JPS5948506A - Cable type construction of bridge beam - Google Patents
Cable type construction of bridge beamInfo
- Publication number
- JPS5948506A JPS5948506A JP15680082A JP15680082A JPS5948506A JP S5948506 A JPS5948506 A JP S5948506A JP 15680082 A JP15680082 A JP 15680082A JP 15680082 A JP15680082 A JP 15680082A JP S5948506 A JPS5948506 A JP S5948506A
- Authority
- JP
- Japan
- Prior art keywords
- temporary
- cable
- steel tower
- counterweight
- type construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
(57)【要約】本公報は電子出願前の出願データであるた
め要約のデータは記録されません。(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.
Description
【発明の詳細な説明】 本発明は橋梁のケーブル式架設工法に関する。[Detailed description of the invention] The present invention relates to a cable-type bridge construction method.
従来の橋梁のケーブル式架設工法は、第１図及び第２図
で示４″よｒ）な方法でおこなイ）れＣいた。The conventional cable-type construction method for bridges was carried out using the method shown in Figures 1 and 2.
図において、ギーＶレツジゲーグル１に起因し、これに
基づいて発生ｒる作用力は捜索２及びアンカー７ Ｌ、
−−ムロを介し−Ｃ仮設アンカーブロック４により支持
されている。仮設°ｒアンカーブロックには、前記作用
力を仮設゛アンカーブロック４に均等に分布し小つ捜索
ノとこイア、全１゛１４結する一アンカーフレーノ・ろ
がＶ：ｉけらイ１、Ｃいるっハ゛３キャレソジ／１−プ
ル１により発生づ−ろ作月１カリ４１〜的５〕力（Ａ仮
設ｒ１ミ（片５により支持さｘｌ、−Ｃいる。、この仮
設アンカーブロック４はコンクリートｉｉ′）Ｊ、’ｒ
＋！：ｔ？ 、１ｌｌＪ中１こ」ｊ■！設ごオフ１、仮
設アンカーブ１ｊツク４に作１１１１−る作用力のつｔ
う鉛直分力に対しては仮６４′アンカーブ１コック４の
自−爪により、また水平分力に対してＩＪ地中掘削部の
前面受働±ＩＥによりこイ１．全支持しでいるの′Ｃ，
以下に示す問題点かあ−りた。In the figure, the acting force caused by and generated by the gear 1 is the search 2 and the anchor 7 L,
--It is supported by the C temporary anchor block 4 through the unevenness. On the temporary anchor block, the acting force is evenly distributed to the temporary anchor block 4, and one anchor is connected to the small anchor block 4, which connects all 1 and 14. Force (A temporary r1 mi (supported by piece 5 xl, -C), generated by pull 1) ii') J,'r
+! :t? , 1st in 1llJ''j■! The force acting on the temporary anchorage 1 and the construction 1111 on the temporary anchorage 4
The vertical component of the force is handled by the self-claw of the temporary 64' anchor valve 1 cock 4, and the horizontal component is handled by the front side passive force of the IJ underground excavation section ±IE.1. I fully support you.
I have encountered the following problems.
ｉｌｌ、ｆ’Ｆ−圧力を仮設アンカーブ１Ｊツク４に均
等に分配させる１：め、配筋を施したコングリ〜１′；
）六とｆより、加ｌ」二過イ呈においで、づｉｔ！ ｉ
’ｉｌＪ 、 ｊ’ノカープレーノ・の設置、配筋、
コンクリート打設等により多大な出費を要り−るととも
に、架訊完了後（乙）［（、形への復旧が必要とされる
こと及びコンクリート一体措造である事がら重鎖及びそ
の規、１．＜４からみて転用がきわめて回能である。ill, f'F-Distribute the pressure evenly to the temporary anchorage 1Jtsuk 4 1:Me, Congri with reinforcement ~ 1';
) from 6 and f, ka l'', come to the 2nd generation, zuit! i
'ilJ, j' Noka Plano installation, reinforcement,
In addition to requiring a large amount of money for concrete pouring, etc., after the completion of the construction (Part 2), heavy chains and their regulations, 1. Considering <4, diversion is extremely efficient.
（２ｒ 、 掘削地の土質状ｐ１１に仮設−１７カーブ
１コツクの強度が左右さイア５、定−Ｉｌ的ｔこ強度が
押押出来！２にい。(2r, The strength of the temporary construction -17 curve 1 in the soil condition p11 of the excavated area is 5, and the strength of the 17 curve is 5, and the strength of the 17 curve is 5, and the strength of the 1-1 curve is 2.
ｔ：３＋ 、７−ノル碇着部の゛ノ′ンカーフレームカ
三次元に展開り一６事から設置誤差の発生を招きやり−
く、かつ、煩帽’Ａ ′ｃ施工性が悪い。t: 3+, 7- The anchor frame at the anchorage is expanded in three dimensions, which may lead to installation errors.
Moreover, the workability is poor.
（４）、掘１−ｉｌＪ地によっては、地下水の影響全受
け、アンカーブーツクに浮力が発生ずる。(4) Depending on the location of the excavation, buoyancy may occur on the anchor boot skein due to the influence of groundwater.
本発明は上記の問題点を解決するためになされたもので
、仮１’ｒンカーブロックへの作用力支持方法を従来の
ものと変えることにより、仮設アンカーブーツクの良好
な転用性及び汎用性を可能にした橋梁のケーブル式架設
方法を実現することを０自りとするものである。The present invention has been made in order to solve the above problems, and by changing the method of supporting the acting force on the temporary 1'r anchor block from the conventional method, it improves the versatility and versatility of the temporary anchor boot block. The purpose of this project is to realize a cable-type construction method for bridges that makes it possible.
本発明は上記の目的を達成するためになされたもので、
仮設鉄塔を該仮設鉄塔基部の前後傾回転自在な沓を支点
として所定位置まで後傾させ、前記仮説鉄塔の塔頂部よ
り該１ル頂部直下にカウンターウェイトＩｌｉニジ荷台
を吊り下け、所定量のカウンターウェイトを載荷してギ
ヤレッジケーブルに起因する作用力を支持させることを
特徴とする橋梁のケーブル式架設工法を提供するもので
ある。The present invention has been made to achieve the above objects,
The temporary steel tower is tilted backwards to a predetermined position using the foot of the base of the temporary steel tower that can be tilted forward and backward as a fulcrum, and a counterweight Ili Niji loading platform is suspended from the top of the hypothetical steel tower directly below the top of the tower, and a predetermined amount of The present invention provides a cable-type construction method for a bridge, which is characterized by loading a counterweight to support the acting force caused by a gear ledge cable.
以下図面を用いて本発明を説明する。第５図においで、
飯設ＣｊモＩバ６（」、アンカーボルトｌ ５ ’ｊ（
ｊｉＬ で（反設４：１６ 、ｔｇ ；ｌ；＝ ｒ？ｌ
ｔ １４ （コ前Ｐ Ｆｎ １ｒｉｌ ト＜自１’Ｅ
す＋、ｉン（ｊ’；造を有２Ｉ−る仮固定さイ１．た沓
１う折支、７′イとし−Ｃ３・１（結さ才１１、所定位
置４−、 ′Ｃ後傾してｔ；す、７（４所定剛力を有す
る吊索で、ギヤレッジケーブル１に７” ＬｊｊＪ シ
て発生ずる作用力を、長さ調整装置″１１を介して、載
荷、Ｊｆｉ（去自在なカウンターウェイト’Ｉｊ’！荷
ｆ〒８と連結しでいる。カウンターウェイト載荷台８１
こはカウンターウェイト９全ｆｌ虎荷さ一已、かつ吊索
７乏連結取り合う（クモ能を有している。１０はザドル
を示し、仮設鉄１ハロの塔頂部で、Ｙヤｌ／ソジ′ｒ−
プル１及び吊索７を連結づ−る機能を有１−るっ１１（
」伸縮自在な長さ調整装置であって、吊索７の微調整を
行なうつ
第４図は第５１シｌ ｔ’；要部拡ノぐ１−凹Ｃあイ１
、キＶレッジケーブル１は、葭設ｉｊＪ、塔６の塔Ｊｎ
部のリトル１０にクリッピング固定され、同１手に吊索
７も゛リトル１０１長さ調整装置１１、カウンターウニ
ｒ−ｆ１・載荷台８間を、所定の長さでクリッピング固
定されている１、なおアンカーボルト１６は、仮設ｃｙ
ミＪ苔６に作用する軸力を仮設鉄塔基部１４に伝達する
（幾能を有する。仮設鉄塔基部１４は、仮設鉄塔反力に
対応出来る層、模をもつでいることはいうまＣもない。The present invention will be explained below using the drawings. In Figure 5,
Anchor bolt l 5'j (
jiL (Reverse 4:16, tg;l;= r?l
t 14 (KomaeP Fn 1ril t<self 1'E
+, i (j'; structure 2I- temporary fixing A 1. The shoe 1 folding support, 7' I and - C3.1 (tied 11, predetermined position 4-, 'C after 7 (4) Using a suspension rope having a predetermined stiffness, the acting force generated by applying 7" LjjJ to the gear ledge cable 1 is applied to the load and Jfi (freely released) via the length adjusting device "11. Counterweight 'Ij'! Connected to load f〒8. Counterweight loading platform 81
This has a counterweight of 9 full length, and 7 hanging ropes (it has a spider ability. 10 indicates Zador, and at the top of the temporary iron 1 halo tower, Y/Soji 'r-
1-11 (which has the function of connecting the pull 1 and the hanging rope 7)
"It is a telescopic length adjustment device, and is used to finely adjust the hanging rope 7. Fig. 4 shows the 51st sill t'; main part expansion hole 1 - concave C 1
, KiV Ledge Cable 1, YoshisetijJ, Tower 6 Tower Jn
The suspension rope 7 is clipped and fixed to the little 10 of the section, and the suspension rope 7 is also clipped and fixed to a predetermined length between the little 101 length adjustment device 11, the counter sea urchin r-f1 and the loading platform 8, Note that the anchor bolt 16 is a temporary cy
It has the function of transmitting the axial force acting on the moss 6 to the temporary steel tower base 14. It goes without saying that the temporary steel tower base 14 has layers and patterns that can cope with the reaction force of the temporary steel tower.
なお、ａはキャリヤー、ｂは主索、Ｃは走行索、ｄは省
揚索をそイア、ぞれ示し、ｂＸｃ、ｄを総称してギヤレ
ッジケーブル１という。走行索Ｃ及び巻掲索（１は、転
向渭車ｅ’（ｒ介して駆動用ウィンチｆに巻き込まれる
よう設置さ石、でいるう第５図は、第６図の要部平面図
で、１５は仮設鉄塔６の塔頂部を相互に連結し形状保持
を目的とした形状ｔ’＋’、持イ’ｒ”ｉ：’ ｉｆ＞
ろ。In addition, a is a carrier, b is a main cable, C is a running cable, and d is a saving cable, and bXc and d are collectively referred to as the gear ledge cable 1. The running cable C and the hoisting cable (1 are stones installed so as to be wound around the driving winch f via the turning wheel e' (r). Figure 5 is a plan view of the main part of Figure 6. 15 is a shape t'+', which is designed to connect the tops of the temporary steel towers 6 to each other and maintain the shape.
reactor.
以上の説明２′）１ら明らかなよりに本発明によオフ、
ば以下に示、Ｊ−ような顕著な効果を有し、実施による
効果大である。The above explanation 2') 1. It is clear that according to the present invention,
This method has remarkable effects as shown below, and is highly effective when implemented.
（１ｊ１仮設機利の組み合イ）ぜであるため、汎用性に
ｇ；ｉイ１．−Ｃいる。(Combination of 1j1 temporary facilities a) Since it is a combination of 1j1 temporary facilities, the versatility is g; i b1. -C is here.
（２ｊ、掘削地点の土質、地下水等に全く影響されず、
カウンターウェイト−ＩＱ、’を定邦、的に把握出来る
。(2j, completely unaffected by soil quality, groundwater, etc. at the excavation point,
Counterweight-IQ,' can be grasped in a fixed manner.
１：３１．＞旧・′７１γンカーブ１ｊンクでない事か
ら掘削、アンカーフレームの設置、配筋、コンクリート
打設等が不要でかつ成形復旧の必要がない。1:31. ＞Because it is not the old '71γ curve 1j, there is no need for excavation, installation of anchor frames, reinforcement, concrete pouring, etc., and there is no need to restore the shape.
（４）、全体支持構造系が単純、明快である事り）ら、
施工管理が容易である。(4) The overall support structure system is simple and clear), etc.
Construction management is easy.
（５ｊ１仮設機材の絹み合わぜにのみてよく、コンクリ
ートの養生期間等に左右さイ１．ない事から、均一な作
業工程が得Ｌ−）イ１．る。(5j1 It is only necessary to mix the temporary equipment, and it is not affected by the concrete curing period, etc., so a uniform work process is achieved.)B1. Ru.
第１図及び第２図は、従来例を示す側面図及び要部側面
図、第６図、第４図及び第５図は、本発明の実施例を示
す側面図、要部側面図及び要部平面図である。
１・・・ギヤレッジケーブル、６・・・仮設鉄塔、８・
・・カウンターウェイト載荷台、９−・・カウンターウ
ェイト、１２・・・沓。
代理人 弁理士 木伺三朗1 and 2 are a side view and a side view of a main part showing a conventional example, and FIGS. 6, 4, and 5 are a side view, a side view of a main part, and a side view of a main part of an embodiment of the present invention. FIG. 1... Gear ledge cable, 6... Temporary steel tower, 8...
...Counterweight loading platform, 9-...Counterweight, 12...Shoe. Agent Patent Attorney Saburo Kiki
Claims (1)
とし”Ｃ所定位置まで後傾さ仕、前記仮設鉄塔の塔頂部
より該塔頂部直下にカウンターウェイト載荷台を吊り下
げ、所定−清のカウンターウェイト″ｆ：載荷してキヤ
レンジケーブルに起因する作用力を支持さぜることｔ
ｔｌｆ徴とする橋梁のケーブル式架設工法。The temporary steel tower is tilted backwards to a predetermined position using the foot of the base of the temporary steel tower, which can be rotated forward and backward, as a fulcrum, and a counterweight loading platform is suspended from the top of the temporary steel tower directly below the top of the tower. Counterweight ``f: Loaded to support the acting force caused by the carrier cable t
Cable construction method for bridges with TLF characteristics.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP15680082A JPS6027764B2 (en) | 1982-09-10 | 1982-09-10 | Bridge cable construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP15680082A JPS6027764B2 (en) | 1982-09-10 | 1982-09-10 | Bridge cable construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS5948506A true JPS5948506A (en) | 1984-03-19 |
| JPS6027764B2 JPS6027764B2 (en) | 1985-07-01 |
Family
ID=15635592
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP15680082A Expired JPS6027764B2 (en) | 1982-09-10 | 1982-09-10 | Bridge cable construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6027764B2 (en) |
-
1982
- 1982-09-10 JP JP15680082A patent/JPS6027764B2/en not_active Expired
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6027764B2 (en) | 1985-07-01 |
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