JP3171676B2 - Construction method of cast-in-place concrete horizontal member - Google Patents
Construction method of cast-in-place concrete horizontal memberInfo
- Publication number
- JP3171676B2 JP3171676B2 JP19639692A JP19639692A JP3171676B2 JP 3171676 B2 JP3171676 B2 JP 3171676B2 JP 19639692 A JP19639692 A JP 19639692A JP 19639692 A JP19639692 A JP 19639692A JP 3171676 B2 JP3171676 B2 JP 3171676B2
- Authority
- JP
- Japan
- Prior art keywords
- girder
- concrete
- formwork
- cast
- erection
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
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- Bridges Or Land Bridges (AREA)
Description
【０００１】[0001]
【産業上の利用分野】この発明は、高所・水面上・下方
に交通施設があるなど、架設箇所の下方に支保工を設置
することに障害や困難性がある場所における場所打ち鉄
筋コンクリート梁や桁などの水平部材の架設工法に関す
るものである。BACKGROUND OF THE INVENTION The present invention relates to a cast-in-place reinforced concrete beam in a place where there is an obstacle or difficulty in installing a shoring below a erection point, such as a transportation facility at a high place, above and below the water surface. The present invention relates to a method for erection of a horizontal member such as a girder.
【０００２】[0002]
【従来の技術】従来の架設コンクリート桁や梁の架設工
法として、現場付近で予めコンクリート桁を作成し、こ
のプレキャスト桁を架設する工法が一般に知られている
が、平面的移動・吊揚げ高さ・吊揚げ装置・機械等の制
約から、その桁の重量・大きさが定まり、非常に高い所
への架設は困難であった。2. Description of the Related Art As a conventional method of erection of a concrete girder or a beam, a method of preparing a concrete girder near a site in advance and erection of this precast girder is generally known. -The weight and size of the girder were determined due to restrictions on lifting equipment and machinery, making it difficult to erection at extremely high places.
【０００３】一方従来、場所打ち鉄筋コンクリート桁や
梁の架設工法において、高所の架設の場合には高い支保
工を組んで型枠施工しているが、高い支保工を組むには
場所的制約があり、また工費・工期が大であるために施
工可能な条件の範囲は狭く、しかもコンクリート打設中
は次第に荷重が増加し、撓みが発生するのでコンクリー
トの打設時間が長くなると、凝結しかけたコンクリート
に荷重が加わり、凝結しかけたコンクリートを変形させ
るという問題があった。On the other hand, conventionally, in the method of erection of cast-in-place reinforced concrete girder or beam, in the case of erection at a high place, a high shoring is assembled and the formwork is carried out. In addition, the range of conditions that can be applied is narrow due to the large construction cost and construction period.Moreover, the load gradually increases during concrete casting, and bending occurs. There is a problem in that a load is applied to the concrete and the concrete that has set is deformed.
【０００４】また従来、コンクリート桁を順次作成しな
がら架設区間に張り出して行く張出し工法も知られてい
るが、この工法は場所的制約は少なく、撓み量を制御出
来るので、橋状構造物には適用し易いが、橋脚の水平梁
・張出し桁のようにスパンが短い場合には段取りや設備
ばかりが大きくなるなどの問題がある。Conventionally, there is also known an overhanging method in which concrete girders are successively formed and overhanging the erection section. However, this method has few place restrictions and can control the amount of flexure. Although it is easy to apply, when the span is short, such as a horizontal beam or an overhanging girder of a pier, there is a problem that the setup and facilities only become large.
【０００５】そのため近年、上記問題点を解決する方法
として、桁や梁の型枠を支える架設の支保工に予め上向
きの一定のモーメントを加えておき、この状態でコンク
リート打設をする工法が行われている。Therefore, in recent years, as a method of solving the above-mentioned problems, a method of applying a constant upward moment to a support for erection supporting a formwork of a girder or a beam and placing concrete in this state has been carried out. Have been done.
【０００６】[0006]
【発明が解決しようとする課題】上記従来のモーメント
を加える工法では、最終的撓み量を小さくすることはで
きるが、規模が大きくなり、コンクリートの重量が大き
く、コンクリートの打設時間が長くなると、凝結しかけ
たコンクリートに荷重が加わり、凝結しかけたコンクリ
−トを変形させるという問題がある。In the above-mentioned conventional method of applying a moment, the final bending amount can be reduced, but when the scale becomes large, the concrete weight becomes large, and the concrete placing time becomes long, There is a problem in that a load is applied to the concrete that is about to set and deforms the concrete that is about to set.
【０００７】[0007]
【課題を解決するための手段】この発明は前記従来の課
題を解決するために、架設する桁や梁等の水平部材の型
枠を支える架設の支保桁を用い、この架設支保桁に上向
きの力を加えるためのＰＣ線を配置し、型枠内にコンク
リートを打設しつつその打設に伴い発生する撓みに応じ
てこれと同量の逆向きの撓みを発生させるように架設支
保桁のＰＣ線を緊張して、ストレスを加えるようにした
場所打ちコンクリート水平部材の架設工法を提案するも
のである。For SUMMARY OF THE INVENTION The present invention to solve the conventional problem above, using 支保 digits erection supporting the formwork of horizontal members, such as digits and beams for construction, upward to the erection支保 digit A PC line for applying a force is arranged, and while the concrete is being driven into the formwork , the same amount of reverse bending is generated in response to the bending caused by the driving. Erection support
Nervous coercive digit PC line, is to propose a construction method of place concrete horizontal member so as to stress.
【０００８】[0008]
【作用】型枠にコンクリートを打設しつつ、その打設に
伴い発生する実際の撓み量に即応してこれと同量の逆向
きの撓みを発生させるように架設支保桁のＰＣ線を緊張
して、架設支保桁を介して型枠にストレスを加えるた
め、型枠に打設したコンクリートの凝固中に変形が発生
することはない。[Function] While concrete is being poured into a formwork, the PC line of the erection support girder is tensioned so that the same amount of bending in the opposite direction is generated immediately in response to the actual amount of bending caused by the casting. Then, since the stress is applied to the formwork via the erection support girders, no deformation occurs during the solidification of the concrete poured into the formwork.
【０００９】[0009]
【実施例】先ず本発明を図１〜図４に示す吊橋橋脚の水
平継梁（水平部材）に適用した第１実施例について説明
する。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS First, a first embodiment in which the present invention is applied to a horizontal connecting beam (horizontal member) of a suspension bridge pier shown in FIGS.
【００１０】吊橋橋脚１は、左右の塔２，２と、前後２
本の下段水平梁３，３及び１本の上段水平梁４により構
成されている。The suspension bridge pier 1 comprises left and right towers 2 and 2
It is composed of three lower horizontal beams 3 and one upper horizontal beam 4.
【００１１】この水平梁３，４は共に同様な施工法によ
り施工したので、ここでは水平梁３の施工法について説
明する。Since the horizontal beams 3 and 4 are both constructed by the same construction method, the construction method of the horizontal beam 3 will be described here.
【００１２】先ず、塔２，２の水平梁架設位置に空洞５
を設け、この空洞５の中に受台６を作り、左右の受台
６，６に型鋼等の鋼材からなる鋼桁７を架設する。First, a cavity 5 is provided at the position where the horizontal beams are installed on the towers 2 and 2.
Is formed in the cavity 5, and a steel girder 7 made of a steel material such as a shape steel is erected on the left and right pedestals 6 and 6.
【００１３】鋼桁７は図４に示すように、内部にＰＣ線
８を通したシース９を中央が垂れ下がった円弧型に湾曲
した形で両端の定着金物１０、１０間に設置されてお
り、必要に応じて上下面及び左右面に補強材１１、１２
が取り付けられている。As shown in FIG. 4 , the steel girder 7 has a sheath 9 through which a PC wire 8 passes, and is provided between the fixing hardwares 10 at both ends in a form curved in an arc shape with a center hanging down. Reinforcing materials 11 and 12 on top and bottom and right and left as needed
Is attached.
【００１４】鋼桁７は図示の実施例においてはＩ型断面
の鋼材を用いた場合を示したが、この材型はボックス型
でも他の型でもよく、また補強材１１，１２はそのとき
の状況に応じて適宜設定することができる。In the illustrated embodiment, the steel girder 7 is made of a steel material having an I-shaped cross section, but this material type may be a box type or another type. It can be set appropriately according to the situation.
【００１５】鋼桁７には図５に示すように、その下方に
所要箇所を複数の吊材１３により吊支持された吊足場桁
１４及びその上に足場板１５を設置し、この足場板１５
の上に枠組み足場１６、水平梁３の型枠１７及び型枠支
保工１８を一体に組立てる。As shown in FIG. 5 , the steel girder 7 is provided with a suspended scaffold girder 14 whose required part is suspended and supported by a plurality of suspending members 13 and a scaffold plate 15 thereon.
The frame scaffold 16, the formwork 17 of the horizontal beam 3, and the formwork supporter 18 are integrally assembled on the above.
【００１６】型枠１７，１７は、互いに対向する型枠パ
ネルを結付ける緊結材１９により固定され、型枠１７内
に打設されるコンクリート２０の圧力、荷重に耐えるよ
うに作られており、鋼桁７と一体化されている。The formwork 17, 17 is fixed by a binding material 19 for binding the formwork panels facing each other, and is made to withstand the pressure and load of the concrete 20 cast into the formwork 17, It is integrated with the steel girder 7.
【００１７】以上の構成において、水平梁３の型枠１７
にコンクリートを打設し、この打設中にこの打設重量に
伴って発生する型枠１７の撓み量に応じて、ＰＣ線８を
引張ジャッキ２１により緊張し、鋼桁７に型枠１７の撓
みと同量の逆向きの撓みを同時に発生させるようにスト
レスを導入し、このような操作をコンクリート打設の進
行にしたがって順次同様に連続する。In the above configuration, the form 17 of the horizontal beam 3
Concretely, the PC wire 8 is tensioned by the tension jack 21 in accordance with the amount of bending of the formwork 17 caused by the casting weight during the casting. Stress is introduced so as to simultaneously generate the same amount of bending in the opposite direction as bending, and such operations are sequentially and similarly continued as the concrete placing progresses.
【００１８】次に、本発明を図６、図７に示す張出し型
橋脚に適用した第２実施例について説明する。Next, a second embodiment in which the present invention is applied to an overhang-type pier shown in FIGS. 6 and 7 will be described.
【００１９】張出し橋脚３１は図６に示すように、通常
の工法で施工した柱部３２と、本発明工法により施工し
た水平部材である張出し部３３とから構成されている。As shown in FIG. 6 , the overhanging pier 31 is composed of a pillar portion 32 constructed by a normal construction method and an overhang portion 33 which is a horizontal member constructed by the construction method of the present invention.
【００２０】この張出し部３３の施工に際しては、図７
に示すように柱部３２に埋め込まれた受台３４上に受梁
３５を組立て、その上に左右一対の受トラス３６及びそ
の下面間に床桁３７を設置し、さらにこの床桁３７上に
足場桁３８及び足場板３９を設置し、この足場板３９上
に型枠４０及び型枠支保工４１を一体に組立てる。FIG. 7 shows the construction of the overhang 33.
As shown in (1), a receiving beam 35 is assembled on a receiving stand 34 embedded in the column 32, a pair of left and right receiving trusses 36 and a floor girder 37 are installed between the lower surfaces thereof, and further on this floor girder 37. A scaffold girder 38 and a scaffold plate 39 are installed, and a formwork 40 and a formwork supporter 41 are integrally assembled on the scaffold plate 39.
【００２１】受トラス３６の上端部の両端に設置した定
着金物４２，４２間にＰＣ線４３が張設され、その一端
は引張ジャッキ４４が連結されている。A PC wire 43 is stretched between fixing hardware 42, 42 provided at both ends of an upper end portion of the receiving truss 36, and one end thereof is connected to a tension jack 44.
【００２２】以上の構成において、張出し部３３の型枠
４０にコンクリートを打設し、この打設中にこの打設重
量に伴って発生する型枠４０の撓み量に応じて、ＰＣ線
４３を引張ジャッキ４４により緊張し、受トラス３６及
びその床桁３７に型枠４０の撓みと同量の逆向きの撓み
を同時に発生させるようにストレスを導入し、このよう
な操作をコンクリート打設の進行にしたがって順次同様
に連続する。In the above configuration, concrete is cast into the formwork 40 of the overhanging portion 33, and the PC wire 43 is formed according to the amount of bending of the formwork 40 caused by the weight of the workplace during the placement. Tension is applied by the tension jacks 44, and stress is introduced into the receiving truss 36 and its floor girder 37 so as to simultaneously generate the same amount of bending in the opposite direction as the bending of the formwork 40. In the same manner.
【００２３】さらに本発明を図８に示す水平部材である
床版桁に適用した第３実施例について説明する。Furthermore the present invention the third embodiment applied to a floor plate girder is a horizontal member shown in FIG. 8 will be described.
【００２４】床版桁５１は隣接する橋脚５２，５２上に
架設されるもので、その施工に際しては隣接の橋脚５
２，５２の上部に相対して設けた桁受５３，５３に架設
床版受桁５４を架設し、この上に床版桁５１の型枠５５
及び型枠支保工５６が一体に設置されている。The deck slab 51 is erected on adjacent piers 52, 52.
An installation floor slab girder 54 is erected on the girder receivers 53, 53 provided opposite to the upper portions of the slabs 2, 52, and the formwork 55 of the slab girder 51 is placed thereon.
And the form support 56 is integrally installed.
【００２５】架設床版受桁５４の下端部の両端に設置し
た定着金物５７，５７間にＰＣ線５８が張設され、その
一端は引張ジャッキ５９が連結されている。A PC wire 58 is stretched between fixing hardware 57 provided at both ends of a lower end of the erected floor slab 54, and a tension jack 59 is connected to one end thereof.
【００２６】以上の構成において、床版桁５１の型枠５
５にコンクリートを打設し、この打設中にこの打設重量
に伴って発生する型枠５５の撓み量に応じて、ＰＣ線５
８を引張ジャッキ５９により緊張し、架設床版受桁５４
に型枠５５の撓みと同量の逆向きの撓みを同時に発生さ
せるようにストレスを導入し、このような操作をコンク
リート打設の進行にしたがって順次同様に連続する。In the above configuration, the form 5 of the floor slab 51
Concrete is cast into the concrete wire 5 and the PC wire 5 is set in accordance with the amount of bending of the mold 55 caused by the weight of the cast during the casting.
8 is tensioned by a tension jack 59, and
A stress is introduced so as to simultaneously generate the same amount of bending in the opposite direction as the bending of the mold frame 55, and such operations are sequentially and similarly continued as the concrete placing progresses.
【００２７】[0027]
【発明の効果】以上の通りこの発明によれば、架設すべ
き水平部材の型枠にコンクリートを打設しながら、その
打設に伴って発生する実際の撓み量に即応してこれと同
量の逆向きの撓みを発生させるように架設支保桁のＰＣ
線を緊張して、架設支保桁を介して型枠にストレスを加
えるので、型枠に打設したコンクリートの凝固中に変形
が発生することを確実に防止して、撓みや変形のないコ
ンクリートで正常に固結した場所打ちコンクリート水平
部材を架設することができる。As described above, according to the present invention, concrete is poured into the formwork of the horizontal member to be erected, while the concrete is immediately adjusted to the same amount as the actual amount of flexure caused by the casting. PC of the support girder so as to cause bending in the opposite direction
The wire is tensioned and stress is applied to the formwork via the erection girder. A cast-in-place concrete horizontal member that has been normally consolidated can be erected.
【図１】この発明を適用する第一実施例の吊橋橋脚を示
す斜視図。FIG. 1 is a perspective view showing a suspension bridge pier of a first embodiment to which the present invention is applied.
【図２】この発明を適用する第一実施例の吊橋橋脚を示
す正面図。FIG. 2 is a front view showing a suspension bridge pier of the first embodiment to which the present invention is applied.
【図３】この発明を適用する第一実施例の吊橋橋脚を示
す側面図。FIG. 3 is a side view showing a suspension bridge pier of the first embodiment to which the present invention is applied.
【図４】この発明の第一実施例における鋼桁の側面図。FIG. 4 is a side view of the steel girder according to the first embodiment of the present invention.
【図５】この発明の第一実施例における水平継梁の成形
状態を示す縦断正面図。FIG. 5 is a longitudinal sectional front view showing a forming state of a horizontal joint beam in the first embodiment of the present invention.
【図６】この発明を適用する第二実施例の張出し橋脚を
示す斜視図。FIG. 6 is a perspective view showing an overhang pier according to a second embodiment to which the present invention is applied.
【図７】この発明の第二実施例における張出し橋脚の成
形状態を示す縦断正面図。FIG. 7 is a longitudinal sectional front view showing a formed state of an overhanging pier according to a second embodiment of the present invention.
【図８】この発明の第三実施例における床版桁の成形状
態を示す縦断正面図。FIG. 8 is a vertical sectional front view showing a molding state of a floor slab girder in a third embodiment of the present invention.
１ 吊橋橋脚 ２ 塔 ３ 下段水平梁（水平部材） ４ 上段水平梁 ５ 空洞 ６ 受台 ７ 鋼桁（架設支保桁） ８ ＰＣ線 ９ シース １０ 定着金物 １１ 補強材 １２ 補強材 １３ 吊材 １４ 吊足場桁 １５ 足場板 １６ 枠組み足場 １７ 型枠 １８ 型枠支保工 １９ 緊結材 ２０ コンクリート ２１ 引張ジャッキ ３１ 張出し橋脚 ３２ 柱部 ３３ 張出し部（水平部材） ３４ 受台 ３５ 受梁 ３６ 受トラス（架設支保桁） ３７ 床桁 ３８ 足場桁 ３９ 足場板 ４０ 型枠 ４１ 型枠支保工 ４２ 定着金物 ４３ ＰＣ線 ４４ 引張ジャッキ ５１ 床版桁（水平部材） ５２ 橋脚 ５３ 桁受 ５４ 架設床版受桁（架設支保桁） ５５ 型枠 ５６ 型枠支保工 ５７ 定着金物 ５８ ＰＣ線 ５９ 引張ジャッキ DESCRIPTION OF SYMBOLS 1 Suspension bridge pier 2 Tower 3 Lower horizontal beam (horizontal member) 4 Upper horizontal beam 5 Cavity 6 Cradle 7 Steel girder (Erection support girder) 8 PC line 9 Sheath 10 Fixing hardware 11 Reinforcement material 12 Reinforcement material 13 Hanging material 14 Hanging scaffold Girder 15 Scaffolding plate 16 Frame scaffolding 17 Formwork 18 Formwork support 19 Tightening material 20 Concrete 21 Tension jack 31 Overhanging pier 32 Column 33 Overhanging part (horizontal member) 34 Receiving stand 35 Receiving beam 36 Receiving truss (supporting support girder) 37 floor girder 38 scaffolding girder 39 scaffolding board 40 formwork 41 formwork support 42 fixing hardware 43 PC wire 44 tension jack 51 floor slab girder (horizontal member) 52 pier 53 girder support 54 erection floor slab girder (construction support girder) 55 Formwork 56 Formwork support 57 Fixing hardware 58 PC wire 59 Pull jack
Claims (1)
設支保桁上に支持し、前記架設支保桁に上向きの力を加
えられるようにＰＣ線を配置し、前記型枠内にコンクリ
ートを打設しながら、その打設に伴う前記型枠の撓み量
に応じて前記ＰＣ線を緊張してこの撓み量と同量の撓み
量を前記架設支保桁に同時に発生させるようにストレス
を導入することを特徴とする場所打ちコンクリート水平
部材の架設工法。1. A form of a cast-in-place horizontal member to be erected is supported on an erection support girder, a PC line is arranged so that an upward force can be applied to the erection support girder, and concrete is placed in the form. while pouring, introducing stress to generate simultaneously a bending amount of the bending the same amount under tension the PC line to said rack設支Hoketa depending on the amount of deflection of the mold caused by the pouring A method of erection of cast-in-place concrete horizontal members, characterized in that:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19639692A JP3171676B2 (en) | 1992-06-30 | 1992-06-30 | Construction method of cast-in-place concrete horizontal member |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19639692A JP3171676B2 (en) | 1992-06-30 | 1992-06-30 | Construction method of cast-in-place concrete horizontal member |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0617406A JPH0617406A (en) | 1994-01-25 |
| JP3171676B2 true JP3171676B2 (en) | 2001-05-28 |
Family
ID=16357175
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP19639692A Expired - Fee Related JP3171676B2 (en) | 1992-06-30 | 1992-06-30 | Construction method of cast-in-place concrete horizontal member |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3171676B2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4904036A (en) * | 1988-03-03 | 1990-02-27 | American Telephone And Telegraph Company, At&T Bell Laboratories | Subassemblies for optoelectronic hybrid integrated circuits |
| CN110344332A (en) * | 2019-07-16 | 2019-10-18 | 中交一公局第二工程有限公司 | Bracket is used in a kind of construction of bridge main tower upper beam |
-
1992
- 1992-06-30 JP JP19639692A patent/JP3171676B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0617406A (en) | 1994-01-25 |
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