JP3211673B2 - Simple temporary bridge temporary pier construction method - Google Patents
Simple temporary bridge temporary pier construction methodInfo
- Publication number
- JP3211673B2 JP3211673B2 JP21910596A JP21910596A JP3211673B2 JP 3211673 B2 JP3211673 B2 JP 3211673B2 JP 21910596 A JP21910596 A JP 21910596A JP 21910596 A JP21910596 A JP 21910596A JP 3211673 B2 JP3211673 B2 JP 3211673B2
- Authority
- JP
- Japan
- Prior art keywords
- pier
- steel pipe
- temporary
- panel
- pile
- 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 - Lifetime
Links
Landscapes
- Bridges Or Land Bridges (AREA)
- Revetment (AREA)
Description
【０００１】[0001]
【産業上の利用分野】開示技術は、山間林野部等の傾斜
地や入り組んだ海岸線の段差部等に設ける簡易仮橋仮桟
橋架設の施工の技術分野に属する。BACKGROUND OF THE INVENTION The disclosed technology belongs to the technical field of construction of a simple temporary bridge and a temporary pier to be provided on a slope such as a mountainous forest area or a step portion of a complicated coastline.
【０００２】[0002]
【従来の技術】周知の如く、現今では、市民生活の向上
に伴う人口増加と産業構造の変化、及び、各種産業にお
ける飛躍的な技術革新を背景として社会構造が都市部集
中型から地方分散型への転換期にあり、物流、交通の根
幹となる道路、鉄道、港湾施設等の社会資本による構築
が急務となっており、当該永久構造物の構築用の作業場
を確保するために必要不可欠な仮橋仮桟橋の架設はより
その重要性を増しているが、一方で当該架設施工現場は
山間林野部や切り立った海岸の断崖地等の傾斜地となる
場合が多く、又、その傾向がますます顕著化しているに
もかかわらず、その変動と制約の大きい施工条件から以
下の如く極めて高い困難性を伴い、効率的な機械施工法
が確立されていなかった。2. Description of the Related Art As is well known, at present, the social structure is changing from urban concentration type to rural decentralization in the background of population growth and changes in industrial structure due to the improvement of citizens' lives, and dramatic technological innovation in various industries. In the transition period, the construction of roads, railways, port facilities, etc., which are the foundations of logistics and transportation, by social capital is urgently needed, and it is indispensable to secure a workplace for the construction of the permanent structures. The construction of temporary bridges and temporary piers is becoming more and more important, but on the other hand, the construction sites are often sloped areas such as mountain forests and steep coastal cliffs, and this tendency is increasing. Despite the remarkability, due to the fluctuation and the construction conditions with great restrictions, there are extremely high difficulties as described below, and an efficient mechanical construction method has not been established.
【０００３】而して、当該鉄道や道路や港湾設備等のト
ンネルや舎屋や埠頭設備等の永久構造物の建設構築に先
行して当該永久構造物の構築用の作業場を確保するべ
く、仮橋仮桟橋の架設が必要不可欠である。[0003] Prior to the construction and construction of permanent structures such as tunnels, buildings and wharf facilities such as railways, roads and harbor facilities, temporary work sites for the construction of such permanent structures are to be secured. The construction of a temporary bridge pier is indispensable.
【０００４】而して、当該仮橋仮桟橋架設の施工工事は
前述の如く一般に山間林野部や切り立った海岸の断崖地
等の傾斜地において成される場合が多く、したがって、
その施工は以下の如く極めて困難性を伴うことが避けら
れないものであった。[0004] As described above, the construction work of the temporary bridge and the temporary pier is often performed on a slope such as a mountain forest or a steep shore, as described above.
The construction was inevitably accompanied by extremely difficult as follows.
【０００５】まず、鋼管橋脚等の下部構造物を該施工工
事が一般的に対象とする従前未踏の自然原野部位の傾斜
地に於て構築するに際し、杭心打設位置を計測確定し杭
橋脚を打設するにあたり、測定器による計測や削孔装置
定置位置確保のための周囲植生の伐採や人力による施工
基面修正や削孔時杭心位置ずれ防止のための施工対象地
盤状況にその都度適応する形状の掘削機、乃至、削孔装
置導材の製作、設置等の煩瑣な準備工程を経なければな
らず、又、該掘削機、乃至、削孔装置の選定の際には、
上述のような施工現場状況と共に削孔中孔壁崩壊の懸念
される軟弱で粘性の低い地盤や硬質な岩盤層、及び、そ
れらの互層地盤等を含む多様な掘削対象土質が著しい制
約条件となり、山間林野部等の傾斜地等において広域に
亘る、したがって、１工区内で施工条件の変動が著しく
大きい該仮橋仮桟橋の架設施工時には、１システムで下
部構造構築工程を完了することは極めて困難であり、複
数の削孔システム導入の結果、生ずる狭隘で非平坦な悪
条件下の重機の移動や搬入搬出に伴う各工程の遅延が度
重なり、徒な工期と工費の増大を免れないという欠点を
有していた。First, when constructing a substructure such as a steel pipe pier on an unexplored natural wilderness slope which is generally targeted for the construction work, a pile core driving position is measured and determined, and the pile pier is installed. In the case of casting, it is adapted to the condition of the ground to be constructed in order to measure the surrounding vegetation in order to secure the fixed position of the drilling device, to measure the surrounding surface of the vegetation, to correct the construction base surface by manual power, and to prevent the displacement of the pile center when drilling. Excavator of the shape to be, or must go through a complicated preparation process such as production and installation of drilling equipment guide, and when selecting the excavator, or drilling equipment,
Soft and low-viscosity ground and hard bedrock layer, which are concerned with the drilling hole wall collapse along with the construction site conditions as described above, and various excavation target soils including their alternate layers, etc. become remarkable constraints, It is extremely difficult to complete the substructure construction process with one system when constructing the temporary bridge temporary pier over a wide area on a sloped area such as a mountainous forest area, so that the construction conditions vary greatly within one construction section. There is a drawback that the introduction of multiple drilling systems causes the delay of each process due to the movement of heavy equipment and the loading and unloading of heavy equipment under adverse conditions, which are narrow and uneven, and inevitably increases the construction period and cost. Had.
【０００６】又、上述削孔工程を経て杭橋脚本体を成す
所定の鋼材をクレーン等を用いて懸吊し埋め込みを行っ
た後モルタル等の根固材注入を行い、杭橋脚打設を完了
するが、その後のブレース等補強材架設の下部構造構築
作業や主桁、横桁、枕材等の架設に際しては、当該架設
位置は高度に於て杭橋脚打設面から平場作業不能な程度
の離隔を有しているのが一般的であり、したがって、該
架設作業は足場材を構築した後に人力による高所作業と
して行われることとなり、作業効率が著しく低下するば
かりでなく、作業時の危険性が高いという欠点があり、
又、前段の杭橋脚の打設姿勢が高精度で確保されていな
い場合には、杭頭揃材等を用いても修正が困難であり、
作業が遅延するばかりでなく、仮橋仮桟橋の精度劣化を
招来し、ひいては、その後の永久構造物の構築の信頼性
を損うという問題点を有していた。Further, a predetermined steel material forming the pile pier body is suspended and embedded using a crane or the like through the above-described drilling process, and then a mortar or the like is injected with a mortar material to complete the pile pier casting. However, in the subsequent work for constructing the substructure for the installation of braces and other reinforcing materials, and for the installation of the main girder, cross girder, pillows, etc., the installation position is at such a height that it is impossible to perform flat field work from the pile pier installation surface at a high altitude. Therefore, the erection work is performed as a high-place work by manpower after constructing the scaffolding, and thus not only the work efficiency is significantly reduced, but also the danger at the time of work. Has the disadvantage of high
In addition, when the placing posture of the former pile pier is not ensured with high accuracy, it is difficult to correct even using pile head alignment materials, etc.
Not only the work is delayed, but also the accuracy of the temporary bridge and the temporary pier is deteriorated, and the reliability of the construction of the permanent structure thereafter is impaired.
【０００７】[0007]
【発明が解決しようとする課題】即ち、上述の通り、在
来態様の技術に基づく仮橋仮桟橋架設工事は、杭橋脚打
設等下部工が完了した後、該既打設杭橋脚に主桁、枕材
等上部構造鋼材の連結を行って上部構造を推進する、下
部工完了が上部工開始の前提となるその施工順序により
発生する、整地されていない傾斜地上での杭橋脚打設時
の施工基面確保の困難性や、上部工の作業員人力による
高所作業化等の作業にかかる物理的制約が不可避であ
り、その施工条件が大きく異なる仮橋仮桟橋架設工事の
安定した滞りない推進を確保出来ず、又、本来下部構造
構築作業には拘束されない主桁、横桁等互いに上部構造
である鋼材の連結作業等上部工工程の下部工との互いに
非同期的な同時併工作業化が困難であるという原理的な
欠陥を有していた。That is, as described above, the temporary pier temporary pier construction work based on the conventional technology is carried out after the substructure work such as pile pier installation is completed. When connecting piles, pillows, and other superstructure steel materials to promote the superstructure, when substructure completion is caused by the construction sequence that presupposes the start of superstructure work, when driving pile piers on an unleveled slope It is unavoidable that there are difficulties in securing the construction base of the construction work, and physical constraints on work such as working at heights due to human labor of superstructure workers, and stable construction of temporary bridges and temporary pier construction work where the construction conditions differ greatly Simultaneous propulsion work that cannot be ensured and that is not constrained by the construction work of the substructure. It had a fundamental defect that it was difficult to convert.
【０００８】又更に、かかる仮橋仮桟橋架設工事は山間
林野部等の傾斜部位における施工のみならず、断崖、絶
壁が海岸線に近接しているような臨海地帯に於ける埠頭
等の永久構造物の構築に先立って行う仮橋仮桟橋架設施
工においてもまた同様なネックとなっており、更に、現
今において環境保全を目的として植生の伐採や地盤整地
等景観を損う作業に対する法令による規制が強化され、
施工の制約条件がますます大きくなり、仮橋仮桟橋架設
工事は更にその難度を増加する傾向にある。Further, such temporary bridge temporary pier erection work is not only performed on an inclined portion such as a mountainous forest area, but also on a permanent structure such as a wharf in a seaside area where a cliff or a cliff is close to a coastline. The construction of a temporary bridge and a temporary pier prior to the construction of a pier has also become a similar bottleneck.In addition, laws and regulations on vegetation cutting, ground leveling, and other work that damages the landscape are being strengthened for the purpose of environmental protection. And
Construction constraints have become increasingly large, and the construction of temporary bridges and temporary piers has tended to further increase their difficulty.
【０００９】[0009]
【発明の目的】この出願の発明の目的は上述在来態様に
基づく前段工程における施工基面等の地形的制約により
安定性を欠く下部構造杭橋脚打設施工と、前段工程の進
捗と精度に拘束される後段工程としての仮桟橋本体の架
設の高所作業の各工程作業上の制約に起因する低劣な作
業能率と安全性、及び、それに伴う工期の長大化とコス
トの肥大化等の問題点を解決すべき技術的課題とし、上
述前段の下部構造物の構築と後段の上部構造構築とを簡
便、且つ、同時併工的にして両作業が効率良く、しか
も、高所作業等の危険性を可及的に低くし、又、環境保
全対策を充分に施しつつ、現場毎に大きく異なる地形等
の物理的制約条件の影響を可及的に低くし、安定した作
業工程で全工程を迅速、且つ、滞りなく遂行することが
出来、廉価な工費で設計通りの高精度の施工が可能であ
るようにして建設産業における予備作業技術利用分野に
益する優れた簡易仮橋仮桟橋架設工法を提供せんとする
ものである。SUMMARY OF THE INVENTION The object of the invention of this application is to improve the accuracy and progress of the pre-process by installing the lower structure pile pier that lacks stability due to topographical constraints such as the construction base surface in the pre-process based on the above-mentioned conventional mode. Problems such as inferior work efficiency and safety due to restrictions on each step work of high-place work of erection of the temporary pier body as a constrained post-process, and the accompanying increase in construction period and increase in cost It is a technical problem to be solved, and the construction of the lower structure at the first stage and the construction of the upper structure at the latter stage are simple and simultaneous, and both operations are efficient, and the danger of working at heights, etc. Performance as much as possible, and while taking sufficient environmental preservation measures, minimize the effects of physical constraints such as topography that differ greatly from site to site as much as possible. It can be performed quickly and without delay, with low construction cost It is intended to provide cents a simple temporary bridge temporary pier construction method was superior to Ekisuru the preliminary work technology use field in the high-precision construction industry as construction is possible of a total street.
【００１０】[0010]
【課題を解決するための手段】上述目的に沿い先述特許
請求の範囲を要旨とするこの出願の発明の構成は、前述
課題を解決するために、クレーンによる懸吊が可能な単
位に上部構造をユニット桟橋パネルとして分割する構成
に予めして、該ユニット桟橋パネルを平場にて組み立て
先行して設計姿勢に構築した後に延設方向の杭橋脚打設
を行う簡易仮橋仮桟橋架設工法であって、該ユニット桟
橋パネルを可及的に少数のフレームにより構成し該フレ
ームを可及的少数のピン等連結材による連結によりパネ
ル構造部の構築工程を平場にて行うようにし、既設上部
構造上の反力をポールとしての柱体を立設した後、組立
が完了した該ユニット桟橋パネルをクレーンにより設計
位置に移動し、該ユニット桟橋パネルに付設した連結機
構により上部構造の既設部と連結すると同時に、前段で
立設した該柱体を介して斜材により上部構造既設部と該
ユニット桟橋パネルとの連結を行い、延設方向の杭橋脚
未打設時に該ユニット桟橋パネルを架設し設計位置状態
に保持することにより、延設方向の杭橋脚打設位置を該
ユニット桟橋パネルの杭橋脚連結機構を介して確保し、
前段のパネル架設時に用いたクレーンにより鋼管を該連
結機構に挿入定置し杭心位置を打設地盤上に確保し、そ
の後該クレーンにより懸垂した削孔機を該鋼管内に挿入
セットし該鋼管を導材として削孔作業を行い、その際、
該削孔機先端ビット径が拡張して該鋼管径を上回る構造
にして削孔作業進行と同時に該鋼管を自重、及び、削孔
機の重量により沈下させることにより杭橋脚用鋼材建て
込み作業までの孔壁崩壊防止材、及び、後段の杭橋脚鋼
材の導材となるようにし、又、該鋼管を杭橋脚として使
用して削孔作業と同時に杭橋脚打設作業が推進するよう
にし、該杭橋脚打設後は荷重受板を杭橋脚天端に配設す
ることにより、該杭橋脚と該ユニット桟橋パネルとを連
結する作業を反復して仮橋仮桟橋の架設作業を推進する
ようにする技術的手段を講じたものである。SUMMARY OF THE INVENTION In order to solve the above-mentioned problems, the structure of the invention of the present application for solving the above-mentioned problems is to provide an upper structure in a unit that can be suspended by a crane. A simple temporary bridge temporary pier erection method in which the unit pier panel is previously assembled in a flat place, constructed in a design posture, and then pile piers are installed in the extending direction, in advance of being divided into unit pier panels. The unit pier panel is constituted by as few frames as possible, and the frame is connected by connecting members such as pins as few as possible so that the construction process of the panel structure is performed on a flat surface, After erecting a column as a reaction force pole, the assembled unit pier panel is moved to a design position by a crane, and the upper structure is connected to the unit pier panel by a connecting mechanism attached to the unit pier panel. At the same time as connecting to the existing part, the existing part of the upper structure and the unit pier panel are connected with the diagonal members via the pillars erected in the previous stage and the unit pier panel when the pile pier in the extending direction is not set. By erection and holding in the design position state, the pile pier driving position in the extending direction is secured via the pile pier connection mechanism of the unit pier panel,
The steel pipe is inserted and fixed in the connecting mechanism by the crane used at the time of erection of the panel at the previous stage, the position of the pile center is secured on the driving ground, and then the drilling machine suspended by the crane is inserted into the steel pipe and set. Drilling work as a guide material,
The drill bit at the end of the drill bit is expanded to exceed the diameter of the steel pipe. The hole wall collapse prevention material of the above, and a conductor of the pile pile pier steel material of the subsequent stage, and the steel pipe is used as a pile pier, so that drilling work is promoted simultaneously with drilling work. By disposing the load receiving plate at the top of the pile pier after placing the pile pier, the work of connecting the pile pier and the unit pier panel is repeated to promote the construction of the temporary bridge temporary pier. Technical measures to take.
【００１１】[0011]
【作用】而して、山間林野部の傾斜地や海岸線に近接す
る断崖、絶壁等の急傾斜部にトンネルや舎屋や埠頭等の
永久構造物の構築に先立ってまず先行して平場地組する
仮桟橋本体を成すパネル構造物の杭橋脚フレームに対
し、予めその縦フレームと該縦フレームに対する横フレ
ームとの連結を平場に於て地組して一体化したパネルを
構成し、該杭橋脚フレームに対し筒状連結部を介して先
行打設した第１の杭橋脚に対しクレーンにより搬入した
第１の桟橋パネルをボルトやピンにより連結固定し、而
して、当該セットしたユニット仮桟橋の本体を成す桟橋
のパネル上にクローラークレーンを搬入セットし、該ク
レーンにより先行打設した杭橋脚上の直上や近傍に柱状
構造物としての柱体をボルトやピン等により連結固定し
て立設し、次いで、上述同様に予め平場で地組した次段
のユニット桟橋パネルを吊下して前後にて打設した第１
の杭橋脚に連結して架設すると共に、該柱状構造物から
ワイヤー等を介し当該次段の桟橋パネルと該桟橋パネル
上の軽作業の荷重を支持するようにして前段の桟橋パネ
ルに継いで第２の桟橋パネルを延設しクレーンを介しワ
イヤーにより、当該次段の桟橋パネルの筒状連結部に鋼
管を挿通してその先端を当該位置出しをした地盤に打設
して桟橋パネルを介してその先端の杭橋脚の位置決め心
出し、及び、施工を確保し、施工態様によっては該鋼管
内に鋼管を導材として杭橋脚本体の鋼材を建て込み、当
該杭橋脚の基礎部分にモルタル等を打ち込み、埋め戻し
て固定し、当該杭橋脚本体の鋼材の心出しと位置決めが
鋼管により自動的に行われ、該鋼管が橋脚本体を成す鋼
材の導材として機能し、該鋼管の打設後にクレーンを介
し該鋼管の天端に荷重受板を配設して前後の桟橋パネル
とフラットレベル等の設計位置に保持するようにし、ボ
ルトやピンにより連結固定し、この間、該鋼管の地盤に
対する打設後に該鋼管内に鋼管を導材として所定の削孔
機のシャンクを挿入し、その先端ビットにより該削孔機
を介し掘削削孔を行い、該削孔機が鋼管の先端から突出
したタイミングで該シャンクを所定に回転して先端ビッ
トを鋼管の外径より拡径して該鋼管の外径より大径の削
孔を形成することにより、該鋼管を自重、及び、削孔機
の重量により地盤内に沈下し、その後、クレーンに後設
したグラウトポンプ等によりモルタル等の根固材を注入
し埋め戻しし杭橋脚を構築すると共に、併せて、クレー
ンをセットしたユニット桟橋パネルを介し前進させて該
杭橋脚に前後の桟橋パネルを鋼管の筒状連結部を介しボ
ルトやピンにより連続して順次延設し、仮桟橋本体を成
すユニット桟橋パネルの組立作業を地組で、延設方向の
杭橋脚打設作業に先行しながら互いに非同期的に行い、
該パネルの設計位置への架設構築を介して延設方向の杭
橋脚打設作業を同時併工的にして行い、高精度で、しか
も、工数が少く、足場等の部材点数を減少させ高作業能
率で低コストに、しかも、安全裡にスムーズに全工程の
施工が行えるようにしたものであり、又、所定ピッチで
打設する杭橋脚の資材、装置類の搬入セットのために、
植生伐採や地盤成形等を可及的に少くすることが出来る
ことにより、環境保全に対する法令にもそぐわないこと
がないようにし、しかも、軟質地盤や硬質地盤に対して
も適用が可能であるようにした全工程の安定した効率で
迅速に遂行することが可能であるようにしたものであ
る。[Function] Prior to the construction of a permanent structure such as a tunnel, a building or a pier, a flat terrain is erected on a sloping area in a mountainous forest area, a cliff near a shoreline, or a steep slope such as a cliff. The pile pier frame of the panel pier frame of the panel structure forming the temporary pier body is formed by integrating the connection of the vertical frame and the horizontal frame to the vertical frame in a flat ground beforehand, The first pier panel carried in by a crane to the first pile pier previously driven through the cylindrical connecting portion is connected and fixed with bolts and pins, and the main body of the set unit temporary pier is set. A crawler crane is loaded and set on the pier panel that forms a pier, and a column as a columnar structure is connected and fixed by bolts, pins, or the like directly above or near the pile pier previously driven by the crane, and stands upright. Then The were pouring in back and forth suspended from the predicate Similarly next unit pier panels earth set in advance Hiraba 1
And connected to the pier panel of the next stage, and connected to the pier panel of the previous stage by supporting the next pier panel and the light work load on the pier panel via wires from the columnar structure. The pier panel of No. 2 is extended, a steel pipe is inserted into the tubular connecting portion of the pier panel of the next stage by a wire through a crane, and its tip is driven into the positioned ground, and the pier panel is inserted through the pier panel. The centering and positioning of the pile pier at its tip and the construction are ensured, and depending on the construction mode, the steel material of the pile pier body is built into the steel pipe using the steel pipe as a guide, and mortar or the like is driven into the foundation of the pile pier. , Backfilled and fixed, the centering and positioning of the steel material of the pile pier body is automatically performed by the steel pipe, the steel pipe functions as a guide material of the steel material forming the pier body, and after the steel pipe is cast, the crane is operated. Through the top of the steel pipe A heavy receiving plate is arranged and held at a design position such as a flat level with the front and rear pier panels and connected and fixed with bolts and pins. During this time, the steel pipe is guided into the steel pipe after the steel pipe is driven into the ground. Insert a shank of a predetermined drilling machine as a material, perform drilling and drilling through the drilling machine with the tip bit, and rotate the shank to a predetermined timing at the timing when the drilling machine projects from the tip of the steel pipe. By expanding the tip bit from the outer diameter of the steel pipe to form a hole with a diameter larger than the outer diameter of the steel pipe, the steel pipe is sunk in the ground by its own weight, and the weight of the drilling machine, The pile piers are constructed by injecting and backfilling mortar or other mortar with a grout pump or the like installed after the crane to construct a pile pier. Panel of steel pipe The bolts and pins are successively extended through the joints, and the unit pier panel that constitutes the temporary pier body is assembled asynchronously with the groundwork prior to the pile pier setting work in the extension direction. Do
Pile pier installation work in the extension direction is carried out simultaneously and simultaneously through the construction and construction of the panel at the design position. Efficient, low cost, and safe and smooth construction of the entire process can be performed. Also, for the loading of pile pier materials and equipment to be driven at a predetermined pitch,
By minimizing vegetation cutting and ground shaping as much as possible, it will not be incompatible with environmental conservation laws and regulations, and it can be applied to soft ground and hard ground. Thus, it is possible to carry out quickly with stable efficiency of all the processes.
【００１２】[0012]
【発明の実施の形態】次に、この出願の発明の実施しよ
うとする形態を実施例の態様として図面に従って説明す
れば以下の通りである。BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a block diagram showing the configuration of an embodiment of the present invention;
【００１３】まず、前段作業として図１に示す様に、所
定の平らな作業用地盤上に於て桟橋パネル８を平場地組
するに際し、次述する杭橋脚としての３本の鋼管１０，
１０，１０に対しこれを外挿すると共に、前後隣設する
ユニット桟橋パネル８，８を連結するための筒状連結部
１，１（当該実施例においては３体）、及び、連結突起
部２，２，２，２を有する杭橋脚フレーム３に対し両端
部に該突起部２に対する連結用のフォーク状の各凹部２
´ を有してボルト６又はピンにより連結する長短のフ
レーム５´ ，５´´がサブフレーム４を介し梯子状に
形成された縦フレーム５が当該図１の（イ）に示す様
に、予め工場で製作された部品として搬入され、当該図
１の（ロ）に示す様に、ユニット桟橋パネル８の連結機
構と突起部２，２，２，２に対し縦フレーム５の先端部
のフォーク状の連結機構としての凹部２´ がボルト６
により連結されて当該図１の（ハ）に示す様に、平場地
組され、更に、該ユニット桟橋パネル８を所定の強度剛
性を有するように縦フレーム５，５の相対向するフレー
ム５´ ，５´´間にサブフレーム７，７を挿入し、ボ
ルト６又はピンにより連結固定して補強し、当該図１の
（ニ）に示す様に、ユニット桟橋パネル８を所定数形成
しておく。尚１１は平場組立された桟橋パネルの上面に
敷設された床板である。First, as shown in FIG. 1, when the pier panel 8 is laid on a flat ground on a predetermined flat work ground as a pre-stage work, three steel pipes 10 as pile piers described below are used.
The tubular connecting portions 1 and 1 (three in this embodiment) for connecting the unit pier panels 8 and 8, which are adjacent to the front and rear, are extrapolated to the connecting piers 10 and 10, and the connecting protrusions 2 , 2, 2, 2, fork-shaped recesses 2 for connection to the protrusions 2 at both ends with respect to the pile pier frame 3 having
The vertical frame 5 in which long and short frames 5 ′ and 5 ″ having a ′ and connected by a bolt 6 or a pin are formed in a ladder shape via the sub-frame 4 is previously formed as shown in FIG. As shown in FIG. 1 (b), the connection mechanism of the unit pier panel 8 and the protruding portions 2, 2, 2, 2 fork-shaped at the tip end of the vertical frame 5 as shown in FIG. The concave portion 2 'as the connecting mechanism of the bolt 6
As shown in FIG. 1C, the unit pier panel 8 is connected to the vertical frames 5 'and 5' so that the unit pier panel 8 has a predetermined strength and rigidity. The subframes 7, 7 are inserted between 5 '' and connected and fixed by bolts 6 or pins to reinforce them, and a predetermined number of unit pier panels 8 are formed as shown in FIG. Reference numeral 11 denotes a floor board laid on the upper surface of the pier panel assembled on a flat ground.
【００１４】而して、当該施工に併せて図２に示す様
に、所定の傾斜地盤９の基端部に第１の所定のユニット
桟橋橋脚本体としての鋼管１０を杭橋脚フレーム３の筒
状連結部１に挿通して設定深度打設してその基端部をモ
ルタル等の根固材を充填し、埋め戻して固定状態に植立
しておいて該鋼管１０に対し上述した平場組み付けによ
り組み立てられた桟橋パネル８の床板１１上にクローラ
ークレーン等の重機１２を所定に搬入セットし、そのク
レーン本体１２´ を介しワイヤー１４により柱体とし
ての柱状構造物１３を該桟橋パネル８、及び、各鋼管１
０の天端部の連結部２に対し凹部２´ をしてボルト、
又は、ピン６，６…により連結固定して植立状態にし、
そして、当該図２に示す様に、クローラークレーン１２
のクレーン本体１２´ にワイヤー１４を介し次段の桟
橋パネル８を吊設して搬入し、その基端部の図上のフォ
ーク部の連結機構としての凹部２´ をして桟橋パネル
８の各連結部としての連結機構としての突起部２に近接
させ、当該図３に示す様に、桟橋パネル８側からボルト
６、又は、ピンを介し連結し、更に、ワイヤー１４´を
介し柱状構造物１３と該桟橋パネル８を連結して仮桟橋
の延設方向に連結架設し、その設計位置を保持する。As shown in FIG. 2 along with the construction, a steel pipe 10 as a first predetermined unit pier pier body is provided at the base end of a predetermined inclined ground 9 in a cylindrical shape of the pile pier frame 3. The base end is filled with a mortar material such as mortar, is buried and planted in a fixed state, and is fixed to the steel pipe 10 by the flat field assembly described above. A heavy machine 12 such as a crawler crane is loaded and set on a floor plate 11 of the assembled pier panel 8 in a predetermined manner, and a columnar structure 13 as a pillar body is connected to the pier panel 8 by a wire 14 via the crane body 12 ′. Each steel pipe 1
A concave portion 2 'is formed in the connecting portion 2 at the top end of the bolt 0,
Or, it is connected and fixed by pins 6, 6 ...
Then, as shown in FIG.
The pier panel 8 of the next stage is suspended and carried into the crane main body 12 'through a wire 14, and the base portion of the pier panel 8 is formed with a concave portion 2' as a connecting mechanism of a fork portion shown in the drawing. As shown in FIG. 3, the columnar structure 13 is connected to the pier panel 8 via a bolt 6 or a pin, and further connected via a wire 14 '. And the pier panel 8 are connected and erected in the extending direction of the temporary pier to maintain the design position.
【００１５】したがって、当該次段に架設された桟橋パ
ネル８は当該図３に示す様に、反力ポールとしての柱状
構造物１３を介しワイヤー１４´ によりその自重を支
持すると共に、桟橋パネル８上における各種の軽作業の
荷重に充分に耐えるようにし設置セットされる。Therefore, as shown in FIG. 3, the pier panel 8 erected on the next stage supports its own weight by the wire 14 'via the columnar structure 13 as a reaction force pole, and It is set so that it can withstand the load of various light work.
【００１６】尚、上記反力ポールとしての柱状構造物１
３は杭橋脚フレーム３の筒状連結部１上に直接立設する
代わりに既設の桟橋パネル８に杭橋脚フレーム３の近傍
に立設することも可能である。The columnar structure 1 as the above-mentioned reaction force pole
The pier 3 can be erected on the existing pier panel 8 in the vicinity of the pier frame 3 instead of directly on the tubular connecting portion 1 of the pier frame 3.
【００１７】そして、次段に設置する桟橋パネル８の筒
状連結部１の直下の傾斜地盤９に対しては所定に植生を
可及的に少く伐採しておく。Then, vegetation is cut down on the sloped ground 9 immediately below the tubular connecting portion 1 of the pier panel 8 installed at the next stage as little as possible.
【００１８】そして、当該図３に示す様に、既設桟橋パ
ネル８の床板１１上に搬入セットされたクローラークレ
ーン１２のクレーン本体１２´ によりワイヤー１４を
介し次段の杭橋脚の鋼管１０を吊下搬入し、該次段の桟
橋パネル８の横方向３つの（当該実施形態においては）
の筒状の各連結部１に対し静的に挿入していく。Then, as shown in FIG. 3, the steel pipe 10 of the next pile pier is suspended via the wire 14 by the crane main body 12 'of the crawler crane 12 carried in and set on the floor plate 11 of the existing pier panel 8. The next pier panel 8 is loaded in the lateral direction of the next pier panel 8 (in this embodiment).
Is statically inserted into each of the cylindrical connecting portions 1.
【００１９】尚、該筒状連結部１は杭橋脚部材頭部との
接合、及び、設計応力を満たす強度を保持した連結を可
能としており、又、図４に示す様に鋼管１０を挿入する
杭中心への削孔機２０の導材機能をも有していることに
なる。The cylindrical connecting portion 1 is capable of connecting to a pile pier member head and connecting while maintaining a strength satisfying a design stress, and a steel pipe 10 is inserted as shown in FIG. It also has the function of guiding the drilling machine 20 to the center of the pile.
【００２０】この場合、当該次段の桟橋パネル８には未
だクローラークレーン１２は侵入して来ないので、該次
段の桟橋パネル８の荷重は柱状構造物１３に対するワイ
ヤー１４´ による吊設で充分に耐えられる。In this case, since the crawler crane 12 has not yet entered the pier panel 8 of the next stage, the load of the pier panel 8 of the next stage can be sufficiently hung from the columnar structure 13 by the wire 14 '. Can withstand.
【００２１】そして、該鋼管１０の先端部を地盤９の位
置決めして所定位置に最小限の伐採整地を人力にて行い
削孔部に仮セットしておく。Then, the tip of the steel pipe 10 is positioned on the ground 9 and a minimum level of trimming is set at a predetermined position by manual input and temporarily set in a drilled portion.
【００２２】次いで、図４の（ヘ），（ト）に示す如
く、エアーハンマーを削孔機構とした、図示しないコン
プレッサーが生成送出する圧搾空気を供給する高圧エア
ホース１５が連結された上部のオーガマシン１６に、先
端部に拡縮自在な先端ビット１７をデバイス１８を介し
装着したドリルロッド１９が一体的に連結された削孔機
２０の該ドリルロッド１９を先端ビット１７を縮径した
状態で仮セットした鋼管１０に対して位置出し、心合わ
せしてクレーン本体１２´ により該鋼管１０を導材と
して挿入する。Next, as shown in FIGS. 4 (f) and 4 (g), an upper auger to which a high-pressure air hose 15 having an air hammer drilling mechanism and supplying compressed air generated and delivered by a compressor (not shown) is connected. The drill rod 19 of a drilling machine 20 in which a drill bit 19 having an expandable and contractible tip bit 17 attached to a tip end thereof via a device 18 is integrally connected to a machine 16 in a state where the tip bit 17 is reduced in diameter. The steel pipe 10 is set as a guide material, is positioned with respect to the set steel pipe 10, and is aligned and inserted by the crane body 12 'as a guide.
【００２３】この状態ではオーガマシン１６が非作動状
態で、先端ビット１７は非回転状態であり、その外径は
セットしてある鋼管１０の内径よりやや小さく、図４の
（ヘ）に示す様に、該鋼管１０の内部に収納された姿勢
で該鋼管１０の先端部２１に達し、該鋼管１０内におい
て所定深度に掘削された削孔内底部に図４の（ホ）に示
す様に、当接した時点で削孔機２０のオーガマシン１６
を作動してドリルロッド１９と共に、デバイス１８、先
端ビット１７を回転始動することにより、該先端ビット
１７は当該図４の（ヘ）の状態から（ト）の状態に回転
し、デバイス１８内部の図示しないピンを支点にスライ
ドする機構を持つ先端ビット１７を削孔対象地盤の削孔
装置の回転力に対する反力により拡径して鋼管１０の先
端部２１よりその径を大径にされて、図示しないコンプ
レッサーが生成した圧搾空気を高圧エアーホース１５、
オーガマシン１６、ドリルロッド１９を経由してデバイ
ス１８に供給し、先端ビット１７の打撃破壊力により地
盤９を掘削し、所定深度掘削削孔を行っていく。In this state, the auger machine 16 is inoperative and the tip bit 17 is in non-rotating state, and its outer diameter is slightly smaller than the inner diameter of the set steel pipe 10, as shown in FIG. Then, the steel pipe 10 reaches the distal end portion 21 in a posture accommodated in the steel pipe 10, and is drilled to a predetermined depth in the steel pipe 10 at the bottom of the drilled hole, as shown in FIG. At the time of contact, the auger machine 16 of the drilling machine 20
By operating the device 18 and the tip bit 17 together with the drill rod 19, the tip bit 17 rotates from the state (f) to the state (g) in FIG. The tip bit 17 having a mechanism for sliding a pin (not shown) to a fulcrum is enlarged by the reaction force against the rotational force of the drilling device on the ground to be drilled, and the diameter thereof is made larger than the tip portion 21 of the steel pipe 10. The compressed air generated by a compressor (not shown) is supplied to a high-pressure air hose 15,
The power is supplied to the device 18 via the auger machine 16 and the drill rod 19, and the ground 9 is excavated by the impact breaking force of the tip bit 17, and a predetermined depth excavation is performed.
【００２４】而して、当該先端ビット１７の拡径掘削作
用により、鋼管１０は拡径掘削された削孔にその自重と
削孔機２０の重量により沈下していく。The steel pipe 10 sinks into the drilled hole drilled by its own weight and the weight of the drilling machine 20 due to the diameter drilling operation of the tip bit 17.
【００２５】そして、所定の深度の削孔が終了すると、
オーガマシン１６により削孔機２０のドリルロッド１９
以下の機構を逆回転させることにより、拡径時同様削孔
部接触地盤の削孔装置の回転力に対する反力により先端
ビット１７を縮径させた後に、図５に示す通り、クレー
ン本体１２´ によりワイヤー１４を介しクレーン１２
により該鋼管１０内から所定に引き抜かれていく。When drilling at a predetermined depth is completed,
Drill rod 19 of drilling machine 20 by auger machine 16
By reversely rotating the following mechanism, the tip bit 17 is reduced in diameter by the reaction force against the rotational force of the drilling device in the drilling portion contacting ground as in the case of the diameter expansion, and then, as shown in FIG. Crane 12 via wire 14
As a result, the steel pipe 10 is pulled out from the steel pipe 10 in a predetermined manner.
【００２６】そして、鋼管１０を杭橋脚として機能させ
る場合には、図６に示す様に、クローラークレーン１２
の所定位置後部に付設セットされたグラウトポンプ２２
によりセメントモルタルを次段設置の桟橋パネル８を介
して吊設した鋼管１０内にて削孔機２０をクレーン本体
１２´ を介して引き抜いた後にホース２３を介しその
先端削孔部位に根固材として注入し、埋め戻しを所定に
行って該鋼管１０を固定状態に植立する。When the steel pipe 10 is to function as a pile pier, as shown in FIG.
Grout pump 22 attached and set at the rear of a predetermined position of
The drilling machine 20 is pulled out through the crane main body 12 ′ in the steel pipe 10 in which the cement mortar is suspended via the pier panel 8 of the next stage, and then the root material is pierced through the hose 23 to the drilled portion at the tip end. And the backfill is performed in a predetermined manner, and the steel pipe 10 is erected in a fixed state.
【００２７】尚、該鋼管１０内に他の図示しない鋼材を
建て込んで杭橋脚とする場合には、打設した鋼管１０よ
り削孔機２０をクレーン本体１２´ を介して該鋼管１
０を導材として引き抜いた後、クレーン本体１２´ を
介し該鋼管１０を導材として該鋼材を建て込み、グラウ
トポンプ２２を介しセメントモルタルをホース２３によ
り注入して基端部を埋め戻しして杭橋脚の施工を行う。When another steel material (not shown) is built into the steel pipe 10 to be used as a pile pier, the drilling machine 20 is cut from the cast steel pipe 10 via the crane main body 12 '.
0 is pulled out as a guide material, the steel material is erected using the steel pipe 10 as a guide material via the crane body 12 ′, cement mortar is injected through a grout pump 22 with a hose 23, and the base end is backfilled. Construction of pile piers.
【００２８】当該鋼材を杭橋脚本体とする場合に、鋼管
１０は残置して共に杭橋脚として機能させることも可能
である。When the steel material is used as a pile pier main body, the steel pipe 10 can be left and function together as a pile pier.
【００２９】そして、当該鋼管１０（鋼材を含む）の建
て込みが終了して杭橋脚本体の打設が終了して図７の
（チ）に示す通りに該鋼管１０（鋼材を含む）の筒状接
続部１から上部に突出している部分１０´ を適宜にガ
ス溶断等により切断した後に荷重受板２５を設置する
が、その際、当該図７の（リ），（ヌ）に示す様に、リ
ング状の上面、及び、内部の筒状部にボルト孔２４，２
４…を予め穿設されている該荷重受板２５を該突出部１
０´ をガス切断された鋼管１０の上部に嵌着する手法
や図８の（ワ）に示す様に、ユニット桟橋パネル８の杭
橋脚連結機構である鋼管１´ 内壁に予めユニット桟橋
パネル８の重量を保持する突起部２７，２７を該突起部
２７，２７の鋼管断面の円周方向の延長以上の間隔２８
を置き配設して該突起部２７と同様の円周方向の延長の
突起部２９を間隔２８を有し設置時天端が鋼板にて閉じ
られた鋼管状治具３０を上述の間隔２８を突起部２９が
通過するように杭橋脚連結機構１´ 内に挿入して切断
された鋼管１０の天端に載せ、当該図８の（カ）に示す
様に、突起部２７，２９が円周上の同位置に在り両突起
部２７，２９が噛み合うよう回転させ配設した後に図８
の（ヨ）に示す様に施工を行っていく。Then, the installation of the steel pipe 10 (including the steel material) is completed, the driving of the pile pier body is completed, and the cylinder of the steel pipe 10 (including the steel material) as shown in FIG. The load receiving plate 25 is installed after appropriately cutting the portion 10 ′ protruding upward from the connection portion 1 by gas fusing or the like. At this time, as shown in FIGS. Bolt holes 24, 2 in the ring-shaped upper surface and the inner cylindrical portion.
The load receiving plate 25 pre-drilled to the projecting portion 1
As shown in FIG. 8 (A), the unit pier panel 8 is previously mounted on the inner wall of the steel pipe 1 ′, which is a pile pier connection mechanism of the unit pier panel 8. The protrusions 27 that hold the weight are spaced from each other by a distance 28 that is equal to or greater than the circumferential extension of the cross section of the steel pipe of the protrusions 27, 27
A steel tubular jig 30 having a circumferentially extending protrusion 29 similar to the protrusion 27 and having a space 28 and having a top end closed with a steel plate at the time of installation is provided with the above space 28. The steel tube 10 is inserted into the pile pier connection mechanism 1 'so as to pass through the projection 29 and is placed on the top end of the cut steel pipe 10, and as shown in FIG. After the two projections 27 and 29 are rotated and disposed so as to mesh with each other at the same position on FIG.
Construction will be carried out as shown in (Y).
【００３０】そして、図８の（タ）はボルトを使用しな
い荷重受板によるユニット桟橋パネル８と杭端脚の連結
部を示す図である。FIG. 8 (T) is a view showing a connecting portion between the unit pier panel 8 and the pile end leg by a load receiving plate without using bolts.
【００３１】更に、上述の全架設工程作業中の安全確保
のため、図示しないガードレール、墜落防止用ネット設
置等の対策が図られることは勿論のことである。Further, in order to ensure safety during the above-mentioned entire erection process, it goes without saying that countermeasures such as installing a guardrail and a fall prevention net (not shown) are taken.
【００３２】尚、この場合クローラークレーン１２の前
後の桟橋パネル８，８を進退動出来るように、各桟橋パ
ネル８の杭橋脚フレーム３の筒状の各連結部１に立設す
る各柱状構造物１３，１３の間隔は該クローラークレー
ン１２の通行に支障がないように予め所定間隔サイズに
されているものである。In this case, each of the columnar structures erected on each of the cylindrical connecting portions 1 of the pile pier frame 3 of each of the pier panels 8 so that the pier panels 8, 8 in front and behind of the crawler crane 12 can move forward and backward. The space between the members 13 and 13 is set to a predetermined size in advance so that the passage of the crawler crane 12 is not hindered.
【００３３】このような施工態様を採ることにより、上
部構造部の桟橋パネル８の各ユニットの組立作業が下部
構造部の杭橋脚の打設作業に先行しながら互いに非同期
的に行われ、該パネルの設計位置への架設構築作業を介
して延設方向の杭橋脚打設作業が同時併工的に行われ、
しかも、搬入するクローラークレーン１２は地盤９の形
状にかかわることなく、各桟橋パネル８のフラットの床
板１１上にて進退動出来、又、高所作業用の足場等も不
要となり、高能率裡に安全で設計通りの簡易仮橋仮桟橋
架設が行われる。By adopting such a construction mode, the assembling work of each unit of the pier panel 8 of the upper structure part is performed asynchronously with each other before the driving work of the pile pier of the lower structure part. Pile pier installation work in the extension direction was carried out simultaneously and simultaneously through the construction work to the design position of
In addition, the crawler crane 12 to be carried in can move forward and backward on the flat floor plate 11 of each pier panel 8 without being concerned with the shape of the ground 9, and a scaffold for work at a high place is not required. A simple temporary bridge temporary pier is erected as designed and safe.
【００３４】上述の如く、当該図７の（オ）に示す様
に、前後の桟橋パネル８，８の設計位置への架設構築作
業を介して、該パネル８をガイドとして前の杭橋脚１
０，１０，１０の打設位置決め心出し、及び、打設施工
が同時併工的に成され、該各桟橋パネル８の杭橋脚に対
する連結が終了すれば、クレーン本体１２´ を介し各
柱状構造物１３を撤去し、ワイヤー１４´ の取り外し
も行って、簡易仮橋仮桟橋架設を完了する。As described above, as shown in FIG. 7 (e), through the work of erection and construction of the front and rear pier panels 8, 8 at the design position, the front pier 1
When the locating positioning centering of 0, 10, and 10 and the laying are performed simultaneously, and the connection of each pier panel 8 to the pile pier is completed, each columnar structure is connected via the crane main body 12 '. The object 13 is removed and the wire 14 'is also removed to complete the simple temporary bridge temporary pier construction.
【００３５】尚、この出願の発明の実施態様は上述実施
形態に限るものでないことは勿論であり、例えば、断
崖、絶壁が迫っている海岸に埠頭や倉庫等の永久構造物
の構築に先行して当該永久構造物建設用の作業場として
の簡易仮橋仮桟橋架設に用いることが出来る等種々の態
様が採用可能である。It should be noted that the embodiments of the invention of this application are not limited to the above-described embodiments. For example, prior to the construction of a permanent structure such as a wharf or a warehouse on a shore where cliffs or cliffs are approaching. Various modes can be adopted, such as a simple temporary bridge temporary pier construction as a work place for the construction of the permanent structure.
【００３６】[0036]
【発明の効果】以上、この出願の発明によれば、基本的
に山間林野部の傾斜地や海岸線に近接している断崖、絶
壁部等の容易には施工出来ない地域に対する簡易仮橋仮
桟橋架設の工法において、在来態様の如くその施工手順
において、まず、下部構造部としての杭橋脚を構築し、
その後、該杭橋脚に対しユニット桟橋パネルを後段施工
として上部構造部の施工を行う順番の制約がなくなり、
仮橋仮桟橋の上部構造がクレーンによる懸架が可能な単
位にユニット桟橋パネルとして分割され予め地組される
ことにより、該杭橋脚打設とユニット桟橋パネルの架設
が、既設上部構造部上を移動自在に搬入されたクレーン
を介して安定した施工基面で同時併工的に行えるために
施工現場の地形や地質的制約や法的規制の制約を最小限
に抑止して設計通りの施工が迅速、且つ、安全でローコ
ストで行えるという優れた効果が奏される。As described above, according to the invention of this application, a simple temporary bridge temporary pier is constructed for an area which cannot be easily constructed, such as a slope in a mountain forest area, a cliff close to a shoreline, or a cliff. In the method of construction, in the construction procedure as in the conventional mode, first, build a pile pier as a substructure,
After that, there is no restriction on the order in which the upper pier is constructed as a unit pier panel for the pile pier as a post-stage construction,
Temporary bridge The upper structure of the temporary pier is divided into unit pier panels into units that can be suspended by a crane and pre-grounded, so that the pile pier mounting and erection of the unit pier panel move on the existing upper structure. Simultaneous simultaneous construction on a stable construction surface via a freely loaded crane minimizes topographical and geological constraints and legal restrictions on construction sites and speeds construction as designed An excellent effect that it can be performed safely and at low cost can be obtained.
【００３７】しかも、杭橋脚の施工について煩瑣な杭橋
脚等の杭心位置の選定や掘削機導材の搬入セットや前段
施工における杭橋脚打設に伴う当該地盤の整地を行わず
に済み、又、現場毎に異なる施工条件に対応自在である
ように特別にその都度選定導入した該杭橋脚を施工する
専用装置や後段の施工のユニット桟橋パネルの架設に際
し、多数の作業足場を用いずに済み、これらの搬入や搬
出に要する工数を省け、しかも、安全性が高く、工期が
短縮されて低コストで出来るという優れた効果が奏され
る。Moreover, the construction of the pile pier does not require complicated selection of the position of the pile center of the pile pier or the like, setting of the excavator guide material, and ground preparation for the pile pier in the preceding stage construction. It is not necessary to use a large number of work scaffolds when erection of the dedicated equipment for installing the pile pier and the unit pier panel for the later stage installation, which are specially selected and introduced each time so that it can respond to different construction conditions at each site In addition, it is possible to reduce the man-hours required for carrying in and out, and to achieve an excellent effect that the safety is high, the construction period is shortened, and the cost is reduced.
【００３８】又、杭橋脚架設に先行してユニット桟橋パ
ネルを架設するに、１台等のクローラークレーンにより
行えるために、該杭橋脚架設とユニット桟橋パネル架設
の構築機器類を別に選定して搬入セットせずに済むため
に、使用する機器類が限定されないため極めて効率的に
作業が行え、操作管理もし易いというメリットがある。Further, since the unit pier panel can be erected prior to the construction of the pile pier by using one crawler crane or the like, construction equipment for the pile pier erection and the unit pier panel erection are separately selected and carried. Since there is no need to set the device, there is an advantage that the operation can be performed very efficiently and the operation management is easy because the devices to be used are not limited.
【００３９】そして、ユニット桟橋パネルの架設に後行
して地盤に打設した杭橋脚にユニットを桟橋パネルを架
設し（クレーンを介して）、そして、桟橋の延設方向に
対し後行打設した杭橋脚に柱体を立設し、該柱体に次段
のユニット桟橋パネルをワイヤーを介して吊設して架設
し、該次段のユニット桟橋パネルの端部の連結部に鋼管
を挿通してその先端を地盤に打設し該鋼管の基端部に、
更に、次段のユニット桟橋パネルを連結する工程を反復
するようにすることにより、該鋼管をして杭橋脚とし、
該杭橋脚の打設を行うと共にユニット桟橋パネルの延設
架設を図ることが出来るために、極めて効率的で作業工
数が少い架設を行うことが出来るという優れた効果が奏
される。Then, the pier panel is erected (via a crane) on the pile pier that has been laid on the ground after the pier panel is erected, and the pier panel is laid later in the extending direction of the pier. A pillar is erected on the piled pier, and the next unit pier panel is suspended and erected on the pillar via a wire, and a steel pipe is inserted into the connection portion at the end of the next unit pier panel. Then, the tip is poured into the ground, and at the base end of the steel pipe,
Further, by repeating the process of connecting the next unit pier panel, the steel pipe is used as a pile pier,
Since the pile piers can be cast and the unit pier panels can be extended and erected, there is an excellent effect that the pier can be extremely efficiently erected and the number of work steps can be reduced.
【００４０】而して、該鋼管を杭橋脚にするばかりでな
く、鋼管を地盤に打設した後、該鋼管に杭橋脚本体の鋼
材を建て込んで杭橋脚とすることにより、該鋼管を導材
として機能し、スムーズで効率の良い施工を行うことが
出来るという優れた効果が奏される。Thus, not only is the steel pipe used as a pile pier, but after the steel pipe is cast into the ground, the steel material of the main body of the pile pier is built into the steel pipe to form a pile pier, thereby guiding the steel pipe. It has an excellent effect that it functions as a material and can perform smooth and efficient construction.
【００４１】そして、前段に架設したユニット桟橋パネ
ル上に搬入セットしたクレーンにより、杭橋脚の打設と
次段のユニット桟橋パネルの延設が行えるという優れた
効果も奏される。The crane loaded and set on the unit pier panel erected in the previous stage has an excellent effect that the pile pier can be driven and the next unit pier panel can be extended.
【００４２】又、該ユニット桟橋パネルを杭橋脚フレー
ムに対しての縦フレームと該縦フレームに対する横フレ
ームとの連結を平場地組により、或いは、工場で予め組
み立てて所定に搬入し、クレーンを介して鋼管を杭橋脚
フレームの筒状連結部に挿通して杭橋脚に連結架設する
ことが出来るために、この点からも架設の初期から施工
能率が極めて良好に行うことが出来るという優れた効果
が奏される。Further, the unit pier panel is connected to the vertical frame for the pile pier frame and the horizontal frame for the vertical frame by flat ground construction, or pre-assembled at a factory, and is carried in in a predetermined manner, and is then transferred via a crane. Because the steel pipe can be inserted into the tubular connection part of the pile pier frame and connected to the pile pier, the construction efficiency can be extremely good from the initial stage of erection. Is played.
【００４３】又、杭橋脚として用いる鋼管の地盤に対す
る打設後、該鋼管内に鋼管を導材として削孔機のシャン
クを挿入セットし、その先端ビットを鋼管の外径より拡
径して掘削することにより、大径の削孔が形成されて鋼
管を沈下的に打設埋設することが出来、この点からも施
工能率が極めて向上し、作業工数の削減と低コスト化が
図られ、工期の短縮が図られるというメリットがある。After the steel pipe to be used as a pile pier is cast into the ground, a shank of a drilling machine is inserted into the steel pipe using the steel pipe as a guide, and the tip bit is extruded from the outer diameter of the steel pipe. By doing so, a large diameter hole can be formed and the steel pipe can be cast and buried subsidence, and from this point too, the construction efficiency is extremely improved, the number of work steps is reduced and the cost is reduced, There is a merit that the time can be shortened.
【図１】（イ）はユニット桟橋パネルの杭橋脚フレーム
と縦フレームの取り合い平面図、（ロ）は該ユニット桟
橋パネルの杭橋脚フレームと該杭橋脚フレームに対する
両縦フレームの組み付け平面図、（ハ）は該ユニット桟
橋パネルの杭橋脚フレームに対する両フレームとサブフ
レームの平場地組の態様の平面図、（ニ）は平場地組さ
れたユニット桟橋パネルの平面図である。1 (a) is a plan view of the connection between a pile pier frame and a vertical frame of a unit pier panel, and (b) is a plan view of the pile pier frame of the unit pier panel and an assembly of both vertical frames to the pile pier frame. FIG. 3C is a plan view of the flat terrain mode of the two frames and the subframe with respect to the pile pier frame of the unit pier panel, and FIG. 4D is a plan view of the unit pier panel laid flat.
【図２】先行打設杭橋脚に対する柱状構造物の立設と桟
橋の延設方向への次段のユニット桟橋パネルのクレーン
を介しての吊り込み連結態様の側面図である。FIG. 2 is a side view of a state in which a columnar structure is erected with respect to a preceding cast pile pier and a unit pier panel of the next stage is suspended and connected via a crane in a direction in which the pier extends.
【図３】上記次段連設されたユニット桟橋パネルの筒状
連結部に対するクレーンを介しての杭橋脚としての鋼管
の吊り込み挿入態様の模式側面図である。FIG. 3 is a schematic side view of a mode in which a steel pipe as a pile pier is suspended and inserted through a crane to a cylindrical connecting portion of the unit pier panel connected in the next stage.
【図４】（ホ）は該吊り込みされた削孔機の地盤に対す
る掘削開始状態の模式側面図、（ヘ）は該削孔機の先端
ビットの非回転状態の鋼管先端部に対する取り合い部分
断面側面図、（ト）は該先端ビットの回転による拡径さ
れた状態での鋼管先端との取り合い部分断面側面図であ
る。FIG. 4 (e) is a schematic side view of the suspended drilling machine in a state in which excavation is started on the ground, and FIG. 4 (f) is a partial cross-section of a tip bit of the drilling machine engaging a non-rotating steel pipe tip. (G) is a partial cross-sectional side view of engagement with the steel pipe tip in a state where the diameter is enlarged by rotation of the tip bit.
【図５】反力ポールとしての柱状構造物を介してのワイ
ヤーを介して設計位置に保持されたユニット桟橋パネル
の各杭橋脚として打設された鋼管からのクレーンを介し
ての削孔機引き抜き態様の模式側面図である。FIG. 5: Withdrawal of a drilling machine via a crane from a steel pipe cast as each pile pier of a unit pier panel held in a design position via a wire via a columnar structure as a reaction pole It is a schematic side view of an aspect.
【図６】杭橋脚としての鋼管の先端掘削部に対する根固
材のモルタル注入態様の側面図である。FIG. 6 is a side view of a mortar injection mode of a mortar into a tip excavation portion of a steel pipe as a pile pier.
【図７】（チ）は杭橋脚の鋼管の基端部に対するガス切
断の部分断面側面図、（リ）は該ガス切断部に対する荷
重受板の取り合い模式部分断面側面図、（ヌ）は該荷重
受板の平面図、（ル）は該鋼管の天端に対する荷重受板
のセット状態の部分断面側面図、（オ）は鋼管の天端に
対する荷重受板と前後のユニット桟橋パネルとのフラッ
トレベルのセット完了状態の部分断面側面図である。FIG. 7 (h) is a partial cross-sectional side view of gas cutting with respect to the base end of the steel pipe of the pile pier, (i) is a schematic partial cross-sectional side view of the connection of the load receiving plate to the gas cutting portion, and (nu) is A plan view of the load receiving plate, (L) is a partial cross-sectional side view of the set state of the load receiving plate with respect to the top end of the steel pipe, and (E) is a flat view of the load receiving plate with respect to the top end of the steel pipe and the front and rear unit pier panels. FIG. 4 is a partial cross-sectional side view of a state where a level has been set.
【図８】（ワ）は杭橋脚天端に鋼管状治具を被せる断面
透視図、（カ）は鋼管状治具を杭橋脚天端状で該治具の
突起部とユニット桟橋パネルの連結機構の突起部の位置
を揃え噛み合わせるために回転させる配設手順の断面透
視図、（ヨ）は鋼管状治具を固定する凸状部を有する蓋
板配設手順の断面透視図、（タ）はボルトを使用しない
荷重受板によるユニット桟橋パネルと杭橋脚の連結完了
図である。FIG. 8 (a) is a perspective view of a cross section in which a steel tubular jig is put on the top of a pile pier, and (f) is a connection between a projecting portion of the jig and a unit pier panel in the shape of a pile pier. A cross-sectional perspective view of an arrangement procedure of rotating the mechanism so as to align and engage the projections, and (Y) is a cross-sectional perspective view of an arrangement procedure of a cover plate having a convex portion for fixing a steel tubular jig. () Is a diagram showing the completion of connection between the unit pier panel and the pile pier by the load receiving plate without using bolts.
１０ 杭橋脚（鋼管） ２，２´ 連結機構 ８ ユニット桟橋パネル（上部構造） １３ 柱体（柱状構造物） １４ ワイヤー １２´ クレーン（本体） ２５ 荷重受板 ２０ 削孔機 １７ 先端ビット １４´ ワイヤー DESCRIPTION OF SYMBOLS 10 Pile pier (steel pipe) 2, 2 'Connection mechanism 8 Unit pier panel (superstructure) 13 Column (columnar structure) 14 Wire 12' Crane (body) 25 Load receiving plate 20 Drilling machine 17 Tip bit 14 'Wire
Claims (8)
構造をユニット桟橋パネルとして分割し、該ユニット桟
橋パネルを平場にて組み立て先行して設計位置に構築し
た後に延設方向の杭橋脚打設を行う簡易仮橋仮桟橋架設
工法において、既設桟橋桁上に柱体を立設した後上記ユ
ニット桟橋パネルをクレーンにより設計位置に移動し、
該ユニット桟橋パネル付属の連結機構により上部構造既
設部を架設し、その際上記柱体を架設することにより設
計位置に保持し、延設方向の杭橋脚打設位置を該ユニッ
ト桟橋パネルに付属の杭橋脚連結機構により確保した
後、該連結機構に鋼管を挿通してその先端を地盤に打設
し、該鋼管を杭橋脚として該ユニット桟橋パネルに連結
して桟橋構造を構築する工程を反復するようにすること
を特徴とする簡易仮橋仮桟橋架設工法。An upper structure is divided as a unit pier panel for each unit which can be suspended by a crane, and the unit pier panel is assembled on a flat ground and preliminarily constructed at a design position, and then a pile pier is driven in an extending direction. In the temporary temporary bridge temporary pier construction method of performing the above, after the pillar body is erected on the existing pier girder, the unit pier panel is moved to the design position by a crane,
The existing structure of the upper structure is erected by the connection mechanism attached to the unit pier panel. At this time, the pillar is erected to maintain the design position, and the pile pier mounting position in the extending direction is attached to the unit pier panel. After securing by the pile pier connection mechanism, the process of inserting a steel pipe into the connection mechanism, driving the tip of the steel pipe into the ground, connecting the steel pipe as a pile pier to the unit pier panel, and constructing a pier structure is repeated. A simple temporary bridge temporary pier construction method characterized by the following.
構造をユニット桟橋パネルとして分割し、該ユニット桟
橋パネルを平場にて組み立て先行して設計位置に構築し
た後に延設方向の杭橋脚打設を行う簡易仮橋仮桟橋架設
工法において、既設桟橋桁上に柱体を立設した後上記ユ
ニット桟橋パネルをクレーンにより設計位置に移動し、
該ユニット桟橋パネルに付属の連結機構により上部構造
既設部を架設し、その際上記柱体を架設することにより
設計位置に保持して延設方向の杭橋脚打設位置を該ユニ
ット桟橋パネル付属の杭橋脚連結機構により確保した
後、該連結機構に鋼管を挿通してその先端を地盤に打設
し、設計深度到達後に杭橋脚となる鋼材を該鋼管内に建
て込み、該鋼材を該ユニット桟橋パネルに連結して桟橋
構造を構築する工程を反復するようにすることを特徴と
する簡易仮橋仮桟橋架設工法。2. An upper structure is divided as a unit pier panel for each unit which can be suspended by a crane, and the unit pier panel is assembled on a flat ground and constructed at a design position prior to the installation of a pile pier in an extending direction. In the temporary temporary bridge temporary pier construction method of performing the above, after the pillar body is erected on the existing pier girder, the unit pier panel is moved to the design position by a crane,
The existing structure of the upper structure is erected by the connecting mechanism attached to the unit pier panel , and at this time, the pillar is erected to maintain the design position, and the pile pier mounting position in the extending direction is attached to the unit pier panel. After securing by the pile pier connection mechanism, a steel pipe is inserted into the connection mechanism and the tip is driven into the ground, and after reaching the design depth, a steel material to be a pile pier is built in the steel pipe, and the steel material is connected to the unit pier. A simple temporary bridge temporary pier construction method characterized by repeating a process of connecting a panel to construct a pier structure.
することを特徴とする請求項１，２いずれか記載の簡易
仮橋仮桟橋架設工法。3. The temporary temporary bridge temporary pier construction method according to claim 1, wherein the column is erected directly above a pile pier.
搬入セットしたクレーンにより行うようにすることを特
徴とする請求項１，２いずれか記載の簡易仮橋仮桟橋架
設工法。4. The simple temporary bridge temporary pier construction method according to claim 1, wherein the work in each of the steps is performed by a crane carried in and set on a pier panel at the preceding stage.
の縦フレームと該縦フレームに対する横フレームとの連
結を平場地組により行うようにすることを特徴とする請
求項１，２いずれか記載の簡易仮橋仮桟橋架設工法。5. The pier panel according to claim 1, wherein a vertical frame to the pile pier frame and a horizontal frame to the vertical frame are connected by a flat ground. Temporary bridge pier construction method.
配設して前後の桟橋パネルと設計位置姿勢状態にするよ
うにすることを特徴とする請求項１，２いずれか記載の
簡易仮橋仮桟橋架設工法。6. The steel pipe according to claim 1, wherein a load receiving plate is arranged at a top end of the steel pipe after the steel pipe is driven so as to be in a design position / posture state with front and rear pier panels. Temporary bridge pier construction method.
鋼管を挿通することにより杭心位置を確保した後、削孔
機を該鋼管内に挿入セットし回転してその先端ビット径
を鋼管径より拡張した状態にして該鋼管径よりも大径の
削孔を形成して該鋼管を沈下させるようにすることを特
徴とする請求項１，２いずれか記載の簡易仮橋仮桟橋架
設工法。7. A pile center position is secured by inserting a steel pipe through the unit pier panel pile pier connection mechanism, and then a drilling machine is inserted and set in the steel pipe and rotated to set the tip bit diameter from the steel pipe diameter. 3. A method for constructing a temporary temporary bridge and a temporary pier according to claim 1, wherein a drilled hole having a diameter larger than the diameter of the steel pipe is formed in an expanded state to sink the steel pipe.
て該鋼管内に挿入するようにすることを特徴とする請求
項１，２，６いずれか記載の簡易仮橋仮桟橋架設工法。8. The method of claim 1, wherein the steel material and the drilling machine are inserted into the steel pipe using the steel pipe as a guide. .
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP21910596A JP3211673B2 (en) | 1996-08-02 | 1996-08-02 | Simple temporary bridge temporary pier construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP21910596A JP3211673B2 (en) | 1996-08-02 | 1996-08-02 | Simple temporary bridge temporary pier construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH1046523A JPH1046523A (en) | 1998-02-17 |
| JP3211673B2 true JP3211673B2 (en) | 2001-09-25 |
Family
ID=16730342
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP21910596A Expired - Lifetime JP3211673B2 (en) | 1996-08-02 | 1996-08-02 | Simple temporary bridge temporary pier construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3211673B2 (en) |
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