JP2989818B1 - Method for setting horizontal ground reaction force coefficient used in simulation equipment for excavation work - Google Patents
Method for setting horizontal ground reaction force coefficient used in simulation equipment for excavation workInfo
- Publication number
- JP2989818B1 JP2989818B1 JP34125998A JP34125998A JP2989818B1 JP 2989818 B1 JP2989818 B1 JP 2989818B1 JP 34125998 A JP34125998 A JP 34125998A JP 34125998 A JP34125998 A JP 34125998A JP 2989818 B1 JP2989818 B1 JP 2989818B1
- Authority
- JP
- Japan
- Prior art keywords
- soil
- retaining wall
- ground
- excavation
- reaction force
- 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
Links
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
【要約】
【課題】 掘削工事用シミュレーション装置に設定する
水平地盤反力係数を、掘削面側の下部に存在する硬い地
盤の影響を考慮して設定することができる掘削工事用シ
ミュレーション装置に用いる水平地盤反力係数設定方法
を提案する。
【解決手段】 硬い地盤の上面から上の対象とする地盤
の厚みH0 が掘削幅Bに対して2.0B≦H0 の関係に
ある場合は、地表面側から領域A,B,C,Dの4つの
領域に区分し、領域Aでは水平地盤反力係数をKH τ1
=2.8E/(1−ν2 )で設定し、領域Bでは水平地
盤反力係数の最小値がKH τ1 で最大値がKH τ2 =
(1−ν)E/0.6(1−ν−2ν2 )Bの間の値に
設定され、領域Cでは水平地盤反力係数はKH τ2 に設
定され、領域Dでは水平地盤反力係数は最小でKH τ5
=0.88E/H0 ,最大でKH τ3 =(1−ν)E/
0.2(1−ν−2ν2 )Bの間の値に設定される。A horizontal ground reaction force coefficient to be set in a simulation device for excavation work can be set in consideration of the influence of a hard ground existing at a lower portion on an excavation surface side. A method for setting the ground reaction force coefficient is proposed. SOLUTION: When the thickness H 0 of the target ground above the upper surface of the hard ground has a relationship of 2.0B ≦ H 0 with the excavation width B, the regions A, B, C, D is divided into four areas, and in area A, the horizontal ground reaction force coefficient is K H τ 1
= 2.8E / (1−ν 2 ). In the area B, the minimum value of the horizontal ground reaction force coefficient is K H τ 1 and the maximum value is K H τ 2 =
(1-ν) E / 0.6 (1-ν-2ν 2 ) B, the horizontal ground reaction coefficient is set to K H τ 2 in the area C, and the horizontal ground reaction force is set to K H τ 2 in the area D. The minimum force coefficient is K H τ 5
= 0.88E / H 0, up to K H τ 3 = (1- ν) E /
It is set to a value between 0.2 (1-ν-2ν 2 ) B.
Description
【0001】[0001]
【発明に属する技術分野】この発明は掘削工事に伴う土
留め壁の応力と変形量を算出して安全か否かを判定する
掘削工事用シミュレーション装置に用いる好適な水平地
盤反力係数設定方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of setting a horizontal ground reaction force coefficient suitable for use in a simulation apparatus for excavation work by calculating the amount of stress and deformation of an earth retaining wall associated with excavation work and judging whether or not it is safe. .
【0002】[0002]
【従来の技術】本出願人は特許第2654913号明細
書で開示したように「掘削工事用シミュレーション装
置」を提示した。図6にこの先に提案した掘削工事用シ
ミュレーション装置の実施例を示す。図中100はこの
先に提案した掘削工事用シミュレーション装置を示す。
この装置は一般によく知られているパーソナルコンピュ
ータによって構成することができる。2. Description of the Related Art The present applicant has proposed a "simulation apparatus for excavation work" as disclosed in Japanese Patent No. 2654913. FIG. 6 shows an embodiment of the simulation device for excavation work proposed earlier. In the figure, reference numeral 100 denotes a simulation device for excavation work proposed earlier.
This device can be constituted by a generally well-known personal computer.
【0003】コンピュータは中央演算処理装置101
と、リードオンリーメモリ(ROM)102と,書き換
え可能なランダムアクセスメモリ(RAM)103と、
フロッピーディスクのような外部記憶装置104と、入
力ポート105、出力ポート106、キーボード10
7、等によって構成される。出力ポート106にはモニ
タ200と、プリンタ300が接続され、シミュレーシ
ョンした結果の表示と印刷及び土質条件を入力する場合
の入力用画面を表示する。A computer is a central processing unit 101
A read-only memory (ROM) 102, a rewritable random access memory (RAM) 103,
An external storage device 104 such as a floppy disk; an input port 105; an output port 106;
7, etc. A monitor 200 and a printer 300 are connected to the output port 106, and display and print a simulation result and an input screen for inputting soil conditions.
【0004】外部記憶装置104から掘削工事用シミュ
レーション装置のプログラムを読み込むことにより、ラ
ンダムアクセスメモリ103の一部の記憶領域を用いて
背面側土質条件記憶手段103Aと、掘削面側土質条件
記憶手段103Bと、改良地盤土質条件記憶手段103
Cと、土留め壁曲げ剛性記憶手段103Dと、切ばり剛
性記憶手段103Eと、最終結果記憶手段103Fと、
施行順序記憶手段103Gとを設けると共に、他の記憶
領域を用いて、土留め壁水平変位演算手段103Pと、
水平地盤反力算出手段103Qと、塑性化検出手段10
3Rと、弾塑性境界点検出手段103Sと、地盤強度置
換手段103Tと、応力記憶手段103Uとを設ける。[0004] By reading the program of the simulation device for excavation work from the external storage device 104, the backside soil condition storage means 103A and the excavation surface side soil condition storage means 103B using a part of the storage area of the random access memory 103. And the improved soil condition storage means 103
C, retaining wall bending rigidity storage means 103D, notch rigidity storage means 103E, final result storage means 103F,
An execution order storage means 103G, and a retaining wall horizontal displacement calculation means 103P using another storage area;
Horizontal ground reaction force calculation means 103Q, plasticization detection means 10
3R, an elastic-plastic boundary point detecting means 103S, a ground strength replacing means 103T, and a stress storage means 103U are provided.
【0005】以下に各部の構成動作について説明する。
背面側土質条件記憶手段103Aには図7に示すよう
に、土留め壁1を境に背面側2の土質を予め調査し、そ
の調査結果をキーボード107を通じて入力する。土質
条件としては単位体積重量γ(トン/m3)と、内部摩擦
係数φ( ゜) と、粘着力(トン/m3)と、水平盤反力係
数KH (トン/m3)及び図示しないがピーク強度とを入
力する。図7の例では単位深さを5メートルとし、5メ
ートル毎に30メートルまで土質条件を調査し、この結
果を記憶手段103Aに記憶した状態を図化して示す。[0005] The operation of each component will be described below.
As shown in FIG. 7, the back side soil condition storage means 103A preliminarily checks the back side soil 2 with the retaining wall 1 as a boundary, and inputs the survey result through the keyboard 107. As soil conditions, unit weight γ (ton / m 3 ), internal friction coefficient φ (゜), adhesive force (ton / m 3 ), horizontal panel reaction force coefficient K H (ton / m 3 ) and illustration Do not enter the peak intensity. In the example of FIG. 7, the unit depth is set to 5 meters, the soil condition is checked every 5 meters up to 30 meters, and the result of storing the results in the storage unit 103A is illustrated.
【0006】この背面側2の土質条件により背面側2の
土圧(水圧も含む)を各深さ位置毎に演算により算出す
ることができる。掘削面側土質条件記憶手段103Bに
も同様に掘削面側3の土質条件を記憶する。(尚、背面
側2と掘削面側3の何れも地質に大差が無ければ何れか
一方だけ地質の調査を行いその結果を共用することも有
る)。The earth pressure (including the water pressure) on the rear side 2 can be calculated for each depth position based on the soil condition on the rear side 2. Similarly, the excavation surface side soil condition storage means 103B stores the excavation surface side soil condition 3. (Note that if there is no significant difference in the geology between the back side 2 and the excavation side 3, there is a case where only one of the geological surveys is performed and the results are shared.)
【0007】掘削面側3の土質条件にはピーク強度の外
に土が弾性体として働く破壊前の土質条件と塑性体とし
て働く破壊後の土質条件も付記される。一方地質の状況
に応じて掘削面側3には地盤の改良を行う場合がある。
この場合には地盤改良による土質条件の変化を推定し、
その結果を改良地盤土質条件記憶手段103Cに記憶す
る。この改良地盤の土質条件にも土の破壊前と後の土質
条件を付記する。[0007] The soil conditions on the excavation side 3 include, besides the peak strength, soil conditions before the fracture in which the soil acts as an elastic body and soil conditions after the fracture in which the soil acts as a plastic body. On the other hand, the ground may be improved on the excavated surface side 3 depending on the geological condition.
In this case, estimate the change in soil condition due to ground improvement,
The result is stored in the improved soil condition storage means 103C. The soil conditions before and after the destruction of the soil are also added to the soil conditions of the improved ground.
【0008】その他として土留め壁曲げ剛性記憶手段1
03Dには土留め壁1の曲げ剛性を記憶し、切ばり剛性
記憶手段103Eには切ばり4の剛性(圧縮剛性)を記
憶する。以上の条件を入力して後に、掘削開始の指示を
入力し、シミュレーションを開始させる。シミュレーシ
ョンの順序として、1次掘削を例えば2メートルとし、
2次掘削以降3メートルと仮定してシミュレーションを
実行させる。[0008] In addition, the retaining wall bending rigidity storage means 1
The bending rigidity of the retaining wall 1 is stored in 03D, and the rigidity (compression rigidity) of the notch 4 is stored in the notch rigidity storage unit 103E. After inputting the above conditions, an instruction to start excavation is input to start the simulation. As the order of the simulation, the primary excavation is, for example, 2 meters,
The simulation is executed assuming 3 meters after the secondary excavation.
【0009】1次掘削が終了したものとして切ばり4
(図7及び図8参照)を施行し、その状態で土留め壁1
の各部の水平変位量を求める。この演算は土留め壁水平
変位量を求める。この演算は土留め壁水平変位演算手段
103Pで実行される。演算の方法については後で説明
する。演算により、土留め壁1の変位(背面側2の土圧
による変位)が求められると、この変位により掘削面側
3の土に与えられる反力(掘削面側3の土からの反力と
等価)を求める。この演算は水平地盤反力算出手段10
3Qによって行われる。Assuming that primary excavation has been completed,
(Refer to FIG. 7 and FIG. 8).
The horizontal displacement of each part of is calculated. This calculation obtains the horizontal displacement amount of the retaining wall. This calculation is executed by the retaining wall horizontal displacement calculating means 103P. The calculation method will be described later. When the displacement of the retaining wall 1 (displacement due to the earth pressure on the back side 2) is calculated, the reaction force applied to the soil on the excavation surface side 3 by this displacement (the reaction force from the soil on the excavation surface side 3 and Equivalent). This calculation is performed by the horizontal ground reaction force calculating means 10.
Performed by 3Q.
【0010】水平地盤反力算出手段103Qではその掘
削位置における地盤強度と静止土圧の和を求める。図8
に示す曲線Prは地盤反力、Poは静止土圧、曲線Pt
は地盤反力と静止土圧とを加算した根入れ部の土圧を示
す。地盤反力Prは Pr=KH ・δH で求められる。KH は図7に示した水平地盤反力係数、
δH は土留め壁水平変位(演算手段103Pで算出した
土留め壁1の水平変位)を示す。The horizontal ground reaction force calculating means 103Q calculates the sum of the ground strength and the static earth pressure at the excavation position. FIG.
Is the ground reaction force, Po is the static earth pressure, and the curve Pt
Indicates the earth pressure at the embedding portion obtained by adding the ground reaction force and the static earth pressure. The ground reaction force Pr is obtained by Pr = K H · δ H. K H is the horizontal ground reaction force coefficient shown in FIG. 7,
δ H indicates the retaining wall horizontal displacement (the horizontal displacement of the retaining wall 1 calculated by the calculating means 103P).
【0011】静止土圧Poは Po=Ko・γt・Z で求められる。Koは静止土圧係数、γtは図7に示し
た単位体積重量、Zは掘削面から測った計算点の深さを
示す。これらの数値は土質条件として与えられている。[0011] The static earth pressure Po is obtained by the following equation: Po = KoKγt ・ Z. Ko is the static earth pressure coefficient, γt is the unit volume weight shown in FIG. 7, and Z is the depth of the calculation point measured from the excavation surface. These figures are given as soil conditions.
【0012】根入れ部の土圧はPt=Pr+Poで求め
られる。根入れ部の土圧Ptが求められたことにより、
その算出結果を塑性化検出手段103Rに引き渡す。塑
性化検出手段103Rは根入れ部の土圧Ptとその掘削
面位置におけるピーク強度Ppとを比較し、Pp>Pt
であれば掘削面側の土は破壊していないと判定し、その
場合は土留め壁水平変位演算手段103Pで算出した土
留め壁の変位と応力をそのまま応力記憶手段103Uに
記憶する。また応力記憶手段103Uにはその他に切ば
り応力を一時記憶する。The earth pressure at the embedding portion is obtained by Pt = Pr + Po. By obtaining the earth pressure Pt of the embedding part,
The calculation result is passed to the plasticization detecting means 103R. The plasticization detecting means 103R compares the earth pressure Pt of the embedding portion with the peak intensity Pp at the excavation surface position, and Pp> Pt
If so, it is determined that the soil on the excavation surface side has not been destroyed, and in that case, the displacement and stress of the retaining wall calculated by the retaining wall horizontal displacement calculating means 103P are stored in the stress storage means 103U as they are. In addition, the cutting stress is temporarily stored in the stress storage unit 103U.
【0013】一方根入れ部の土圧Ptがピーク強度より
大きいPp<Ptである場合には掘削面側3の土が破壊
されていると判定する。この場合には動作は弾塑性境界
点検出手段103Sに引き渡される。弾塑性境界点検出
手段103S根入れ部の土圧Ptの演算を掘削面からは
漸次深さ方向に位置を変えながら実行し、位置の変更毎
にその算出結果とピーク強度Ppとの比較を繰り返す。On the other hand, when the earth pressure Pt at the embedding portion satisfies Pp <Pt which is larger than the peak strength, it is determined that the soil on the excavation surface side 3 is broken. In this case, the operation is passed to the elasto-plastic boundary point detecting means 103S. The elasto-plastic boundary point detecting means 103S executes the calculation of the earth pressure Pt at the burial portion while gradually changing the position from the excavated surface in the depth direction, and repeats the comparison between the calculation result and the peak intensity Pp every time the position is changed .
【0014】この収束計算中にPp=Ptとの比較結果
が得られると、その深さ位置が土の破壊と非破壊の境界
点:つまり弾塑性境界点と決定する。Pp<Ptの状態
からPp>Ptの状態に変化した場合は演算対象位置を
上方に戻し、再度その深さ位置における根入れ部の土圧
Ptを求め、その根入れ部の土圧Ptとピーク強度Pp
とを比較し、Pp≒Ptとなるまでその動作を繰り返
す。If a comparison result with Pp = Pt is obtained during the convergence calculation, the depth position is determined as a boundary point between the destruction and non-destruction of the soil: that is, an elasto-plastic boundary point. When the state changes from Pp <Pt to Pp> Pt, the calculation target position is returned upward, and the earth pressure Pt of the burial at that depth position is obtained again. Strength Pp
And the operation is repeated until Pp ≒ Pt.
【0015】弾塑性境界点X(図8)が求められると、
動作は地盤強度置換手段103Tに移る。地盤強度置換
手段103Tでは弾塑性境界点Xから上側の土質条件を
土の破壊後のデータ(ピーク強度Pp以下の値を持つ残
留強度)に置換し、その置換したデータにより破壊後の
根入れ部の土圧Pt´を求める。根入れ部の土圧Ptが
Pt´に置き換えられたことにより、土留め壁1にかか
る反力も変化するから土留め壁1の変位を土留め壁水平
変位演算手段103Pで再計算し、その算出結果を最終
結果記憶手段103Fに記憶させる。この時切ばり応力
及び根入れ部の土圧、土留め壁の曲げモーメントも合わ
せて最終結果記憶手段103Fに記憶する。When the elasto-plastic boundary point X (FIG. 8) is obtained,
The operation moves to the ground strength replacing means 103T. The ground strength replacement means 103T replaces the soil condition above the elasto-plastic boundary point X with data after soil destruction (residual strength having a value equal to or less than the peak strength Pp), and uses the replaced data to replace the embedded portion after destruction. Is obtained. The displacement of the retaining wall 1 is recalculated by the retaining wall horizontal displacement calculating means 103P because the reaction force acting on the retaining wall 1 is changed by replacing the earth pressure Pt of the embedding portion with Pt ', and the calculation is performed. The result is stored in the final result storage unit 103F. At this time, the cutting stress, the earth pressure of the embedding portion, and the bending moment of the retaining wall are also stored in the final result storage means 103F.
【0016】以上の動作をN次掘削まで繰り返し、各掘
削時の土留め壁1の変位と、曲げモーメント及び切ばり
4の応力を最終結果記憶手段103Fに記憶される。最
終結果記憶手段103Fに記憶されえた土留め壁1の変
位及び曲げモーメントをモニタ200又はプリンタ30
0に出力し、例えば図7に示す変位と曲げモーメントの
シミュレーション出力を表示する。図7の例では最上部
の変移が21.8mm、最大変位が42.5mmであっ
た場合を示す。この最大変位が例えば許容範囲を越えて
いる場合はその最大変位が発生する位置の土質を改良
し、補強する必要があることが解る。土質改良工事を施
行後、再度土質調査を行い、同様のシミュレーションを
行うことにより工事が安全に達成できるか否かを判定す
ることが出きる。The above operation is repeated until the N-th excavation, and the displacement of the retaining wall 1, the bending moment and the stress of the notch 4 at each excavation are stored in the final result storage means 103F. The displacement and bending moment of the retaining wall 1 stored in the final result storage means 103F are monitored by the monitor 200 or the printer 30.
0, for example, and displays the simulation output of displacement and bending moment shown in FIG. The example of FIG. 7 shows a case where the uppermost displacement is 21.8 mm and the maximum displacement is 42.5 mm. If the maximum displacement exceeds the allowable range, for example, it is understood that it is necessary to improve and reinforce the soil at the position where the maximum displacement occurs. After the soil improvement work has been implemented, a soil investigation is performed again, and a similar simulation can be performed to determine whether the work can be safely achieved.
【0017】以上説明した掘削工事用シミュレーション
装置の特徴とする点は図8に示した弾塑性境界点Xから
上側の地盤反力を土の破壊後は図9Aに示すようにピー
ク値Ppより小さい値P’tに置換して再度シミュレー
ションを繰り返す点にある。図9Bに示す地盤反力はこ
の提案以前に用いられていた地盤反力に対する考え方で
ある。この図9Bに示す地盤反力の考え方によれば土の
破壊後に地盤反力が低下しているにも係わらず地盤反力
をピーク強度のままとしているから、危険側であっても
安全側の結果を出力する恐れが有る。The feature of the simulation apparatus for excavation described above is that the ground reaction force above the elasto-plastic boundary point X shown in FIG. 8 is smaller than the peak value Pp after the soil is destroyed as shown in FIG. 9A. The point is that the simulation is repeated again with the value P't replaced. The ground reaction force shown in FIG. 9B is a concept of the ground reaction force used before this proposal. According to the concept of the ground reaction force shown in FIG. 9B, the ground reaction force remains at the peak strength despite the ground reaction force being reduced after the soil is destroyed. The result may be output.
【0018】特許第2654913号明細書で提案した
掘削工事用シミュレーション装置はこの点を改善した点
で優れている。The simulation apparatus for excavation work proposed in the specification of Japanese Patent No. 2654913 is excellent in improving this point.
【0019】[0019]
【発明が解決しようとする課題】上述した掘削工事用シ
ミュレーション装置100では土質条件の一つとして水
平地盤反力係数kH が予め与えられ、掘削面側土質条件
記憶手段103Bに記憶するものとして説明した。従来
より水平地盤反力係数KH は掘削面側3の下方に存在す
る硬い地盤の影響を考慮しない計算式で求められてい
る。因みにその計算式は, KH =(1/0.3)・α・Eo・(B/0.3)-3/4 ここに、KH :水平地盤反力係数 α:補正係数 Eo:地盤の変形係数 B:載荷幅(一般にB=10m) で求めているすなわち、従来は水平地盤反力係数KH は
実質的に地盤の変形係数Eoのみの関数として表現され
ている。In the above-described simulation apparatus for excavation work 100, the horizontal ground reaction force coefficient k H is given in advance as one of the soil conditions, and is stored in the excavation surface side soil condition storage means 103B. did. Conventionally, the horizontal ground reaction force coefficient K H has been determined by a calculation formula that does not consider the influence of the hard ground existing below the excavation surface side 3. Incidentally, the calculation formula is: K H = (1 / 0.3) · α · Eo · (B / 0.3) −3/4 where K H : Horizontal ground reaction coefficient α: Correction coefficient Eo: Ground In other words, the horizontal ground reaction force coefficient K H is conventionally expressed as a function of substantially only the ground deformation coefficient Eo.
【0020】しかし、実際の現場では下方に硬い地盤が
存在することが多く、そのような場合に、上述の計算式
によって水平地盤反力係数KH を求めると、計算される
水平地盤反力係数は実際の値より小さくなり、また硬い
地盤の上面付近では実際には生じないと考えられる変位
が算出される等の不合理な現象が発生する欠点がある。However, a hard ground is often present below the actual site, and in such a case, if the horizontal ground reaction force coefficient K H is obtained by the above equation, the calculated horizontal ground reaction force coefficient Has a disadvantage that an unreasonable phenomenon such as calculation of a displacement that is considered to not actually occur near the upper surface of the hard ground occurs.
【0021】この発明の目的は、実際に即した水平地盤
反力係数を得ることができる計算式を導出することによ
り、この不合理を解消し、現実に沿った土留め壁の応力
と変形ならびに切ばり軸力を算定することができる掘削
工事用シミュレーション装置を提案するものである。An object of the present invention is to solve the absurdity by deriving a calculation formula capable of obtaining a horizontal ground reaction force coefficient that is in line with the actual situation. The present invention proposes a simulation device for excavation work capable of calculating a cutting axial force.
【0022】[0022]
【課題を解決するための手段】この発明の請求項1では
硬い地盤の表面から上の対象とする地盤の厚みH0 が掘
削幅Bの2倍以上2.0B<H0 で、更に掘削面側にお
いて土留壁表面と地盤との間にせん断抵抗(すべり抵
抗)がある場合に、地盤の変形係数をE,地盤のポアソ
ン比をνとすると、水平地盤反力係数KH τi (i=
1,2,3)を地表面側から順にKH τ1 =2.8E/
(1−ν2 )Bと,KH τ2 =(1−ν)E/0.6
(1−ν−2ν2 )BとKH τ3 =(1−ν)E/0.
2(1−ν−2ν2 )Bによって設定する水平地盤反力
係数設定方法を提案する。According to the first aspect of the present invention, the thickness H 0 of the target ground above the surface of the hard ground is at least twice the excavation width B and 2.0B <H 0 , and If there is a shear resistance (slip resistance) between the earth retaining wall surface and the ground on the side, and the deformation coefficient of the ground is E and the Poisson's ratio of the ground is ν, the horizontal ground reaction coefficient K H τ i (i =
1, 2, 3) in order from the ground surface side, K H τ 1 = 2.8E /
(1−ν 2 ) B and K H τ 2 = (1−ν) E / 0.6
(1-ν-2ν 2 ) B and K H τ 3 = (1-ν) E / 0.
A method for setting a horizontal ground reaction force coefficient set by 2 (1-ν-2ν 2 ) B is proposed.
【0023】この発明の請求項2では硬い地盤の表面か
ら上の対象とする地盤の厚みH0 が掘削幅Bに対して
0.70B≦H0 ≦2.0Bで、更に土留壁と掘削面側
の地盤との間にせん断抵抗がある場合は水平地盤反力係
数KH τi を地表側から掘削幅Bの約1/2の深さまで
はKH τ1 =2.8E/(1−ν2 )Bによって設定
し、それより深い位置ではKH τ4 =10.6E/H0
によって設定する水平地盤反力係数設定方法を提案す
る。According to a second aspect of the present invention, the thickness H 0 of the target ground above the surface of the hard ground is 0.70 B ≦ H 0 ≦ 2.0 B with respect to the excavation width B, and the retaining wall and the excavated surface side of the ground and when there is a shearing resistance between the horizontal subgrade reaction coefficient K H tau about 1/2 of the depth until K H τ 1 = 2.8E i-drilling width B from the ground surface side / (1- ν 2 ) Set by B, and K H τ 4 = 10.6E / H 0 at a position deeper than B
We propose a method for setting the horizontal ground reaction force coefficient set by the method.
【0024】この発明の請求項3では硬い地盤の表面か
ら上の対象とする地盤の厚みH0 が掘削幅Bに対して
0.25B≦H0 ≦0.70Bの関係にあり、土留壁と
掘削面側の地盤との間にせん断抵抗がある場合におい
て、硬い地盤の表面から所定距離Y4 までの水平地盤反
力係数をKH τ4 =10.6E/H0 で設定し、それよ
り上部ではKH τ1 =2.8E/(1−ν2 )Bによっ
て設定する水平地盤反力係数設定方法を提案する。According to a third aspect of the present invention, the thickness H 0 of the target ground above the surface of the hard ground has a relationship of 0.25 B ≦ H 0 ≦ 0.70 B with the excavation width B, and In the case where there is a shear resistance between the ground and the ground on the excavation surface side, the horizontal ground reaction force coefficient from the surface of the hard ground to a predetermined distance Y 4 is set as K H τ 4 = 10.6E / H 0. the upper propose a horizontal subgrade reaction coefficient setting method for setting the K H τ 1 = 2.8E / ( 1-ν 2) B.
【0025】この発明の請求項4では硬い地盤の表面か
ら上の対象とする地盤の厚みH0 が掘削幅Bに対してH
0 ≦0.25Bの関係にあり、土留壁と掘削面側の地盤
との間にせん断抵抗がある場合において、硬い地盤の表
面から対象とする地盤の厚みH0 のほぼ全域でKH τ4
=10.6E/H0 で水平地盤反力係数を設定し、地表
側ではKH τ5 =0.88E/H0 で水平地盤反力係数
を設定する水平地盤反力係数設定方法を提案する。[0025] The thickness H 0 of the ground of interest above claims 4, a hard ground surface of the invention is H with respect to the drilling width B
0 ≦ 0.25B, and when there is a shear resistance between the earth retaining wall and the ground on the excavation surface side, K H τ 4 is obtained over almost the entire thickness H 0 of the target ground from the surface of the hard ground.
A horizontal ground reaction force coefficient setting method is proposed in which a horizontal ground reaction force coefficient is set at = 10.6E / H 0 and a horizontal ground reaction force coefficient is set at K H τ 5 = 0.88E / H 0 on the ground surface side. .
【0026】この発明の請求項5と6では掘削面側の土
留壁と地盤との間にせん断抵抗がない場合の水平地盤反
力係数設定方法を提案するものである。この発明の請求
項5では硬い地盤の表面から上の対象とする地盤の厚み
H0 が掘削幅Bに対して0.22B≦H0 の関係にある
場合に、硬い地盤の表面から掘削幅Bの約1/2までの
領域ではKH03 =6E/(1−ν2 )Bで水平地盤反力
係数を設定し、それより上部ではKH01 =2E/(1−
ν2 )Bによって水平地盤反力係数を設定する水平地盤
反力係数設定方法を提案する。Claims 5 and 6 of the present invention propose a method for setting a horizontal ground reaction force coefficient when there is no shear resistance between the earth retaining wall on the excavation surface side and the ground. According to claim 5 of the present invention, when the thickness H 0 of the target ground above the surface of the hard ground has a relationship of 0.22B ≦ H 0 with the excavation width B, the excavation width B from the surface of the hard ground The horizontal ground reaction force coefficient is set at K H03 = 6E / (1−ν 2 ) B in a region up to about の , and K H01 = 2E / (1−
ν 2 ) A horizontal ground reaction force coefficient setting method for setting a horizontal ground reaction force coefficient by B is proposed.
【0027】請求項6では硬い地盤の表面から上の対象
とする地盤の厚みH0 が掘削幅Bに対してH0 ≦0.2
2Bの関係にある場合に硬い地盤の表面から対象とする
地盤の厚みH0 のほぼ全域ではKH04 =11.2E/H
0 により水平地盤反力係数を設定し、地表側ではKH05
=0.63E/H0 により水平地盤反力係数を設定する
水平地盤反力係数設定方法を提案する。According to the sixth aspect, the thickness H 0 of the target ground above the surface of the hard ground is H 0 ≦ 0.2 with respect to the excavation width B.
In the case of 2B, K H04 = 11.2E / H over almost the entire thickness H 0 of the target ground from the surface of the hard ground.
0 sets the horizontal ground reaction force coefficient, and K H05 on the ground side
A horizontal ground reaction force coefficient setting method for setting a horizontal ground reaction force coefficient according to = 0.63E / H 0 is proposed.
【0028】[0028]
【作用】この発明による各水平地盤反力係数設定方法に
よれば、掘削面の下部に硬い地盤が存在する場合に、そ
の硬い地盤の影響を考慮して水平地盤反力係数を設定す
ることができる。この結果実状に即した水平地盤反力係
数を設定することができ、精度の高いシミュレーション
を実現することができる利点が得られる。According to the horizontal ground reaction force coefficient setting method of the present invention, when there is a hard ground below the excavated surface, the horizontal ground reaction force coefficient can be set in consideration of the influence of the hard ground. it can. As a result, the horizontal ground reaction force coefficient can be set in accordance with the actual situation, and an advantage that a highly accurate simulation can be realized is obtained.
【0029】[0029]
【発明の実施の形態】図1に請求項1乃至4で提案する
水平地盤反力係数設定方法の実施例を示す。図2は請求
項5と6で提案する水平地盤反力係数設定方法の実施例
を示す。ここに示す水平地盤反力係数KH τ1 〜KH τ
5 及びKH01 〜KH05 を設定する数式の導出過程に関し
ては本出願発明者が本願出願前の1998年6月に発表
した土木学会論文集No.595/VI−39・141
項〜158項を参照されたい。FIG. 1 shows an embodiment of a horizontal ground reaction force coefficient setting method proposed in claims 1 to 4. FIG. 2 shows an embodiment of the horizontal ground reaction force coefficient setting method proposed in the fifth and sixth aspects. The horizontal ground reaction force coefficient K H τ 1 to K H τ shown here
5 and K H01 ~K H05 Society of Civil Engineering Papers present application inventors have announced in June 1998, before the present application with respect to the process of deriving the formula for setting the No. 595 / VI-39 • 141
See paragraphs -158.
【0030】請求項1乃至4で提案する水平地盤反力係
数KH τ1 〜KH τ5 は図8に示した掘削面側3におい
て土留壁1の表面と地盤との間のせん断抵抗(すべり抵
抗)がある場合の水平地盤反力係数を設定する方法を提
案するものである。図1Aは対象とする地盤の厚みH0
が最も厚く図1B,図1C,図1Dの順にH0 が順次薄
くなった場合の水平地盤反力係数設定方法を示す。The horizontal ground reaction force coefficients K H τ 1 to K H τ 5 proposed in claims 1 to 4 are calculated based on the shear resistance between the surface of the retaining wall 1 and the ground on the excavation surface side 3 shown in FIG. It proposes a method of setting the horizontal ground reaction force coefficient when there is slip resistance. FIG. 1A shows the thickness H 0 of the target ground.
1B, FIG. 1C, and FIG. 1D show a method of setting a horizontal ground reaction force coefficient when H 0 becomes thinner in this order.
【0031】つまり図1Aでは対象とする地盤の厚みH
0 が掘削幅B(図3参照)に対して2.0B≦H0 の関
係を持つときの各深さ位置における水平地盤反力係数を
示す。対象地盤の厚みH0 が2.0B≦H0 の関係を持
つとき,地表側から領域A,B,C,Dの4つの領域に
区分して水平地盤反力係数を設定する。領域Aは地表側
から0.5Bの深さ,領域Bは領域Aの下側に1.0B
の深さとする。領域Cは領域Bの下側に任意長の領域、
領域Dは領域Cの下側に0.5Bの深さを持つ領域とす
る。That is, in FIG. 1A, the target ground thickness H
0 shows the horizontal ground reaction force coefficient at each depth position when 0 has a relationship of 2.0B ≦ H 0 with the excavation width B (see FIG. 3). When the thickness H 0 of the target ground has a relationship of 2.0B ≦ H 0 , the horizontal ground reaction force coefficient is set for four areas A, B, C, and D from the ground surface side. Area A has a depth of 0.5B from the ground surface side, and area B has a depth of 1.0B below area A.
Of depth. The area C is an area of an arbitrary length below the area B,
The region D is a region having a depth of 0.5B below the region C.
【0032】領域Aは地表の自由面の影響を強く受け、
水平地盤反力係数は最も小さくKHτ1 =2.8E/
(1−ν2 )Bで設定される。領域Bの水平地盤反力係
数は最小でKH τ1 、最大でKH τ2 の間で変化する領
域でこの間は深さに比例して水平地盤反力係数を算出す
る。領域Cの水平地盤反力係数はKH τ2 =(1−ν)
E/0.6(1−2ν2 )Bで設定される。Area A is strongly influenced by the free surface of the ground,
Horizontal ground reaction force coefficient is the smallest, K H τ 1 = 2.8E /
(1−ν 2 ) B. K H tau 1 at minimum horizontal subgrade reaction coefficient region B, up proportionally during which the depth in the area varying between K H tau 2 calculates the horizontal ground reaction force coefficient. The horizontal ground reaction force coefficient of the area C is K H τ 2 = (1−ν)
It is set at E / 0.6 (1-2ν 2 ) B.
【0033】領域Dは硬い地盤の影響を最も強く受ける
領域である。その水平地盤反力係数は最小でKH τ2 ,
最大でKH τ3 =(1−ν)E/6.2(1−ν−2ν
2 )Bの間を変化し、深さに比例して水平地盤反力係数
を求める。。図1Bは対象とする地盤の厚みH0 が掘削
幅Bに対して0.70B≦H0 ≦2.0Bの関係にある
場合の各深さの領域における水平地盤反力係数を与える
方法を示す。この場合は地表に近い領域Aと、任意長を
持つ領域Dの2つの領域から成る。領域Aは0.5Bの
長さを持つ。The area D is an area that is most strongly affected by hard ground. Its horizontal ground reaction coefficient is minimum K H τ 2 ,
At most, K H τ 3 = (1−ν) E / 6.2 (1−ν−2ν)
2 ) Change between B and find the horizontal ground reaction force coefficient in proportion to the depth. . FIG. 1B shows a method of giving a horizontal ground reaction force coefficient in each depth region when the target ground thickness H 0 has a relationship of 0.70B ≦ H 0 ≦ 2.0B with the excavation width B. . In this case, there are two regions, a region A close to the ground surface and a region D having an arbitrary length. Region A has a length of 0.5B.
【0034】領域Aの水平地盤反力係数は図1Aの場合
と同様にKH τ1 =2.8E/(1−ν2 )Bで与える
れる。また領域Dの水平地盤反力係数はKH τ4 =1
0.6E/H0 で規定される。図1Cは対象地盤の厚み
H0 が図1Bより薄い場合の各領域の水平地盤反力係数
の設定方法を示す。この場合も地表側の領域Aと、硬い
地盤の影響を最も強く受ける領域Dの2分類とすること
ができる。領域Aの深さは任意長とされ、その水平地盤
反力係数は図1A、図1Bと同様にKH τ1 =2.8E
/(1−ν2 )Bで設定することができる。また、領域
Dの深さはY4 とされ、水平地盤反力係数は図1Bの領
域とDと同様にKH τ4 =10.6E/H0 で設定する
ことができる。領域Dの深さ方向の厚みY4 はY4 =
0.237B−0.059H0 で与えられる。The horizontal ground reaction force coefficient of the area A is given by K H τ 1 = 2.8E / (1−ν 2 ) B as in the case of FIG. 1A. The horizontal ground reaction force coefficient of the area D is K H τ 4 = 1.
It is defined by the 0.6E / H 0. FIG. 1C shows a method of setting a horizontal ground reaction force coefficient in each region when the thickness H 0 of the target ground is smaller than that in FIG. 1B. In this case as well, it can be classified into two classifications, a region A on the ground surface side and a region D most affected by the hard ground. The depth of the region A is set to an arbitrary length, and its horizontal ground reaction force coefficient is K H τ 1 = 2.8E as in FIGS. 1A and 1B.
/ (1−ν 2 ) B. Further, the depth of the region D is set to Y 4, and the horizontal ground reaction force coefficient can be set to K H τ 4 = 10.6E / H 0 as in the region D of FIG. 1B. The thickness Y 4 in the depth direction of the region D is Y 4 =
It is given by 0.237B-0.059H 0.
【0035】図1Dは対象地盤の厚みH0 が最も薄いH
0 ≦0.25の場合を示す。この場合は硬い地盤の影響
を最も強く受ける領域Dの1分類とされ、その水平地盤
反力係数は最小でKH τ5 =0.88EH0 ,最大でK
H τ4 =10.6E/H0 の間を変化する。図2は土留
壁表面のせん断抵抗のない場合の水平地盤反力係数の設
定方法を示す。図2Aは対象地盤の厚みH0 が掘削幅B
に対して0.22B≦H0 の関係にある場合の設定方法
を示す。この場合には地表側の領域Aと硬い地盤に接す
る領域Dの2つの領域に分類される。領域Aは地表から
任意長に深さを持ち、その水平地盤反力係数はKH01 =
2E/(1−ν2 )Bで与えられる。領域Dは0.5B
の深さを有し、その水平地盤反力係数は最大でKH03 =
6E/(1−ν2 )Bで与えられる。FIG. 1D shows a case where the thickness H 0 of the target ground is the smallest.
The case where 0 ≦ 0.25 is shown. In this case, it is the a class of the most strongly receive region D the effects of hard ground, its horizontal subgrade reaction coefficient K H τ 5 = 0.88EH 0 at the minimum, K at the maximum
It changes between H τ 4 = 10.6E / H 0 . FIG. 2 shows a method of setting a horizontal ground reaction force coefficient when there is no shear resistance on the retaining wall surface. FIG. 2A shows that the thickness H 0 of the target ground is the excavation width B.
Here, a setting method in the case of 0.22B ≦ H 0 is shown. In this case, the area is classified into two areas, an area A on the ground surface side and an area D in contact with the hard ground. Area A has a depth from the surface of the ground at an arbitrary length, and its horizontal ground reaction force coefficient is K H01 =
2E / (1−ν 2 ) B. Area D is 0.5B
With a horizontal ground reaction force coefficient of at most K H03 =
6E / (1−ν 2 ) B.
【0036】図2Bは対象地盤の厚みH0 がH0 ≦0.
22Bの場合の設定方法を示す。この場合には硬い地盤
の影響を最も強く受ける領域Dのみとされ、水平地盤反
力係数の最大はKH04 =11.2E/H0 ,最小がK
H05 =0.63E/H0 の間を変化する。FIG. 2B shows that the thickness H 0 of the target ground is H 0 ≦ 0.
The setting method in the case of 22B is shown. In this case, only the region D which is most strongly affected by the hard ground is set, the maximum horizontal ground reaction coefficient is K H04 = 11.2E / H 0 , and the minimum is K K04.
H05 = varies between 0.63E / H 0.
【0037】[0037]
【発明の効果】以上説明したように、この発明によれば
掘削面3側の下部にある硬い地盤の影響を加味して水平
地盤反力係数を設定したから、掘削工事用シミュレーシ
ョン装置に適用することにより、掘削底面側で本来発生
しないはずの水平変位が発生するような誤ったシミュレ
ーションの結果を出力する事を除去することができる。As described above, according to the present invention, the horizontal ground reaction force coefficient is set in consideration of the influence of the hard ground at the lower part of the excavation surface 3 side, so that the present invention is applied to a simulation device for excavation work. As a result, it is possible to eliminate the output of an erroneous simulation result in which a horizontal displacement that should not occur originally on the bottom surface of the excavation occurs.
【0038】因みに本発明を適用した場合と、従来のシ
ミュレーション技術との比較を図4と図5に示す。図4
は現場Aにおける実施値とシミュレーション結果を示
す。また図5は現場Bにおける実測値とシミュレーショ
ン結果を示す。何れの現場の実測値と本発明を適用した
場合の土留の水平変位のシミュレーション結果はよく一
致し、従来技術のシミュレーション結果と比較してよく
一致し、改善幅Wが得られた。FIGS. 4 and 5 show a comparison between the case where the present invention is applied and the conventional simulation technique. FIG.
Indicates the actual values and the simulation results at the site A. FIG. 5 shows actual measurement values and simulation results at the site B. The measured values at any site and the simulation results of the horizontal displacement of the soil when the present invention was applied were in good agreement, compared well with the simulation results of the prior art, and the improvement width W was obtained.
【図1】この発明の請求項1乃至4で提案する水平地盤
反力係数の設定例を説明するための図。FIG. 1 is a diagram for explaining a setting example of a horizontal ground reaction force coefficient proposed in claims 1 to 4 of the present invention.
【図2】この発明の請求項5と6で提案する水平地盤反
力係数の設定例を説明するための図。FIG. 2 is a diagram for explaining a setting example of a horizontal ground reaction force coefficient proposed in claims 5 and 6 of the present invention.
【図3】この発明による水平地盤反力係数設定方法に用
いる各部の名称を説明するための断面図FIG. 3 is a cross-sectional view for explaining names of respective parts used in the horizontal ground reaction force coefficient setting method according to the present invention.
【図4】この発明の効果を説明するための図。FIG. 4 is a diagram for explaining the effect of the present invention.
【図5】図4と同様の図。FIG. 5 is a view similar to FIG. 4;
【図6】本出願人が先に提案した掘削工事用シミュレー
ション装置を説明するためのブロック図。FIG. 6 is a block diagram for explaining a simulation device for excavation work previously proposed by the present applicant.
【図7】さきに提案した掘削工事用シミュレーション装
置でシミュレーションしたシミュレーション結果と土質
条件の入力値の一例を示す断面図。FIG. 7 is a cross-sectional view showing an example of a simulation result simulated by a simulation device for excavation work proposed earlier and input values of soil conditions.
【図8】掘削現場で発生する各部の土圧を説明するため
断面図。FIG. 8 is a cross-sectional view for explaining the earth pressure of each part generated at the excavation site.
【図9】掘削現場で発生する地盤反力と土留め壁の変位
の関係を説明するための図。FIG. 9 is a diagram for explaining the relationship between the ground reaction force generated at the excavation site and the displacement of the retaining wall.
KH τ1 〜KH τ5 土留め壁の表面にせん断抵抗
がある場合の水平地盤反力係数 KH01 〜KH05 土留め壁の表面にせん断抵抗が無
い場合の水平地盤反力係数K H τ 1 to K H τ 5 Horizontal ground reaction force coefficient when there is shear resistance on the surface of the retaining wall K H01 to K H05 Horizontal ground reaction force coefficient when there is no shear resistance on the surface of the retaining wall
Claims (6)
を深さ毎に調査して得られた土質条件を記憶する背面側
土質条件記憶手段と、 上記土留め壁の掘削面側の土質を深さ毎に調査して得ら
れた土質条件を記憶する掘削面側土質条件記憶手段と、 地盤改良工事施行後の改良地盤の土質条件を記憶する改
良地盤土質条件記憶手段と、 掘削工事の施行順序を記憶する施行順序記憶手段と、 上記土留め壁の曲げ剛性を記憶する土留め壁曲げ剛性記
憶手段と、 上記土留め壁を支持する切ばりの剛性を記憶する切ばり
剛性記憶手段と、 掘削によって発生する上記土留め壁の水平変位を算出す
る土留め壁水平変位演算手段と、 上記土留め壁水平変位演算手段で算出した土留め壁の水
平変位が掘削面側の土に与えられることにより発生する
反力を算出する地盤反力算出手段と、 この地盤反力算出手段で算出した地盤反力をピーク強度
とを比較し、土の破壊、非破壊を判定する塑性化検出手
段と、 塑性化検出手段が土の破壊を検出することにより起動さ
れ、土の破壊と非破壊の境界点を検出する弾塑性境界点
検出手段と、 弾塑性境界点検出手段が検出した境界点と掘削側の地盤
表面との間の土の強度を土の破壊後の上記ピーク強度以
下の値を持つ残留強度に置換し、再度上記土留め壁水平
変位演算手段で土留め壁の変位を算出させる地盤強度置
換手段と、 上記塑性化検出手段で土の非破壊を検出した場合は上記
土留め壁水平変位演算手段の演算結果をそのまま記憶
し、塑性化検出手段で土の破壊を検出した場合は、上記
地盤強度置換手段で置換した土の強度により上記土留め
壁水平変位演算手段で再度演算し、その再演算結果を記
憶する最終結果記憶手段と、 土留め壁の応力及び切ばり応力を求め、これを記憶する
応力記憶手段と、によって構成した掘削工事用シミュレ
ーション装置において、 B.硬い地盤の表面から上の対象とする地盤の厚みH0
が掘削幅Bの2倍以上で、更に掘削面側において土留壁
表面と地盤との間にせん断抵抗がある場合に、地盤の変
形係数をE,地盤のポアソン比をνとすると、水平地盤
反力係数KH τi(i=1,2,3)を地表側から順に
KH τ1 =2.8E/(1−ν2 )Bと、KH τ2 =
(1−ν)E/0.6(1−ν−2ν2 )Bと,KH τ
3 =(1−ν)E/0.2(1−ν−2ν2 )Bによっ
て設定することを特徴とする掘削工事用シミュレーショ
ン装置に用いる水平地盤反力係数設定方法。1. A. First Embodiment A backside soil condition storage means for storing soil conditions obtained by investigating the backside soil for each depth before the execution of the retaining wall, and storing the soil quality on the excavation surface side of the retaining wall for each depth. Excavation surface-side soil condition storage means to store the soil conditions obtained by surveying the soil, improved ground soil condition storage means to store the soil condition of the improved ground after the soil improvement work was performed, and the execution order of the excavation work Execution order storage means, storage wall bending rigidity storage means for storing the bending rigidity of the retaining wall, cutting rigidity storage means for storing the rigidity of the cutting wall supporting the retaining wall, generated by excavation Retaining wall horizontal displacement calculating means for calculating the horizontal displacement of the retaining wall, and the horizontal displacement of the retaining wall calculated by the retaining wall horizontal displacement calculating means is applied to the soil on the excavation surface side. Ground reaction force calculation means for calculating reaction force And the ground reaction force calculated by the ground reaction force calculation means is compared with the peak strength to determine whether the soil is destructed or non-destructed, and the plasticization detection means detects the destruction of the soil. Elasto-plastic boundary point detection means that is activated and detects the destruction and non-destruction boundary points of the soil, and determines the strength of the soil between the boundary point detected by the elasto-plastic boundary point detection means and the excavated ground surface. Substituting the residual strength having a value equal to or less than the above-mentioned peak strength after destruction, replacing the soil strength with the soil retaining wall horizontal displacement calculating means and calculating the displacement of the retaining wall, If a break is detected, the calculation result of the earth retaining wall horizontal displacement calculating means is stored as it is, and if a destruction of the soil is detected by the plasticization detecting means, the soil strength is replaced by the strength of the soil replaced by the ground strength replacing means. Calculate again with the retaining wall horizontal displacement calculation means, and B. A simulation device for excavation work, comprising: a final result storage means for storing the recalculated result of the above; and a stress storage means for obtaining the stress and the shear stress of the retaining wall and storing the stress. Thickness of the target ground H 0 above the surface of the hard ground
Is more than twice the excavation width B, and if there is a shear resistance between the earth retaining wall surface and the ground on the excavation surface side, the deformation coefficient of the ground is E and the Poisson's ratio of the ground is ν. The force coefficient K H τi (i = 1, 2, 3) is calculated in order from the surface side as K H τ 1 = 2.8E / (1−ν 2 ) B and K H τ 2 =
(1-ν) E / 0.6 (1-ν-2ν 2 ) B and K H τ
3 = (1-ν) E / 0.2 (1-ν-2ν 2 ) B A horizontal ground reaction force coefficient setting method used in a simulation device for excavation work, wherein the method is set by B.
を深さ毎に調査して得られた土質条件を記憶する背面側
土質条件記憶手段と、 上記土留め壁の掘削面側の土質を深さ毎に調査して得ら
れた土質条件を記憶する掘削面側土質条件記憶手段と、 地盤改良工事施行後の改良地盤の土質条件を記憶する改
良地盤土質条件記憶手段と、 掘削工事の施行順序を記憶する施行順序記憶手段と、 上記土留め壁の曲げ剛性を記憶する土留め壁曲げ剛性記
憶手段と、 上記土留め壁を支持する切ばりの剛性を記憶する切ばり
剛性記憶手段と、 掘削によって発生する上記土留め壁の水平変位を算出す
る土留め壁水平変位演算手段と、 上記土留め壁水平変位演算手段で算出した土留め壁の水
平変位が掘削面側の土に与えられることにより発生する
反力を算出する地盤反力算出手段と、 この地盤反力算出手段で算出した地盤反力をピーク強度
とを比較し、土の破壊、非破壊を判定する塑性化検出手
段と、 塑性化検出手段が土の破壊を検出することにより起動さ
れ、土の破壊と非破壊の境界点を検出する弾塑性境界点
検出手段と、 弾塑性境界点検出手段が検出した境界点と掘削側の地盤
表面との間の土の強度を土の破壊後の上記ピーク強度以
下の値を持つ残留強度に置換し、再度上記土留め壁水平
変位演算手段で土留め壁の変位を算出させる地盤強度置
換手段と、 上記塑性化検出手段で土の非破壊を検出した場合は上記
土留め壁水平変位演算手段の演算結果をそのまま記憶
し、塑性化検出手段で土の破壊を検出した場合は、上記
地盤強度置換手段で置換した土の強度により上記土留め
壁水平変位演算手段で再度演算し、その再演算結果を記
憶する最終結果記憶手段と、 土留め壁の応力及び切ばり応力を求め、これを記憶する
応力記憶手段と、によって構成した掘削工事用シミュレ
ーション装置において、 B.硬い地盤の表面から上の対象とする地盤の厚みH0
が掘削幅Bに対して0.7B≦H0 ≦2.0Bで、更に
土留壁と掘削面側の地盤との間にせん断抵抗がある場合
は、水平地盤反力係数KH τiを地表側から掘削幅Bの
約1/2の深さまではKH τ1 =2.8E/(1−
ν2 )Bによって設定し、それより深い位置では上端を
KH τ1 とし、下端をKH τ4 =10.6E/H0 によ
って設定することを特徴とする掘削工事用シミュレーシ
ョン装置に用いる水平地盤反力係数設定方法。2. A. A backside soil condition storage means for storing soil conditions obtained by investigating the backside soil for each depth before the execution of the retaining wall, and storing the soil quality on the excavation surface side of the retaining wall for each depth. Excavation surface-side soil condition storage means to store the soil conditions obtained by surveying the soil, improved ground soil condition storage means to store the soil condition of the improved ground after the soil improvement work was performed, and the execution order of the excavation work Execution order storage means, storage wall bending rigidity storage means for storing the bending rigidity of the retaining wall, cutting rigidity storage means for storing the rigidity of the cutting wall supporting the retaining wall, generated by excavation Retaining wall horizontal displacement calculating means for calculating the horizontal displacement of the retaining wall, and the horizontal displacement of the retaining wall calculated by the retaining wall horizontal displacement calculating means is applied to the soil on the excavation surface side. Ground reaction force calculation means for calculating reaction force And the ground reaction force calculated by the ground reaction force calculation means is compared with the peak strength to determine whether the soil is destructed or non-destructed, and the plasticization detection means detects the destruction of the soil. Elasto-plastic boundary point detection means that is activated and detects the destruction and non-destruction boundary points of the soil, and determines the strength of the soil between the boundary point detected by the elasto-plastic boundary point detection means and the excavated ground surface. Substituting the residual strength having a value equal to or less than the above-mentioned peak strength after destruction, replacing the soil strength with the soil retaining wall horizontal displacement calculating means and calculating the displacement of the retaining wall, If a break is detected, the calculation result of the earth retaining wall horizontal displacement calculating means is stored as it is, and if a destruction of the soil is detected by the plasticization detecting means, the soil strength is replaced by the strength of the soil replaced by the ground strength replacing means. Calculate again with the retaining wall horizontal displacement calculation means, and B. A simulation device for excavation work, comprising: a final result storage means for storing the recalculated result of the above; and a stress storage means for obtaining the stress and the shear stress of the retaining wall and storing the stress. Thickness of the target ground H 0 above the surface of the hard ground
Is 0.7B ≦ H 0 ≦ 2.0B with respect to the excavation width B, and if there is a shear resistance between the earth retaining wall and the ground on the excavation surface side, the horizontal ground reaction force coefficient K H τi is determined on the ground side. From the depth of about 1/2 of the excavation width B, K H τ 1 = 2.8E / (1-
[nu 2) set by B, and the upper end is deeper than the position and K H τ 1, the horizontal using a lower end excavation for simulation apparatus characterized by setting the K H τ 4 = 10.6E / H 0 Ground reaction force coefficient setting method.
を深さ毎に調査して得られた土質条件を記憶する背面側
土質条件記憶手段と、 上記土留め壁の掘削面側の土質を深さ毎に調査して得ら
れた土質条件を記憶する掘削面側土質条件記憶手段と、 地盤改良工事施行後の改良地盤の土質条件を記憶する改
良地盤土質条件記憶手段と、 掘削工事の施行順序を記憶する施行順序記憶手段と、 上記土留め壁の曲げ剛性を記憶する土留め壁曲げ剛性記
憶手段と、 上記土留め壁を支持する切ばりの剛性を記憶する切ばり
剛性記憶手段と、 掘削によって発生する上記土留め壁の水平変位を算出す
る土留め壁水平変位演算手段と、 上記土留め壁水平変位演算手段で算出した土留め壁の水
平変位が掘削面側の土に与えられることにより発生する
反力を算出する地盤反力算出手段と、 この地盤反力算出手段で算出した地盤反力をピーク強度
とを比較し、土の破壊、非破壊を判定する塑性化検出手
段と、 塑性化検出手段が土の破壊を検出することにより起動さ
れ、土の破壊と非破壊の境界点を検出する弾塑性境界点
検出手段と、 弾塑性境界点検出手段が検出した境界点と掘削側の地盤
表面との間の土の強度を土の破壊後の上記ピーク強度以
下の値を持つ残留強度に置換し、再度上記土留め壁水平
変位演算手段で土留め壁の変位を算出させる地盤強度置
換手段と、 上記塑性化検出手段で土の非破壊を検出した場合は上記
土留め壁水平変位演算手段の演算結果をそのまま記憶
し、塑性化検出手段で土の破壊を検出した場合は、上記
地盤強度置換手段で置換した土の強度により上記土留め
壁水平変位演算手段で再度演算し、その再演算結果を記
憶する最終結果記憶手段と、 土留め壁の応力及び切ばり応力を求め、これを記憶する
応力記憶手段と、によって構成した掘削工事用シミュレ
ーション装置において、 B.硬い地盤の表面から上の対象とする地盤の厚みH0
が掘削幅Bに対して0.25≦H0 ≦0.7Bの関係に
あり、土留壁と掘削面側の地盤との間にせん断抵抗があ
る場合において、地表側から順に水平地盤反力係数をK
H τ1 =2.8E/(1−ν2 )BとKH τ4 =10.
6E/H0 で設定することを特徴とする掘削工事用シミ
ュレーション装置に用いる水平地盤反力係数設定方法。3. A. A backside soil condition storage means for storing soil conditions obtained by investigating the backside soil for each depth before the execution of the retaining wall, and storing the soil quality on the excavation surface side of the retaining wall for each depth. Excavation surface-side soil condition storage means to store the soil conditions obtained by surveying the soil, improved ground soil condition storage means to store the soil condition of the improved ground after the soil improvement work was performed, and the execution order of the excavation work Execution order storage means, storage wall bending rigidity storage means for storing the bending rigidity of the retaining wall, cutting rigidity storage means for storing the rigidity of the cutting wall supporting the retaining wall, generated by excavation Retaining wall horizontal displacement calculating means for calculating the horizontal displacement of the retaining wall, and the horizontal displacement of the retaining wall calculated by the retaining wall horizontal displacement calculating means is applied to the soil on the excavation surface side. Ground reaction force calculation means for calculating reaction force And the ground reaction force calculated by the ground reaction force calculation means is compared with the peak strength to determine whether the soil is destructed or non-destructed, and the plasticization detection means detects the destruction of the soil. Elasto-plastic boundary point detection means that is activated and detects the destruction and non-destruction boundary points of the soil, and determines the strength of the soil between the boundary point detected by the elasto-plastic boundary point detection means and the excavated ground surface. Substituting the residual strength having a value equal to or less than the above-mentioned peak strength after destruction, replacing the soil strength with the soil retaining wall horizontal displacement calculating means and calculating the displacement of the retaining wall, If a break is detected, the calculation result of the earth retaining wall horizontal displacement calculating means is stored as it is, and if a destruction of the soil is detected by the plasticization detecting means, the soil strength is replaced by the strength of the soil replaced by the ground strength replacing means. Calculate again with the retaining wall horizontal displacement calculation means, and B. A simulation device for excavation work, comprising: a final result storage means for storing the recalculated result of the above; and a stress storage means for obtaining the stress and the shear stress of the retaining wall and storing the stress. Thickness of the target ground H 0 above the surface of the hard ground
Is in the relationship of 0.25 ≦ H 0 ≦ 0.7B with the excavation width B, and when there is a shear resistance between the retaining wall and the ground on the excavation surface side, the horizontal ground reaction force coefficient in order from the ground surface side To K
H τ 1 = 2.8E / (1 -ν 2) B and K H τ 4 = 10.
Horizontal subgrade reaction coefficient setting method used excavation for simulation apparatus characterized by setting at 6E / H 0.
を深さ毎に調査して得られた土質条件を記憶する背面側
土質条件記憶手段と、 上記土留め壁の掘削面側の土質を深さ毎に調査して得ら
れた土質条件を記憶する掘削面側土質条件記憶手段と、 地盤改良工事施行後の改良地盤の土質条件を記憶する改
良地盤土質条件記憶手段と、 掘削工事の施行順序を記憶する施行順序記憶手段と、 上記土留め壁の曲げ剛性を記憶する土留め壁曲げ剛性記
憶手段と、 上記土留め壁を支持する切ばりの剛性を記憶する切ばり
剛性記憶手段と、 掘削によって発生する上記土留め壁の水平変位を算出す
る土留め壁水平変位演算手段と、 上記土留め壁水平変位演算手段で算出した土留め壁の水
平変位が掘削面側の土に与えられることにより発生する
反力を算出する地盤反力算出手段と、 この地盤反力算出手段で算出した地盤反力をピーク強度
とを比較し、土の破壊、非破壊を判定する塑性化検出手
段と、 塑性化検出手段が土の破壊を検出することにより起動さ
れ、土の破壊と非破壊の境界点を検出する弾塑性境界点
検出手段と、 弾塑性境界点検出手段が検出した境界点と掘削側の地盤
表面との間の土の強度を土の破壊後の上記ピーク強度以
下の値を持つ残留強度に置換し、再度上記土留め壁水平
変位演算手段で土留め壁の変位を算出させる地盤強度置
換手段と、 上記塑性化検出手段で土の非破壊を検出した場合は上記
土留め壁水平変位演算手段の演算結果をそのまま記憶
し、塑性化検出手段で土の破壊を検出した場合は、上記
地盤強度置換手段で置換した土の強度により上記土留め
壁水平変位演算手段で再度演算し、その再演算結果を記
憶する最終結果記憶手段と、 土留め壁の応力及び切ばり応力を求め、これを記憶する
応力記憶手段と、によって構成した掘削工事用シミュレ
ーション装置において、 B.硬い地盤の表面から上の対象とする地盤の厚みH0
が掘削幅Bに対してH 0 ≦0.25Bの関係にあり、更
に土留壁と掘削面側の地盤との間にせん断抵抗がある場
合において、硬い地盤の表面から対象とする地盤の厚み
H0 の下端でK H τ4 =10.6E/H0 で水平地盤反
力係数を設定し、地表側でKH τ5 =0.88E/H0
で水平地盤反力係数を設定する掘削工事用シミュレーシ
ョン装置に用いる水平地盤反力係数設定方法。4. A. Back side soil properties before retaining wall enforcement
Back side that memorizes the soil conditions obtained by investigating the depth for each
The soil condition storage means, and the soil quality of the excavation surface side of the retaining wall is obtained by investigating for each depth.
Means for storing the soil conditions of the excavated surface on the excavated surface side for storing the soil conditions
Good ground soil condition storage means, execution order storage means for storing the execution order of excavation work, earth retaining wall bending rigidity for storing the bending rigidity of the earth retaining wall
Storage means, and a notch for storing the rigidity of the notch supporting the retaining wall
Calculating rigid displacement means and horizontal displacement of the retaining wall caused by excavation;
Retaining wall horizontal displacement calculating means, and the retaining wall water calculated by the retaining wall horizontal displacement calculating means.
It occurs when flat displacement is given to soil on the excavation surface side
A ground reaction force calculating means for calculating the reaction force; and a ground strength calculated by the ground reaction force calculating means as a peak strength.
And a plasticization detection method to determine whether the soil is destructive or non-destructive
Steps and the plasticization detection means are activated by detecting soil failure.
Elasto-plastic boundary points to detect destructive and non-destructive boundary points of soil
Detection means, and the boundary point detected by the elasto-plastic boundary point detection means and the ground on the excavation side
Make sure that the strength of the soil between the surface and the
Replace with the residual strength having the following value, and again
Ground strength setting to calculate displacement of retaining wall by displacement calculation means
If the non-destructive soil is detected by the plasticizing means and
The calculation result of the retaining wall horizontal displacement calculation means is stored as it is.
If soil destruction is detected by the plasticization detection means,
The above earth retaining by the strength of the soil replaced by the ground strength replacement means
Calculate again by the wall horizontal displacement calculation means and record the recalculation result.
Calculate the final result storage means and the stress and shear stress of the retaining wall and store them.
Simulation for excavation work constituted by stress memory means
B. In the device, Thickness of target ground H above the surface of hard ground0
Is H for digging width B 0≤ 0.25B.
Where there is shear resistance between the retaining wall and the ground on the excavation side
The thickness of the target ground from the surface of the hard ground
H0K at the bottom of HτFour= 10.6E / H0With horizontal ground
Set the force coefficient and KHτFive= 0.88E / H0
For excavation work to set horizontal ground reaction force coefficient
Horizontal ground reaction force coefficient setting method used for the installation device.
を深さ毎に調査して得られた土質条件を記憶する背面側
土質条件記憶手段と、 上記土留め壁の掘削面側の土質を深さ毎に調査して得ら
れた土質条件を記憶する掘削面側土質条件記憶手段と、 地盤改良工事施行後の改良地盤の土質条件を記憶する改
良地盤土質条件記憶手段と、 掘削工事の施行順序を記憶する施行順序記憶手段と、 上記土留め壁の曲げ剛性を記憶する土留め壁曲げ剛性記
憶手段と、 上記土留め壁を支持する切ばりの剛性を記憶する切ばり
剛性記憶手段と、 掘削によって発生する上記土留め壁の水平変位を算出す
る土留め壁水平変位演算手段と、 上記土留め壁水平変位演算手段で算出した土留め壁の水
平変位が掘削面側の土に与えられることにより発生する
反力を算出する地盤反力算出手段と、 この地盤反力算出手段で算出した地盤反力をピーク強度
とを比較し、土の破壊、非破壊を判定する塑性化検出手
段と、 塑性化検出手段が土の破壊を検出することにより起動さ
れ、土の破壊と非破壊の境界点を検出する弾塑性境界点
検出手段と、 弾塑性境界点検出手段が検出した境界点と掘削側の地盤
表面との間の土の強度を土の破壊後の上記ピーク強度以
下の値を持つ残留強度に置換し、再度上記土留め壁水平
変位演算手段で土留め壁の変位を算出させる地盤強度置
換手段と、 上記塑性化検出手段で土の非破壊を検出した場合は上記
土留め壁水平変位演算手段の演算結果をそのまま記憶
し、塑性化検出手段で土の破壊を検出した場合は、上記
地盤強度置換手段で置換した土の強度により上記土留め
壁水平変位演算手段で再度演算し、その再演算結果を記
憶する最終結果記憶手段と、 土留め壁の応力及び切ばり応力を求め、これを記憶する
応力記憶手段と、によって構成した掘削工事用シミュレ
ーション装置において、 B.硬い地盤の表面から上の対象とする地盤の厚みH0
が掘削幅Bに対して0.22B≦H0 の関係にあり、更
に掘削面側において土留壁と地盤との間にせん断抵抗が
ない場合に、硬い地盤の表面から掘削幅Bの1/2まで
の領域ではその下端でKH03 =6E/(1−ν2 )B,
その上端でKH01 =2E/(1−ν2 )Bで水平地盤反
力係数を設定し、硬い地盤の表面から堀削幅Bの1/2
の深さより上部ではKH01 =2E/(1−ν2 )Bによ
って水平地盤反力係数を設定することを特徴とする掘削
工事用シミュレーション装置に用いる水平地盤反力係数
設定方法。5. A. A backside soil condition storage means for storing soil conditions obtained by investigating the backside soil for each depth before the execution of the retaining wall, and storing the soil quality on the excavation surface side of the retaining wall for each depth. Excavation surface-side soil condition storage means to store the soil conditions obtained by surveying the soil, improved ground soil condition storage means to store the soil condition of the improved ground after the soil improvement work was performed, and the execution order of the excavation work Execution order storage means, storage wall bending rigidity storage means for storing the bending rigidity of the retaining wall, cutting rigidity storage means for storing the rigidity of the cutting wall supporting the retaining wall, generated by excavation Retaining wall horizontal displacement calculating means for calculating the horizontal displacement of the retaining wall, and the horizontal displacement of the retaining wall calculated by the retaining wall horizontal displacement calculating means is applied to the soil on the excavation surface side. Ground reaction force calculation means for calculating reaction force And the ground reaction force calculated by the ground reaction force calculation means is compared with the peak strength to determine whether the soil is destructed or non-destructed, and the plasticization detection means detects the destruction of the soil. Elasto-plastic boundary point detection means that is activated and detects the destruction and non-destruction boundary points of the soil, and determines the strength of the soil between the boundary point detected by the elasto-plastic boundary point detection means and the excavated ground surface. Substituting the residual strength having a value equal to or less than the above-mentioned peak strength after destruction, replacing the soil strength with the soil retaining wall horizontal displacement calculating means and calculating the displacement of the retaining wall, If a break is detected, the calculation result of the earth retaining wall horizontal displacement calculating means is stored as it is, and if a destruction of the soil is detected by the plasticization detecting means, the soil strength is replaced by the strength of the soil replaced by the ground strength replacing means. Calculate again with the retaining wall horizontal displacement calculation means, and B. A simulation device for excavation work, comprising: a final result storage means for storing the recalculated result of the above; and a stress storage means for obtaining the stress and the shear stress of the retaining wall and storing the stress. Thickness of the target ground H 0 above the surface of the hard ground
Has a relationship of 0.22B ≦ H 0 with the excavation width B, and furthermore, when there is no shear resistance between the earth retaining wall and the ground on the excavation surface side, a half of the excavation width B is obtained from the hard ground surface. In the region up to, K H03 = 6E / (1-ν 2 ) B at the lower end,
At the upper end, a horizontal ground reaction force coefficient is set by K H01 = 2E / (1-ν 2 ) B, and 1/2 of the excavation width B from the surface of the hard ground.
A horizontal ground reaction force coefficient setting method used in a simulation device for excavation work, wherein a horizontal ground reaction force coefficient is set by K H01 = 2E / (1−ν 2 ) B above the depth of the horizontal ground.
を深さ毎に調査して得られた土質条件を記憶する背面側
土質条件記憶手段と、 上記土留め壁の掘削面側の土質を深さ毎に調査して得ら
れた土質条件を記憶する掘削面側土質条件記憶手段と、 地盤改良工事施行後の改良地盤の土質条件を記憶する改
良地盤土質条件記憶手段と、 掘削工事の施行順序を記憶する施行順序記憶手段と、 上記土留め壁の曲げ剛性を記憶する土留め壁曲げ剛性記
憶手段と、 上記土留め壁を支持する切ばりの剛性を記憶する切ばり
剛性記憶手段と、 掘削によって発生する上記土留め壁の水平変位を算出す
る土留め壁水平変位演算手段と、 上記土留め壁水平変位演算手段で算出した土留め壁の水
平変位が掘削面側の土に与えられることにより発生する
反力を算出する地盤反力算出手段と、 この地盤反力算出手段で算出した地盤反力をピーク強度
とを比較し、土の破壊、非破壊を判定する塑性化検出手
段と、 塑性化検出手段が土の破壊を検出することにより起動さ
れ、土の破壊と非破壊の境界点を検出する弾塑性境界点
検出手段と、 弾塑性境界点検出手段が検出した境界点と掘削側の地盤
表面との間の土の強度を土の破壊後の上記ピーク強度以
下の値を持つ残留強度に置換し、再度上記土留め壁水平
変位演算手段で土留め壁の変位を算出させる地盤強度置
換手段と、 上記塑性化検出手段で土の非破壊を検出した場合は上記
土留め壁水平変位演算手段の演算結果をそのまま記憶
し、塑性化検出手段で土の破壊を検出した場合は、上記
地盤強度置換手段で置換した土の強度により上記土留め
壁水平変位演算手段で再度演算し、その再演算結果を記
憶する最終結果記憶手段と、 土留め壁の応力及び切ばり応力を求め、これを記憶する
応力記憶手段と、によって構成した掘削工事用シミュレ
ーション装置において、 B.硬い地盤の表面から上の対象とする地盤の厚みH0
が掘削幅Bに対してH 0 ≦0.22Bの関係にあり、掘
削面側においては土留め壁と地盤との間にせん断抵抗が
ない場合に、硬い地盤の表面から対象とする地盤の厚み
H0 の下端でK H04 =11.2E/H0 によって水平地
盤反力係数を設定し、地表側ではKH05=0。63E/
H0 によって水平地盤反力係数を設定する掘削工事用シ
ミュレーション装置に用いる水平地盤反力係数設定方
法。6. A. Back side soil properties before retaining wall enforcement
Back side that memorizes the soil conditions obtained by investigating the depth for each
The soil condition storage means, and the soil quality of the excavation surface side of the retaining wall is obtained by investigating for each depth.
Means for storing the soil conditions of the excavated surface on the excavated surface side for storing the soil conditions
Good ground soil condition storage means, execution order storage means for storing the execution order of excavation work, earth retaining wall bending rigidity for storing the bending rigidity of the earth retaining wall
Storage means, and a notch for storing the rigidity of the notch supporting the retaining wall
Calculating rigid displacement means and horizontal displacement of the retaining wall caused by excavation;
Retaining wall horizontal displacement calculating means, and the retaining wall water calculated by the retaining wall horizontal displacement calculating means.
It occurs when flat displacement is given to soil on the excavation surface side
A ground reaction force calculating means for calculating the reaction force; and a ground strength calculated by the ground reaction force calculating means as a peak strength.
And a plasticization detection method to determine whether the soil is destructive or non-destructive
Steps and the plasticization detection means are activated by detecting soil failure.
Elasto-plastic boundary points to detect destructive and non-destructive boundary points of soil
Detection means, and the boundary point detected by the elasto-plastic boundary point detection means and the ground on the excavation side
Make sure that the strength of the soil between the surface and the
Replace with the residual strength having the following value, and again
Ground strength setting to calculate displacement of retaining wall by displacement calculation means
If the non-destructive soil is detected by the plasticizing means and
The calculation result of the retaining wall horizontal displacement calculation means is stored as it is.
If soil destruction is detected by the plasticization detection means,
The above earth retaining by the strength of the soil replaced by the ground strength replacement means
Calculate again by the wall horizontal displacement calculation means and record the recalculation result.
Calculate the final result storage means and the stress and shear stress of the retaining wall and store them.
Simulation for excavation work constituted by stress memory means
B. In the device, Thickness of target ground H above the surface of hard ground0
Is H for digging width B 0≤0.22B
On the cut surface side, there is a shear resistance between the retaining wall and the ground.
If not, the thickness of the target ground from the surface of the hard ground
H0K at the bottom of H04= 11.2E / H0By horizontal ground
Set the panel reaction force coefficient, and KH05= 0.63E /
H0Excavation work
Setting method of horizontal ground reaction force coefficient used for simulation device
Law.
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JP34125998A JP2989818B1 (en) | 1998-12-01 | 1998-12-01 | Method for setting horizontal ground reaction force coefficient used in simulation equipment for excavation work |
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JP2989818B1 true JP2989818B1 (en) | 1999-12-13 |
JP2000162958A JP2000162958A (en) | 2000-06-16 |
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Cited By (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN108922368A (en) * | 2018-06-18 | 2018-11-30 | 苏州大学 | A kind of continuous wall trench underground overall process test method and its simulator |
JP2020190099A (en) * | 2019-05-21 | 2020-11-26 | 株式会社竹中工務店 | Flotation preventing structure, and earth retaining method |
-
1998
- 1998-12-01 JP JP34125998A patent/JP2989818B1/en not_active Expired - Fee Related
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN108922368A (en) * | 2018-06-18 | 2018-11-30 | 苏州大学 | A kind of continuous wall trench underground overall process test method and its simulator |
CN108922368B (en) * | 2018-06-18 | 2023-12-01 | 苏州大学 | Underground diaphragm wall grooving whole process test method and simulation device thereof |
JP2020190099A (en) * | 2019-05-21 | 2020-11-26 | 株式会社竹中工務店 | Flotation preventing structure, and earth retaining method |
JP7326679B2 (en) | 2019-05-21 | 2023-08-16 | 株式会社竹中工務店 | Mountain retaining method |
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JP2000162958A (en) | 2000-06-16 |
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