame 4 is lifted, the lower surface of the roof frame 4 may be inclined with respect to the upper flanges of the seismic isolation bearings 23, 24, 33, 34. Even in such a case, the grouts 25, 26, 35, and 36 are filled in the gaps between the seismic isolation bearings 23, 24, 33, and 34 and the roof frame 4, so that the load on the roof frame 4 is jacked 61, 62. 71, 72 can be replaced with seismic isolation bearings 23, 24, 33, 34.

（４） 支持架台２１，２２，３１，３２と屋根架構４との間に免震支承２３，２４，３３，３４が設けられているので、地震時には地盤の揺れが屋根架構４に伝達し難い。よって、地震が発生しても、屋根架構４が損傷しない。 (4) Since the seismic isolation bearings 23, 24, 33, and 34 are provided between the support frames 21, 22, 31, and 32 and the roof frame 4, it is difficult for ground shaking to be transmitted to the roof frame 4 during an earthquake. . Therefore, even if an earthquake occurs, the roof frame 4 is not damaged.

（５） 屋根架構４の引き揚げ中に風等によって屋根架構４が揺動した場合、支柱２，３への屋根架構４の衝撃力が緩衝材５，６によって緩衝される。よって、支柱２，３や屋根架構４の損傷を防止できる。 (5) When the roof frame 4 swings due to wind or the like during the lifting of the roof frame 4, the impact force of the roof frame 4 on the columns 2 and 3 is buffered by the buffer materials 5 and 6. Therefore, damage to the columns 2 and 3 and the roof frame 4 can be prevented.

（６） 仮設構台６０，７０を本設の支柱２，３の上端に設置したので、ジャッキ６１，６２，７１，７２を設置するための仮設用タワーを別途構築しなくても済む。よって、工期の短縮及び施工コストの抑制を図れる。 (6) Since the temporary construction bases 60 and 70 are installed on the upper ends of the main columns 2 and 3, it is not necessary to separately construct a temporary tower for installing the jacks 61, 62, 71 and 72. Therefore, the construction period can be shortened and the construction cost can be reduced.

４． 変形例
以上、本発明を実施するための形態について説明したが、上記実施形態は本発明の理解を容易にするためのものであり、本発明を限定して解釈するためのものではない。また、本発明はその趣旨を逸脱することなく変更、改良され得るとともに、本発明にはその等価物も含まれる。以下に、以上の実施形態からの変更点について説明する。以下に説明する変更点は、可能な限り組み合わせて適用してもよい。 4). Modifications As mentioned above, although the form for implementing this invention was demonstrated, the said embodiment is for making an understanding of this invention easy, and is not for limiting and interpreting this invention. Further, the present invention can be changed and improved without departing from the gist thereof, and equivalents thereof are also included in the present invention. Hereinafter, changes from the above embodiment will be described. The changes described below may be applied in combination as much as possible.

（１） グラウト２５，２６，３５，３６の代わりに、隙間埋め材としてのシムプレート（薄鋼板）を屋根架構４と免震支承２３，２４，３３，３４の上側のフランジとの間の隙間に挿入してもよい。この場合に、免震支承２３，２４，３３，３４の上側のフランジと屋根架構４を締結しなければ、シムプレートが免震支承２３，２４，３３，３４や屋根架構４に対して摺動可能となる。そうすると、屋根架構４が温度変化によって伸長・収縮し得るので、温度変化による屋根架構４の応力の発生を抑えることができる。 (1) Instead of the grouts 25, 26, 35, 36, a shim plate (thin steel plate) as a gap filling material is used as a gap between the roof frame 4 and the upper flanges of the seismic isolation bearings 23, 24, 33, 34. May be inserted. In this case, if the upper flange of the seismic isolation bearings 23, 24, 33, 34 and the roof frame 4 are not fastened, the shim plate slides relative to the seismic isolation bearings 23, 24, 33, 34 and the roof frame 4. It becomes possible. If it does so, since the roof frame 4 can be expanded and contracted by a temperature change, generation | occurrence | production of the stress of the roof frame 4 by a temperature change can be suppressed.

（２） 二枚のシムプレートを屋根架構４と免震支承２３，２４，３３，３４の上側のフランジとの間の隙間に挿入した上で、二枚のシムプレートの間にグラウト２５，２６，３５，３６を充填してもよい。この場合に、免震支承２３，２４，３３，３４の上側のフランジと屋根架構４を締結しなければ、下側のシムプレートが免震支承２３，２４，３３，３４に対して摺動可能となる。そうすると、屋根架構４が温度変化によって梁行方向に伸長・収縮し得るので、温度変化による屋根架構４の応力の発生を抑えることができる。 (2) After inserting two shim plates into the gap between the roof frame 4 and the upper flanges of the seismic isolation bearings 23, 24, 33, 34, the grouts 25, 26 between the two shim plates , 35, 36 may be filled. In this case, if the upper flange of the seismic isolation bearings 23, 24, 33 and 34 and the roof frame 4 are not fastened, the lower shim plate can slide relative to the seismic isolation bearings 23, 24, 33 and 34. It becomes. As a result, the roof frame 4 can expand and contract in the beam direction due to a temperature change, so that the generation of stress in the roof frame 4 due to the temperature change can be suppressed.

（３） 図１２に示すように、支持架台２１，２２，３１，３２上に免震支承を設置することなく、支持架台２１，２２，３１，３２と屋根架構４との隙間にグラウト２５，２６，３５，３６を充填してもよい。グラウト２５，２６，３５．３６の代わりにシムプレートを支持架台２１，２２，３１，３２と屋根架構４との隙間に挿入してもよい。また、二枚のシムプレートを屋根架構４と支持架台２１，２２，３１，３２との間の隙間に挿入した上で、二枚のシムプレートの間にグラウト２５，２６，３５，３６を充填してもよい。 (3) As shown in FIG. 12, without installing seismic isolation bearings on the support bases 21, 22, 31, 32, the grout 25, the gap between the support bases 21, 22, 31, 32 and the roof frame 4 26, 35, and 36 may be filled. In place of the grouts 25, 26, 35. 36, shim plates may be inserted into the gaps between the support frames 21, 22, 31, 32 and the roof frame 4. In addition, the two shim plates are inserted into the gap between the roof frame 4 and the support frames 21, 22, 31, 32, and the grouts 25, 26, 35, 36 are filled between the two shim plates. May be.

（４） 上記実施形態では、アーチ状の屋根架構４を地組し、屋根架構４のリフトアップの際に屋根架構４を曲率が小さくなるように変形させた。それに対して、図１３に示すように平らな屋根架構４を地組し、図１４に示すように屋根架構４のリフトアップの際に屋根架構４を逆アーチ状に変形させてもよい。この場合、図１５又は図１６に示すように、屋根架構４の下面の形状に合わせて支持架台２１，２２，３１，３２の設置高さを調整することによって、梁行方向外側の支持架台２１，３１の設置高さを内側の支持架台２２，３２の設置高さよりも高くする。また、屋根架構４の引き揚げ後に屋根架構４の下面が免震支承２３，２４，３３，３４の上側のフランジ及び支持架台２１，２２，３１，３２の上面に対して斜めとなるので、図１５に示すように、グラウト２５，２６，３５，３６を免震支承２３，２４，３３，３４と屋根架構４との間に隙間に充填するか、楔形の隙間埋め材を免震支承２３，２４，３３，３４と屋根架構４との間に隙間に挿入する。図１６に示すように、免震支承を設置しない場合には、グラウト２５，２６，３５，３６を支持架台２１，２２，３１，３２と屋根架構４との間に隙間に充填するか、楔形の隙間埋め材を支持架台２１，２２，３１，３２と屋根架構４との間に隙間に挿入する。 (4) In the above embodiment, the arched roof frame 4 is grounded, and the roof frame 4 is deformed so that the curvature becomes small when the roof frame 4 is lifted up. On the other hand, a flat roof frame 4 may be grounded as shown in FIG. 13, and the roof frame 4 may be deformed into an inverted arch shape when the roof frame 4 is lifted up as shown in FIG. In this case, as shown in FIG. 15 or FIG. 16, by adjusting the installation height of the support frames 21, 22, 31, and 32 according to the shape of the lower surface of the roof frame 4, the support frame 21 on the outer side in the beam direction. , 31 is set higher than the installation height of the inner support frames 22, 32. Further, since the lower surface of the roof frame 4 is inclined with respect to the upper flanges of the seismic isolation bearings 23, 24, 33, and 34 and the upper surfaces of the support frames 21, 22, 31, and 32 after the roof frame 4 is lifted, FIG. As shown in FIG. 5, the grouts 25, 26, 35, and 36 are filled in the gap between the seismic isolation bearings 23, 24, 33, and 34 and the roof frame 4, or a wedge-shaped gap filling material is used for the seismic isolation bearings 23 and 24. , 33 and 34 and the roof frame 4 are inserted into the gaps. As shown in FIG. 16, when the seismic isolation bearing is not installed, the grouts 25, 26, 35, and 36 are filled in gaps between the support bases 21, 22, 31, and 32 and the roof frame 4 or are wedge-shaped. The gap filling material is inserted into the gap between the support frames 21, 22, 31, 32 and the roof frame 4.

（５） 上記実施形態では、支持架台２１，２２，３１，３２を屋根架構４の下面よりも下の位置に設置した。それに対して、支持架台２１，２２，３１，３２を屋根架構４の上端と下端の間の位置に設置してもよい。この場合、支持架台２１，２２を支柱２から屋根架構４の鉄骨材の間に横方向に通して、支持架台２１，２２によって屋根架構４の下面以外の鉄骨材の下から屋根架構４を支持する。支持架台３１，３２についても同様である。 (5) In the above embodiment, the support bases 21, 22, 31 and 32 are installed at positions below the lower surface of the roof frame 4. On the other hand, the support frames 21, 22, 31, 32 may be installed at positions between the upper end and the lower end of the roof frame 4. In this case, the support frames 21 and 22 are passed laterally between the support 2 and the steel frame of the roof frame 4, and the support frames 21 and 22 support the roof frame 4 from under the steel frame other than the lower surface of the roof frame 4. To do. The same applies to the support frames 31 and 32.

２，３…支柱， ４…屋根架構， ２１，２２，３１，３２…支持架台，
２３，２４，３３，３４…免震支承，
２５，２６，３５，３６…グラウト（隙間埋め材）， ６０，７０…仮設構台，
６１，６２，７１，７２…ジャッキ， ６３，６４，７３，７４…ロッド 2, 3 ... posts, 4 ... roof frame, 21, 22, 31, 32 ... support frame,
23, 24, 33, 34 ... Seismic isolation bearings,
25, 26, 35, 36 ... grout (gap filling material), 60, 70 ... temporary construction base,
61, 62, 71, 72 ... Jack, 63, 64, 73, 74 ... Rod

Claims (4)

立設した支柱から外側に屋根架構を張り出すように前記屋根架構を地組し、
前記支柱の両側の上方に設置されたジャッキの出力を互いに等しくして、前記支柱の両側において前記ジャッキによって前記屋根架構を引き揚げ、
前記屋根架構の引き揚げ後に、前記支柱の両側部に設置した支持架台によって前記屋根架構を支持した状態で前記ジャッキの出力を除荷することによって、前記屋根架構の荷重を前記ジャッキから前記支持架台に受け替えることを特徴とする屋根架構の施工方法。 The roof frame is grounded so that the roof frame extends outward from the upright pillar,
The outputs of jacks installed above both sides of the column are made equal to each other, and the roof frame is pulled up by the jacks on both sides of the column,
After lifting the roof frame, the load of the roof frame is unloaded from the jack to the support frame by unloading the output of the jack while the roof frame is supported by the support frame installed on both sides of the column. A method for constructing a roof frame, characterized in that it is replaced. 前記支持架台の設置位置が前記屋根架構の下側であり、前記屋根架構を前記支持架台によって下から支持することを特徴とする請求項１に記載の屋根架構の施工方法。   The construction method of the roof frame according to claim 1, wherein the installation position of the support frame is below the roof frame, and the roof frame is supported from below by the support frame. 前記屋根架構の引き揚げ後であって前記ジャッキの出力の除荷の前に、前記屋根架構と前記支持架台との間に隙間埋め材を設けることを特徴とする請求項２に記載の屋根架構の施工方法。   The roof frame according to claim 2, wherein a gap filling material is provided between the roof frame and the support frame after the roof frame is lifted and before unloading of the output of the jack. Construction method. 前記屋根架構の引き揚げ後であって前記ジャッキの出力の除荷の前に、前記支持架台と前記屋根架構との間に免震支承を設置することを特徴とする請求項１から３の何れか一項に記載の屋根架構の施工方法。   4. The seismic isolation support is installed between the support frame and the roof frame after the roof frame is lifted and before unloading the output of the jack. The construction method of the roof frame of one term.
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