JPH06129189A - Segment-based vertical column construction method - Google Patents

Segment-based vertical column construction method

Info

Publication number
JPH06129189A
JPH06129189A JP3262419A JP26241991A JPH06129189A JP H06129189 A JPH06129189 A JP H06129189A JP 3262419 A JP3262419 A JP 3262419A JP 26241991 A JP26241991 A JP 26241991A JP H06129189 A JPH06129189 A JP H06129189A
Authority
JP
Japan
Prior art keywords
segment
continuous wall
underground continuous
wall
underground
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
Application number
JP3262419A
Other languages
Japanese (ja)
Other versions
JP2884452B2 (en
Inventor
Koichi Mae
孝一 前
Kenji Kuraishi
謙司 倉石
Shinichi Tanaka
慎一 田中
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shimizu Construction Co Ltd
Shimizu Corp
Original Assignee
Shimizu Construction Co Ltd
Shimizu Corp
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Shimizu Construction Co Ltd, Shimizu Corp filed Critical Shimizu Construction Co Ltd
Priority to JP3262419A priority Critical patent/JP2884452B2/en
Publication of JPH06129189A publication Critical patent/JPH06129189A/en
Application granted granted Critical
Publication of JP2884452B2 publication Critical patent/JP2884452B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Landscapes

  • Lining And Supports For Tunnels (AREA)

Abstract

PURPOSE:To make it possible to construct a vertical column in a relatively short period. CONSTITUTION:A segment 12 is assembled inside an underground continuous wall 7 along the internal circumference of the underground continuous wall. After a last-drive anchor is placed from a backfilling inlet of the segment 12, a backfilling material is injected between the underground continuous wall 7 and the segment 12 from the backfilling inlet, thereby constructing a shaft 10. This construction makes it possible to omit such processes as reinforcing bar assembling, form work and concrete cast work. What is more, no noncrete curing period is required, which makes it possible to shorten construction period dramatically.

Description

【発明の詳細な説明】Detailed Description of the Invention

【0001】[0001]

【産業上の利用分野】この発明は、例えば重力を利用し
た生産設備用の大深度立坑やシールド用立坑を構築する
のに好適なセグメントを利用した立坑構築工法に関す
る。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vertical shaft construction method using a segment suitable for constructing a deep vertical shaft for a production facility or a vertical shaft for a shield which utilizes gravity.

【0002】[0002]

【従来の技術】従来、上記のような大深度の立坑を構築
する構築工法の一例として、地中連続壁とRC逆巻き工
法とを組み合わせたものが知られている。この工法は、
地中に筒状の地中連続壁を構築した後、地中連続壁の頭
部を掘削し、この部分に環状にコンクリートを打設して
構築すべき立坑と同径の内径を有するコーピングを構築
し、次いで上記地中連続壁の内側を所定深さだけ掘削し
た後、該掘削孔に鉄筋組立を行いスライド式の型枠を挿
入して、該型枠と上記地中連続壁との間にコンクリート
を打設し、さらに再び所定深さだけ掘削を行って上記ス
ライド式型枠を下降させ、該型枠と地中連続壁との間に
コンクリートを打設する工程を所定の深度まで繰り返し
て行い、最後に床付け掘削を行い底板を構築することに
よって立坑を構築するものである。
2. Description of the Related Art Conventionally, as an example of a construction method for constructing a shaft with a large depth as described above, a method in which an underground continuous wall and an RC reverse winding method are combined is known. This method is
After constructing a cylindrical underground continuous wall in the ground, excavate the head of the underground continuous wall and place concrete in this part annularly to form a coping having the same inner diameter as the vertical shaft to be constructed. After constructing and then excavating the inside of the underground continuous wall to a predetermined depth, rebar assembly is performed in the excavation hole and a slide type mold is inserted, and between the form and the underground continuous wall. Repeat the steps of placing concrete into the concrete, excavating again to the specified depth, lowering the slide formwork, and placing concrete between the formwork and the underground continuous wall to the specified depth. Then, the vertical shaft is excavated and finally the bottom plate is constructed to construct the shaft.

【0003】[0003]

【発明が解決しようとする課題】ところが、上記工法に
おいては、構築すべき立坑の内空が狭い場合、掘削時は
掘削のみ、鉄筋組立時は鉄筋組立のみ、コンクリート打
設時はコンクリート打設のみと施工作業を併用すること
ができないこと、また、コンクリートの養生期間が必要
となることにより、立坑を構築するのに多大の施工期間
を要していた。この発明は上記事情に鑑みてなされたも
ので、比較的短期間で立坑を構築することができるセグ
メントを利用した立坑構築工法を提供することを目的と
している。
However, in the above construction method, when the inner space of the vertical shaft to be constructed is narrow, only excavation is performed during excavation, only reinforcing bar is assembled during rebar assembly, and only concrete pouring is performed during concrete pouring. Since it was not possible to use both the construction work and the construction work, and the concrete curing period was required, it took a long construction period to construct the shaft. The present invention has been made in view of the above circumstances, and an object of the present invention is to provide a shaft construction method using a segment that can construct a shaft in a relatively short period of time.

【0004】[0004]

【課題を解決するための手段】上記目的を達成するため
に、この発明のセグメントを利用した立坑構築工法は、
筒状の地中連続壁の内側を掘削した後、該地中連続壁の
内側に地中連続壁内周に沿ってセグメントを組立て、次
いで、該セグメントの裏込め注入口からあと打アンカー
を打設した後、上記裏込め注入口から上記地中連続壁と
セグメントとの間に裏込め材を注入するものである。
In order to achieve the above object, a vertical shaft construction method utilizing the segment of the present invention is
After excavating the inside of the cylindrical underground continuous wall, assemble the segment inside the underground continuous wall along the inner circumference of the underground continuous wall, and then punch the post-strike anchor from the backfill inlet of the segment. After the installation, the backfill material is injected from the backfill inlet between the underground continuous wall and the segment.

【0005】[0005]

【作用】この発明のセグメントを利用した立坑構築工法
にあっては、地中連続壁の内側にセグメントによって立
坑を構築したので、従来の工法における鉄筋組立、型枠
工、コンクリート打設工程を省略でき、しかも従来のよ
うにコンクリートの養生期間を必要としないので、大幅
な工期短縮を図ることができる。またセグメントを、該
セグメントに設けられた裏込め注入口から打設したあと
打アンカーと、裏込め注入口から地中連続壁とセグメン
トとの間に注入された裏込め材とによって支持するよう
にしたので、セグメントを容易かつ確実に地中連続壁に
よって支持することができる。
In the vertical shaft construction method using the segment of the present invention, since the vertical shaft is constructed by the segment inside the underground wall, the rebar assembly, formwork and concrete placing steps in the conventional method are omitted. In addition, unlike the conventional method, the concrete curing period is not required, so that the construction period can be significantly shortened. Further, the segment is supported by a post-driving anchor that is driven from a backfill inlet provided in the segment and a backfill material injected from the backfill inlet between the underground continuous wall and the segment. Therefore, the segment can be easily and reliably supported by the underground continuous wall.

【0006】[0006]

【実施例】以下、図1ないし図10を参照してこの発明
のセグメントを利用した立坑構築工法の一実施例を説明
する。 まず、図3に示すように、SMW工法などにより構築
すべき地中連続壁内外の地盤改良を行って、改良体1を
構築する。次いで、図4に示すように、改良体1の頭部
を掘削して、この部分にガイドウォール2を構築すると
ともに、作業床3を構築する。
DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of a vertical shaft construction method utilizing the segment of the present invention will be described below with reference to FIGS. First, as shown in FIG. 3, the improved body 1 is constructed by improving the ground inside and outside the underground continuous wall to be constructed by the SMW method or the like. Next, as shown in FIG. 4, the head of the improvement 1 is excavated to construct the guide wall 2 and the working floor 3 in this portion.

【0007】次に、図5に示すように、改良体1,1
間をEM掘削機4によって掘削し、次いでこの掘削孔に
鉄筋かご5を建て込んだ後、トレミー管6によって上記
掘削孔にコンクリートを打設することによって、地中連
続壁7を構築する。この地中連続壁7は図1に示すよう
に、12個の連続壁片7aを略円筒状に配設したもので
あり、これらの内側に立坑10が構築されるようになっ
ている。 次に、図6に示すように、上記地中連続壁7の頭部を
掘削し、この部分に環状にコンクリートを打設して構築
すべき立坑10と同径の内径を有するコーピング8を構
築する。
Next, as shown in FIG.
An EM excavator 4 is used to excavate the space, a rebar cage 5 is then installed in this excavation hole, and concrete is then poured into the excavation hole using a tremie pipe 6 to construct an underground continuous wall 7. As shown in FIG. 1, this underground continuous wall 7 is formed by arranging 12 continuous wall pieces 7a in a substantially cylindrical shape, and a shaft 10 is constructed inside these. Next, as shown in FIG. 6, the head of the underground continuous wall 7 is excavated, and concrete is annularly cast in this part to construct a coping 8 having an inner diameter equal to that of the vertical shaft 10 to be constructed. To do.

【0008】次に、図7に示すように、地中連続壁7
の内側を所定深さ(約6m)だけ掘削しつつ、掘削土砂
をバケットにより搬出することにより地中連続壁7の内
側に掘削孔を形成する。その後、図8に示すように、所
定深さだけ掘削された掘削孔内にセグメント組立装置付
き足場11を設置して、セグメント12…の取付けを行
うことにより側壁13を構築する。セグメント12…の
取付けは、図1および図2に示すように、地中連続壁7
の周方向に所定個数のセグメント12…を組みつけて、
互いに周方向に隣接するセグメント12,12どうしを
リング間ボルト14で結合するとともに、地中連続壁7
の軸方向に所定個数のセグメント12…を組みつけて、
互いに軸方向に隣接するセグメント12,12どうしを
セグメント間ボルト15で結合することにより行う。こ
のようにセグメント12…を地中連続壁7の周方向およ
び軸方向に連結して一体性を確保することによって、土
・水圧の外力および地震力に充分に対抗できる側壁13
を構築することができる。
Next, as shown in FIG. 7, the underground continuous wall 7
An excavation hole is formed inside the underground wall 7 by excavating the excavated soil by a bucket while excavating the inside of the excavator to a predetermined depth (about 6 m). After that, as shown in FIG. 8, the scaffold 11 with the segment assembling device is installed in the excavation hole excavated by a predetermined depth, and the side walls 13 are constructed by attaching the segments 12 ... As shown in FIGS. 1 and 2, the attachment of the segments 12 ...
Assemble a predetermined number of segments 12 ... in the circumferential direction of
The segments 12 that are adjacent to each other in the circumferential direction are connected to each other by an inter-ring bolt 14, and the underground continuous wall 7
Assemble a predetermined number of segments 12 ... in the axial direction of
This is performed by connecting the segments 12, 12 that are axially adjacent to each other with an inter-segment bolt 15. In this way, by connecting the segments 12 in the circumferential direction and the axial direction of the underground continuous wall 7 to ensure the integrity, the side wall 13 that can sufficiently resist the external force of earth and water pressure and the seismic force.
Can be built.

【0009】次に、上記1つのセグメント12に数ケ
所設けられた裏込め注入口からあと打アンカー16…を
上記地中連続壁7に届くまで打設した後、図9に示すよ
うに、上記裏込め注入口から地中連続壁7と側壁13と
の間に裏込め材(モルタル)17を注入することによっ
て、側壁13の自重を支持する。なお、あと打アンカー
16の打設時には、地中連続壁7の鉄筋を切断する恐れ
があるため、補強鉄筋18を予め挿入しておく(図2参
照)。
Next, after the post-driving anchors 16 ... Are struck from the back-filling injection ports provided at several places in the one segment 12 until they reach the underground continuous wall 7, as shown in FIG. The self-weight of the side wall 13 is supported by injecting a back-filling material (mortar) 17 between the underground continuous wall 7 and the side wall 13 from the back-filling inlet. When the post-strike anchor 16 is driven, the reinforcing bar 18 may be inserted in advance because the reinforcing bar of the underground continuous wall 7 may be cut (see FIG. 2).

【0010】そして、上記との工程を所定の深度ま
で繰り返して行い、最後に図10に示すように、床付け
掘削を行い底板19を構築することによって立坑10の
構築を終了する。
Then, the steps described above are repeated up to a predetermined depth, and finally, as shown in FIG. 10, flooring excavation is performed to construct the bottom plate 19 to complete the construction of the vertical shaft 10.

【0011】しかして、上記セグメントを利用した立坑
構築工法によれば、上記従来の工法における鉄筋組立、
型枠工、コンクリート打設工程を省略し、プレキャスト
材のコンクリート又は鋼製セグメント12…を用い、セ
グメント12…の運搬、組立作業に変更し、しかも従来
のようにコンクリートの養生期間を必要としないので、
大幅な工期短縮を図ることができ、特に、構築すべき立
坑の内空が狭い場合に、従来のような鉄筋組立、型枠
工、コンクリート打設工程といった併用不可能な工程を
省略しているので工期短縮の効果が大きくなる。ちなみ
に、内径7m、深さ100mの立坑を建設する場合にお
いては、掘削構築工事の工期は地中連続壁RC逆巻き工
法(従来方式)に比べ、約6か月間の大幅な工期短縮が
できた。
However, according to the vertical shaft construction method utilizing the above segment, the rebar assembly in the conventional construction method,
Formwork and concrete pouring process are omitted, concrete or steel segment 12 of precast material is used, and transportation and assembly work of segment 12 are changed, and concrete curing period is not required as in the past. So
The construction period can be greatly shortened, and in particular, when the inner space of the vertical shaft to be constructed is narrow, the conventional processes such as rebar assembly, formwork and concrete placing that cannot be used together are omitted. Therefore, the effect of shortening the construction period becomes large. By the way, in the case of constructing a vertical shaft with an inner diameter of 7 m and a depth of 100 m, the construction period of excavation construction work was able to be shortened significantly by about 6 months compared with the underground continuous wall RC reverse winding construction method (conventional method).

【0012】また、セグメント12…を組みつけて側壁
13を構築した後に、セグメント12に設けられた裏込
め注入口からあと打アンカーを打設し、該注入口から地
中連続壁7と側壁との間に裏込材を充填するようにした
ので、セグメント12…により構成された側壁13を容
易かつ確実に地中連続壁7によって支持することがで
き、よって立坑10の構築作業の安全性も高い。
Further, after the segments 12 are assembled to construct the side wall 13, a post-strike anchor is driven from the backfill injection port provided in the segment 12, and the continuous underground wall 7 and the side wall are formed from the injection port. Since the backing material is filled in between, the side wall 13 constituted by the segments 12 ... Can be easily and reliably supported by the underground continuous wall 7, and thus the safety of the construction work of the vertical shaft 10 is also improved. high.

【0013】[0013]

【発明の効果】以上説明したように、この発明のセグメ
ントを利用した立坑構築工法によれば、地中連続壁の内
側に地中連続壁内周に沿ってセグメントを組立て、次い
で、該セグメントの裏込め注入口からあと打アンカーを
打設した後、上記裏込め注入口から上記地中連続壁とセ
グメントとの間に裏込め材を注入することによって立坑
を構築するようにしたので、従来の工法における鉄筋組
立、型枠工、コンクリート打設工程を省略でき、しかも
従来のようにコンクリートの養生期間を必要としないの
で、大幅な工期短縮を図ることができる。
As described above, according to the vertical shaft construction method using the segment of the present invention, the segment is assembled inside the underground continuous wall along the inner circumference of the underground continuous wall, and then the segment is assembled. Since a vertical shaft was constructed by injecting a backfill material between the underground continuous wall and the segment from the backfill inlet after placing a post-casting anchor from the backfill inlet. Since the steps of assembling the rebar, the formwork, and the concrete placing step in the construction method can be omitted, and since the concrete curing period is not required unlike the conventional method, the construction period can be shortened significantly.

【0014】また、セグメントを組立てた後に、該セグ
メントに設けられた裏込め注入口からあと打アンカーを
打設し、該注入口から地中連続壁とセグメントとの間に
裏込材を充填するようにしたので、セグメントを容易か
つ確実に地中連続壁によって支持することができ、よっ
て立坑構築作業の安全性も高い。
After assembling the segment, a post-casting anchor is driven from a backfill injection port provided in the segment, and a backfill material is filled from the injection port between the underground continuous wall and the segment. As a result, the segment can be easily and surely supported by the underground wall, and thus the safety of the shaft construction work is high.

【図面の簡単な説明】[Brief description of drawings]

【図1】本発明の工法によって構築された立坑の横断面
図である。
FIG. 1 is a cross-sectional view of a vertical shaft constructed by the method of the present invention.

【図2】本発明の工法によって構築された立坑の縦面図
である。
FIG. 2 is a vertical view of a vertical shaft constructed by the method of the present invention.

【図3】構築すべき地中連続壁内外の地盤改良を行った
状態を示す縦断面図である。
FIG. 3 is a vertical cross-sectional view showing a state in which ground improvement inside and outside the underground continuous wall to be constructed is performed.

【図4】改良体の頭部にガイドウォールを構築した状態
を示す縦断面図である。
FIG. 4 is a vertical cross-sectional view showing a state where a guide wall is built on the head of the improved body.

【図5】地中連続壁を構築している状態を示す縦断面図
である。
FIG. 5 is a vertical cross-sectional view showing a state where an underground continuous wall is constructed.

【図6】地中連続壁の頭部にコーピングを構築した状態
を示す縦断面図である。
FIG. 6 is a vertical cross-sectional view showing a state in which a coping is constructed on the head of the underground continuous wall.

【図7】地中連続壁の内側に掘削孔を形成している状態
を示す縦断面図である。
FIG. 7 is a vertical cross-sectional view showing a state where an excavation hole is formed inside a continuous underground wall.

【図8】セグメントを取付けている状態を示す縦断面図
である。
FIG. 8 is a vertical cross-sectional view showing a state where a segment is attached.

【図9】裏込め材を注入している状態を示す縦断面図で
ある。
FIG. 9 is a vertical cross-sectional view showing a state where a backfill material is being injected.

【図10】構築された立坑を示す縦断面図である。FIG. 10 is a vertical sectional view showing the constructed vertical shaft.

【符号の説明】[Explanation of symbols]

7 地中連続壁 10 立坑 12 セグメント 13 側壁 16 あと打アンカー 17 裏込め材 7 Underground continuous wall 10 Vertical shaft 12 Segment 13 Side wall 16 Post-cast anchor 17 Backfill material

Claims (1)

【特許請求の範囲】[Claims] 【請求項1】 筒状の地中連続壁の内側を掘削した後、
該地中連続壁の内側に地中連続壁内周に沿ってセグメン
トを組立て、次いで、該セグメントの裏込め注入口から
あと打アンカーを打設した後、上記裏込め注入口から上
記地中連続壁とセグメントとの間に裏込め材を注入する
ことを特徴とするセグメントを利用した立坑構築工法。
1. After excavating the inside of a cylindrical continuous underground wall,
A segment is assembled inside the underground continuous wall along the inner circumference of the underground continuous wall, and a post-strike anchor is driven from the backfill injection port of the segment, and then the underground continuation is performed from the backfill injection port. Vertical shaft construction method using segments, characterized by injecting backfill material between the wall and the segment.
JP3262419A 1991-10-09 1991-10-09 Shaft construction method using segments Expired - Fee Related JP2884452B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP3262419A JP2884452B2 (en) 1991-10-09 1991-10-09 Shaft construction method using segments

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP3262419A JP2884452B2 (en) 1991-10-09 1991-10-09 Shaft construction method using segments

Publications (2)

Publication Number Publication Date
JPH06129189A true JPH06129189A (en) 1994-05-10
JP2884452B2 JP2884452B2 (en) 1999-04-19

Family

ID=17375527

Family Applications (1)

Application Number Title Priority Date Filing Date
JP3262419A Expired - Fee Related JP2884452B2 (en) 1991-10-09 1991-10-09 Shaft construction method using segments

Country Status (1)

Country Link
JP (1) JP2884452B2 (en)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012162877A (en) * 2011-02-04 2012-08-30 Taisei Corp Construction method for underground structure, and the underground structure
CN102733811A (en) * 2011-04-14 2012-10-17 中国石油化工股份有限公司 Impermeable refilling and sealing method for vertical well of underground water-sealed cavern oil storage
JP2014224457A (en) * 2014-09-11 2014-12-04 大成建設株式会社 Underground structure and construction method for the same
JP2014231736A (en) * 2014-09-12 2014-12-11 大成建設株式会社 Construction method for underground structure, and underground structure
CN105422104A (en) * 2015-12-17 2016-03-23 大同煤矿集团有限责任公司 Vertical shaft reinforcing and maintaining method
JP2019094716A (en) * 2017-11-27 2019-06-20 昌尚 橋本 Manufacturing method of improvement body
JP2020045762A (en) * 2019-12-15 2020-03-26 昌尚 橋本 Method for manufacturing improvement body

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012162877A (en) * 2011-02-04 2012-08-30 Taisei Corp Construction method for underground structure, and the underground structure
CN102733811A (en) * 2011-04-14 2012-10-17 中国石油化工股份有限公司 Impermeable refilling and sealing method for vertical well of underground water-sealed cavern oil storage
JP2014224457A (en) * 2014-09-11 2014-12-04 大成建設株式会社 Underground structure and construction method for the same
JP2014231736A (en) * 2014-09-12 2014-12-11 大成建設株式会社 Construction method for underground structure, and underground structure
CN105422104A (en) * 2015-12-17 2016-03-23 大同煤矿集团有限责任公司 Vertical shaft reinforcing and maintaining method
JP2019094716A (en) * 2017-11-27 2019-06-20 昌尚 橋本 Manufacturing method of improvement body
JP2020045762A (en) * 2019-12-15 2020-03-26 昌尚 橋本 Method for manufacturing improvement body

Also Published As

Publication number Publication date
JP2884452B2 (en) 1999-04-19

Similar Documents

Publication Publication Date Title
JP6636773B2 (en) Construction structure and construction method of tunnel lining body
KR102248187B1 (en) Cast-in-place pile using reinforced grouting and construction method
KR100618597B1 (en) Cast in place concrete pile using vibro magnetic shovel hammer, and the construction method of this
EP0136355A1 (en) Method and apparatus for constructing reinforced concrete walls in the earth
JP2884452B2 (en) Shaft construction method using segments
JP2000265484A (en) CONSTRUCTION METHOD FOR UNDERGROUND STRUCTURE BY PCa PILE UNDERGROUND WALL
JP2000352296A (en) Method o constructing passage just under underground structure
KR100349107B1 (en) Shaft construction system using precasted segment block
CN113605406B (en) Recoverable expanded body drainage soil nailing wall for foundation pit support and construction method
JPH04357293A (en) Flexible pipe and executing method thereof
JP4407716B2 (en) Construction method of earth retaining wall
JP4243069B2 (en) Construction method of earth retaining wall
KR101047257B1 (en) Construction method of earth wall using composite sheet pile
KR200354672Y1 (en) Wall Structure by Steel-column Pile Recovery Process
JPS61109822A (en) Construction work of pile
JP3082054B2 (en) Large-scale, deep steel continuous basement wall and method of constructing the same
JP3637945B2 (en) Construction method of base-isolated building by reverse driving method
JPH0548840B2 (en)
JP2558414B2 (en) Construction method of the main retaining wall and the retaining wall
JPS6128774B2 (en)
JP2000303465A (en) Method for retaining earth by low strength underground wall
JPS6332095A (en) Segment coating construction method and concrete segment also used as mold frame
JP2555796B2 (en) Underground construction method using hollow PC columns
JPH073781A (en) Method for constructing foundation footing on cast-in-place concrete pile head
JP2631066B2 (en) Underground rectangular body construction method

Legal Events

Date Code Title Description
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 19981222

LAPS Cancellation because of no payment of annual fees