JPH10331161A - Predicting method for behavior at earth retaining excavation - Google Patents
Predicting method for behavior at earth retaining excavationInfo
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- JPH10331161A JPH10331161A JP9146240A JP14624097A JPH10331161A JP H10331161 A JPH10331161 A JP H10331161A JP 9146240 A JP9146240 A JP 9146240A JP 14624097 A JP14624097 A JP 14624097A JP H10331161 A JPH10331161 A JP H10331161A
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- 238000000034 method Methods 0.000 title claims abstract description 45
- 238000009412 basement excavation Methods 0.000 title claims abstract description 25
- 230000000704 physical effect Effects 0.000 claims abstract description 19
- 230000003247 decreasing effect Effects 0.000 claims abstract description 7
- 238000006243 chemical reaction Methods 0.000 claims description 14
- 239000000853 adhesive Substances 0.000 claims description 12
- 230000001070 adhesive effect Effects 0.000 claims description 12
- 238000005452 bending Methods 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 238000010008 shearing Methods 0.000 claims description 2
- 238000004364 calculation method Methods 0.000 abstract description 14
- 238000005259 measurement Methods 0.000 abstract description 5
- 239000006185 dispersion Substances 0.000 abstract 1
- 230000006399 behavior Effects 0.000 description 65
- 238000010276 construction Methods 0.000 description 10
- 238000004458 analytical method Methods 0.000 description 7
- 239000002689 soil Substances 0.000 description 7
- 238000009430 construction management Methods 0.000 description 5
- 238000009472 formulation Methods 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 230000003252 repetitive effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 238000005315 distribution function Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06N—COMPUTING ARRANGEMENTS BASED ON SPECIFIC COMPUTATIONAL MODELS
- G06N7/00—Computing arrangements based on specific mathematical models
- G06N7/02—Computing arrangements based on specific mathematical models using fuzzy logic
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01D—MEASURING NOT SPECIALLY ADAPTED FOR A SPECIFIC VARIABLE; ARRANGEMENTS FOR MEASURING TWO OR MORE VARIABLES NOT COVERED IN A SINGLE OTHER SUBCLASS; TARIFF METERING APPARATUS; MEASURING OR TESTING NOT OTHERWISE PROVIDED FOR
- G01D21/00—Measuring or testing not otherwise provided for
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- Testing Or Calibration Of Command Recording Devices (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、土留め掘削時の挙
動予測方法に関し、特に、ファジー理論を利用した挙動
予測方法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a behavior prediction method at the time of earth retaining excavation, and more particularly to a behavior prediction method utilizing fuzzy logic.
【０００２】[0002]
【従来の技術】共同溝，立坑および構造物基礎などの地
下構造物を構築する場合に行われる掘削工事では、掘削
過程の進行に伴う、掘削面の崩落防止や、地盤沈下など
による周辺への影響を最小にし、安全に工事を進める必
要性から、通常、土留め工事が実施される。2. Description of the Related Art In excavation work performed when constructing underground structures such as common trenches, shafts and structural foundations, the excavation process is prevented from collapsing due to the progress of the excavation process, and the excavation to the surrounding area due to land subsidence. Earth retaining works are usually implemented because of the necessity to minimize the impact and proceed safely.
【０００３】このような工事における各掘削過程では、
掘削による地盤の不均衡を土留め壁，切梁，掘削面以深
の周辺地盤に分担させて、工事が進められる。ところ
が、地盤は、その物性値にバラツキが多い不確定なもの
であり、設計時に物性値に十分配慮をしていても、実際
の挙動と異なることがある。In each excavation process in such construction,
Construction will proceed with the imbalance in the ground due to excavation being shared between the retaining wall, the girder, and the surrounding ground below the excavation surface. However, the ground is an uncertain material whose physical property values vary widely and may differ from the actual behavior even when sufficient consideration is given to the physical property values at the time of design.
【０００４】このような挙動の異同は、大深度の開削工
事などで顕著に現われるため、この種の工事において
は、現場計測を行い、得られた現場計測値に基づいて、
不確定な地盤の物性値（未知数）を逆解析により推定
し、この推定値から地盤の挙動を予測し、施工管理，安
全管理に役立てる手法が行われている。[0004] Since such a difference in behavior is remarkable in deep-cutting work or the like, in this type of construction, site measurement is performed, and based on the obtained site measurement values,
A method of estimating the physical properties (unknowns) of the uncertain ground by inverse analysis, predicting the behavior of the ground from the estimated values, and utilizing it for construction management and safety management has been performed.
【０００５】このような逆解析の手法には、例えば、試
行錯誤的手法や最適化手法（直接定式化法，逆定式化
法，カルマンフィルター法など）があり、最適化手法
は、数学的処理を用いて、施工時の次段階以降の入力定
数の変化を予測するのに手間がかかるので、試行錯誤的
手法が良く用いられている。[0005] Such an inverse analysis method includes, for example, a trial-and-error method and an optimization method (such as a direct formulation method, an inverse formulation method, and a Kalman filter method). It takes time and effort to predict changes in input constants from the next stage during construction using the method, so a trial-and-error method is often used.
【０００６】しかしながら、このような試行錯誤的な逆
解析手法には、以下に説明する技術的な課題があった。[0006] However, such a trial-and-error inverse analysis method has the following technical problems.
【０００７】[0007]
【発明が解決しようとする課題】すなわち、試行錯誤的
な逆解析手法では、地盤の未知数を推定する際には、実
務経験，担当者の勘および経験に基づくノウハウなどの
要素が支配的になるため、推定値に個人差がでて、推定
値がバラツクという問題があった。That is, in the trial and error inverse analysis method, factors such as practical experience, intuition of the person in charge, and know-how based on experience are dominant when estimating the unknown of the ground. For this reason, there is a problem that the estimated value varies between individuals and the estimated value varies.
【０００８】また、複数の未知数を推定するために、時
間がかかるだけでなく、実際の挙動と容易に適合しない
などの問題があった。さらに、限られた実測値の結果か
ら、不確定な土質を対象として、施工区域の全体につい
て、正確な地盤の物性値を算出するのは、非常に難しい
作業となっていた。Further, there are problems that it takes time to estimate a plurality of unknowns, and that it does not easily match actual behavior. Furthermore, it has been extremely difficult to calculate accurate physical property values of the ground for the entire construction area for uncertain soil properties from the results of the limited actual measurement values.
【０００９】本発明は、このような従来の問題点に鑑み
てなされたものであって、推定値にバラツキがなく、短
時間に実測値に適合した正確な推定が行える土留め掘削
時の挙動予測方法を提供することにある。SUMMARY OF THE INVENTION The present invention has been made in view of such a conventional problem, and has no variation in the estimated value, and the behavior at the time of earth retaining excavation in which an accurate estimation adapted to the actually measured value can be performed in a short time. It is to provide a prediction method.
【００１０】[0010]
【課題を解決するための手段】上記目的を達成するた
め、本発明は、土留め壁の内部を掘削する際に、前記土
留め壁の変位，曲げモーメント，せん断力などの挙動を
実測し、得られた実測挙動値に基づいて、以後の挙動を
予測推定する土留め掘削時の挙動予測方法において、前
記実測挙動値と当初設計値とに所定以上の異同があった
場合に、前記当初設計値を演算する際に設定した、土圧
Ｐ，地盤の反力係数ｋｅ，地盤の粘着力Ｃ，地盤の摩擦
角φ，地盤の体積重量γなどの地盤物性値および切梁バ
ネ係数ｋｓを中心値とするメンバーシップ関数をそれぞ
れ設定し、前記地盤物性値および切梁バネ係数ｋｓを前
記メンバーシップ関数上で増減させる変化量δを設定
し、前記変化量δを複数回増減させた際の計算挙動値を
それぞれ求め、前記計算挙動値と前記実測挙動値とが概
略一致した時の前記地盤物性値および切梁バネ係数ｋｓ
を確定値とするようにした。このように構成した土留め
掘削時の挙動予測方法によれば、当初設計値を演算する
際に設定した、土圧Ｐ，地盤の反力係数ｋｅ，地盤の粘
着力Ｃ，地盤の摩擦角φ，地盤の体積重量γなどの地盤
物性値および切梁バネ係数ｋｓを中心値とするメンバー
シップ関数をそれぞれ設定するので、当初設計値は、実
際の地盤物性値とそれほど大きな相違がなく、計算挙動
値を実測挙動値に早期に収束させることができる。この
場合、メンバーシップ関数は、二等辺三角関数に設定す
ることができる。Means for Solving the Problems In order to achieve the above object, the present invention measures the behavior of the retaining wall, such as displacement, bending moment, and shearing force, when excavating the inside of the retaining wall, In the behavior prediction method at the time of earth retaining excavation for predicting and estimating the subsequent behavior based on the obtained actually measured behavior value, when there is a predetermined difference or more between the actually measured behavior value and the initial design value, the initial design The ground physical properties such as earth pressure P, ground reaction force coefficient ke, ground adhesive force C, ground friction angle φ, ground volume weight γ, etc., and cutting beam spring coefficient ks set when calculating the values are mainly used. A membership function as a value is set, and a change amount δ for increasing or decreasing the ground physical property value and the cut-off spring coefficient ks on the membership function is set, and a calculation is performed when the change amount δ is increased or decreased a plurality of times. Determine the behavior value and calculate The ground physical properties and Setsuhari spring constant ks when said actual behavior values Dochi has substantially aligned
Was set to the final value. According to the behavior prediction method at the time of retaining earth excavation configured in this manner, the soil pressure P, the ground reaction force coefficient ke, the ground adhesive force C, and the ground friction angle φ set when the initial design value is calculated. , The ground properties such as the volume weight γ of the ground and the membership function centering on the girder spring coefficient ks are set respectively, so the initial design values do not differ so much from the actual ground properties, and the calculation behavior The value can be quickly converged to the measured behavior value. In this case, the membership function can be set to an isosceles trigonometric function.
【００１１】[0011]
【発明の実施の形態】以下、本発明の好ましい実施の形
態について添付図面を参照して詳細に説明する。図１か
ら図７は、本発明にかかる土留め掘削時の挙動予測方法
の一実施例を示している。Preferred embodiments of the present invention will be described below in detail with reference to the accompanying drawings. 1 to 7 show an embodiment of a behavior prediction method at the time of retaining earth excavation according to the present invention.
【００１２】図１は、土留め掘削時における施工管理の
全体的な流を示している。土留め掘削時の施工管理で
は、同図に示すように、まず、ある掘削（施工）ステッ
プにおいて、土留め壁の変位，曲げモーメント，せん断
力などの挙動が実測される（スイテップｓ１）。FIG. 1 shows the overall flow of construction management during earth retaining excavation. In the construction management at the time of earth retaining excavation, as shown in the figure, first, in a certain excavation (construction) step, behaviors such as displacement, bending moment, and shear force of the earth retaining wall are actually measured (switch step s1).
【００１３】次に、得られた実測挙動値Ａと設計値との
比較が行われる（ステップｓ２，ｓ３）。この場合、実
測挙動値Ａと設計値とは、一般的にはあまり一致してい
ない。ステップｓ３で、実測挙動値Ａと設計値とが概ね
一致している場合には、施工が継続される。Next, the obtained measured behavior value A is compared with the design value (steps s2 and s3). In this case, the measured behavior value A does not generally match the design value. In step s3, when the measured behavior value A substantially matches the design value, the construction is continued.
【００１４】一方、ステップｓ３で、実測挙動値Ａと設
計値とが概ね一致していないと判断された場合（両者間
に所定以上の異同が認められた場合）には、ステップｓ
４で、本実施例の挙動予測方法が実行される。この挙動
予測方法の詳細は、図２以下に示している。On the other hand, if it is determined in step s3 that the measured behavior value A and the design value do not substantially match (if a difference between the two is greater than a predetermined value), the process proceeds to step s3.
At 4, the behavior prediction method of this embodiment is executed. Details of this behavior prediction method are shown in FIG.
【００１５】ステップｓ４の挙動予測方法で、土圧Ｐ，
地盤の反力係数ｋｅ，地盤の粘着力Ｃ，地盤の摩擦角
φ，地盤の体積重量γなどの地盤物性値および切梁バネ
係数ｋｓが、確定すると（ステップｓ５）、次に、次期
掘削（施工）ステップにおける土留めの変形予測（順解
析）が行われる（ステップｓ６）。In the behavior prediction method in step s4, the earth pressure P,
When the ground physical property values such as the ground reaction force coefficient ke, the ground adhesive force C, the ground friction angle φ, the ground volume weight γ, and the cutting beam spring coefficient ks are determined (step s5), the next excavation (step s5) In the step (construction), deformation prediction (forward analysis) of earth retaining is performed (step s6).
【００１６】そして、この解析によって得られた変形予
測から、土留め壁に発生する応力度照査を行い（ステッ
プｓ７）、ステップｓ８で、土留め壁の安全性が確保で
きると判断された場合には、施工が継続される。Then, based on the deformation prediction obtained by this analysis, a check is made on the stress level generated in the retaining wall (step s7), and when it is determined in step s8 that the safety of the retaining wall can be ensured. , Construction is continued.
【００１７】一方、ステップｓ８で、土留め壁の安全性
が確保できないと判断された場合には、対策工を実施し
て（ステップｓ９）、施工が継続されることになる。On the other hand, if it is determined in step s8 that the safety of the retaining wall cannot be ensured, countermeasures are implemented (step s9), and the construction is continued.
【００１８】ステップｓ４で実行される挙動予測方法の
詳細な手順を図２に示している。同図に示した手順がス
タートすると、まず、ステップｓ４０で、未知数である
土圧Ｐ，地盤の反力係数ｋｅ，地盤の粘着力Ｃ，地盤の
摩擦角φ，地盤の体積重量γなどの地盤物性値および切
梁バネ係数ｋｓに対して、それぞれファジー理論に基づ
くメンバーシップ関数が設定される。FIG. 2 shows a detailed procedure of the behavior prediction method executed in step s4. When the procedure shown in the figure starts, first, in step s40, the ground pressure P, the ground reaction force coefficient ke, the ground adhesive force C, the ground friction angle φ, the ground volume weight γ, etc., which are unknown variables, are determined. A membership function based on fuzzy theory is set for each of the physical property value and the truncated spring coefficient ks.
【００１９】このメンバーシップ関数は、地盤の深度方
向に沿って存在する土質層毎に設定される。図３に、設
定されるメンバーシップ関数の一例を示している。同図
に示したメンバーシップ関数は、当初設計値を演算する
際に設定した、土圧Ｐ，地盤の反力係数ｋｅ，地盤の粘
着力Ｃ，地盤の摩擦角φ，地盤の体積重量γなどの地盤
物性値および切梁バネ係数ｋｓを中心値とする二等辺三
角形の関数となっている。This membership function is set for each soil layer existing along the depth direction of the ground. FIG. 3 shows an example of the membership function to be set. The membership function shown in the figure includes the earth pressure P, the ground reaction force coefficient ke, the ground adhesive force C, the ground friction angle φ, the ground volume weight γ, etc., which were set when the initial design values were calculated. Is a function of an isosceles triangle with the center value of the ground physical property value and the cut beam spring coefficient ks.
【００２０】この二等辺三角形の関数は、設計値に対す
る確からしさ（あいまいさ）が、半分まで低下した位置
で最小および最大になっている。なお、この最大および
最小値は、例えば、地盤の粘着力Ｃ，地盤の摩擦角φな
どでは、絶対的にそれ以上ないしはそれ以下の値になら
ないことがあるので、これらの絶対的な値を最大ないし
は最小値にすることもできる。In the function of the isosceles triangle, the likelihood (ambiguity) with respect to the design value becomes the minimum and the maximum at the position where it is reduced to half. It should be noted that the maximum and minimum values may not be absolutely higher or lower in the case of, for example, the adhesion C of the ground and the friction angle φ of the ground. Or it can be a minimum.
【００２１】また、メンバーシップ関数の形状は、図３
に示したものに限られることはなく、例えば、正規分布
関数などであってもよい。The shape of the membership function is shown in FIG.
However, the present invention is not limited to the above, and may be, for example, a normal distribution function.
【００２２】続く、ステップｓ４１では、地盤物性値
（土圧Ｐ，地盤の反力係数ｋｅ，地盤の粘着力Ｃ，地盤
の摩擦角φ，地盤の体積重量γ）および切梁バネ係数ｋ
ｓを、前述したメンバーシップ関数上で増減させる変化
量δの設定が行われる。In step s41, the soil properties (earth pressure P, ground reaction force coefficient ke, ground adhesion C, ground friction angle φ, ground volume weight γ) and cutting beam spring coefficient k
The change amount δ for increasing or decreasing s on the membership function is set.
【００２３】この場合の変化量δは、例えば、設計値の
確からしさに対して、０．１ないしは０．０５といった
数値に設定される。次に、ステップｓ４２で、計算挙動
値Ｂの演算の繰り返し回数ｎの設定が行われる。The amount of change δ in this case is set to a numerical value such as 0.1 or 0.05 with respect to the certainty of the design value. Next, in step s42, the number of repetitions n of the calculation of the calculation behavior value B is set.
【００２４】続くステップｓ４３では、当初設計値を演
算する際に設定した地盤物性値（土圧Ｐ，地盤の反力係
数ｋｅ，地盤の粘着力Ｃ，地盤の摩擦角φ，地盤の体積
重量γ）および切梁バネ係数ｋｓに基づいて、土層毎
に、計算挙動値Ｂ0が求められる。In the following step s43, the ground physical property values (earth pressure P, ground reaction force coefficient ke, ground adhesive force C, ground friction angle φ, ground volume weight γ) set at the time of calculating the initial design values are calculated. ) And the cut-off spring coefficient ks, a calculated behavior value B 0 is obtained for each soil layer.
【００２５】ステップＳ４４では、ステップｓ１で実測
されている実測挙動値Ａと、計算挙動値Ｂ0の比較が、
各層毎に行われる。ステップｓ４４で実測挙動値Ａが計
算挙動値Ｂ0よりも大きいと判断された場合には、ステ
ップｓ４５で、計算挙動値Ｂ0が大きくなるように、未
知数（土圧Ｐ，地盤の反力係数ｋｅ，地盤の粘着力Ｃ，
地盤の摩擦角φ，地盤の体積重量γなどの地盤物性値お
よび切梁バネ係数ｋｓ）をメンバーシップ関数上で変化
量δだけ増加ないしは減少させる。In step S44, the comparison between the measured behavior value A actually measured in step s1 and the calculated behavior value B 0 is
This is performed for each layer. In the case where the measured behavior value A is determined to be larger than the calculated behavior value B 0 step s44, in step s45, as calculated behavior value B 0 is increased, unknown (earth pressure P, the reaction force coefficient of the ground ke, adhesive strength C of the ground,
The ground property values such as the friction angle φ of the ground and the volume weight γ of the ground and the shear beam spring coefficient ks) are increased or decreased by the change amount δ on the membership function.
【００２６】一方、ステップｓ４４で実測挙動値Ａが計
算挙動値Ｂ0よりも小さいと判断された場合には、ステ
ップｓ４６で、計算挙動値Ｂ0が小さくなるように、未
知数（土圧Ｐ，地盤の反力係数ｋｅ，地盤の粘着力Ｃ，
地盤の摩擦角φ，地盤の体積重量γなどの地盤物性値お
よび切梁バネ係数ｋｓ）をメンバーシップ関数上で変化
量δだけ減少ないしは増加させる。On the other hand, in the case where the measured behavior value A is determined to be smaller than the calculated behavior value B 0 step s44, in step s46, as the calculation behavior value B 0 is reduced, unknown (earth pressure P, Ground reaction force coefficient ke, ground adhesive force C,
The physical properties of the ground, such as the ground friction angle φ and the ground volume weight γ, and the shear beam spring coefficient ks) are reduced or increased by the change amount δ on the membership function.
【００２７】次のステップｓ４７では、ステップｓ４
５，４６で変化量δだけ増減させた未知数（土圧Ｐ，地
盤の反力係数ｋｅ，地盤の粘着力Ｃ，地盤の摩擦角φ，
地盤の体積重量γなどの地盤物性値および切梁バネ係数
ｋｓ）の演算が行われる。In the next step s47, step s4
The unknowns (the earth pressure P, the ground reaction force coefficient ke, the ground adhesion C, the ground friction angle φ,
The calculation of the physical properties of the ground such as the volume weight γ of the ground and the cutting beam spring coefficient ks) is performed.
【００２８】ステップｓ４８では、求められた未知数に
基づいて計算挙動値Ｂ1が演算される。続くステップｓ
４９では、計算挙動値Ｂが設定された繰り返し回数ｎだ
け行われたか否かが判断され、ｎ回行われていない場合
には、ステップｓ４４に戻るとともに、ｎ回実行された
場合には、ステップｓ５０に移行する。[0028] At step s48, calculated behavior value B 1 is being calculated based on the unknowns determined. Subsequent steps
In 49, it is determined whether or not the calculation behavior value B has been performed by the set number of repetitions n. If n has not been performed, the process returns to step s44. Shift to s50.
【００２９】ステップｓ５０では、実測挙動値Ａとｎ回
繰り返し演算された計算挙動値Ｂnとの比較が各層毎に
行われ、これらが概ね一致している場合には、続くステ
ップｓ５１で未知数（土圧Ｐ，地盤の反力係数ｋｅ，地
盤の粘着力Ｃ，地盤の摩擦角φ，地盤の体積重量γなど
の地盤物性値および切梁バネ係数ｋｓ）を確定して手順
が終了する。In step s50, the measured behavior value A is compared with the calculated behavior value Bn which has been repeatedly calculated n times for each layer. The soil pressure P, the ground reaction force coefficient ke, the ground adhesive force C, the ground friction angle φ, the ground physical properties such as the ground volume weight γ, etc., and the girder spring coefficient ks) are determined, and the procedure ends.
【００３０】ステップｓ５０で、実測挙動値Ａと計算挙
動値Ｂnとが概ね一致していないと判断された場合に
は、ステップｓ４１に戻り、新たに変化量δおよび繰り
返し回数を設定して、処理手順が続行される。If it is determined in step s50 that the measured behavior value A and the calculated behavior value Bn do not substantially coincide with each other, the process returns to step s41, and a new change amount δ and the number of repetitions are set. The processing procedure continues.
【００３１】図４から図７は、上記手順により得られた
計算挙動値を実測値とともに表示した演算結果である。
図４に示したグラフが繰り返し計算回数ｎが１、すなわ
ち、当初設計値に基づく場合であり、同図から判るよう
に、土留め壁の変形が、計算挙動値と実測挙動値でかな
りずれている。FIGS. 4 to 7 show calculation results in which the calculated behavior values obtained by the above procedure are displayed together with the actually measured values.
The graph shown in FIG. 4 shows the case where the number of repetition calculations n is 1, that is, based on the initial design value. As can be seen from FIG. 4, the deformation of the retaining wall is considerably different between the calculated behavior value and the actually measured behavior value. I have.
【００３２】なお、図４ないしは図７において、変形の
グラフ中で○で示したものが実測挙動値であり、同図中
に実線で示したものが計算挙動値である。図５に示した
グラフは、繰り返し計算回数ｎが２、図６に示したグラ
フは、繰り返し計算回数ｎが５、図６に示したグラフ
は、繰り返し計算回数ｎが１０の場合である。In FIGS. 4 to 7, those indicated by a circle in the graphs of deformation are measured behavior values, and those indicated by solid lines in the drawings are calculated behavior values. The graph shown in FIG. 5 shows the case where the number of repeated calculations n is 2, the graph shown in FIG. 6 shows the case where the number of repeated calculations n is 5, and the graph shown in FIG. 6 shows the case where the number of repeated calculations n is 10.
【００３３】図５に示した繰り返し計算回数ｎが２で
は、計算挙動値と実測挙動値との一致の度合いが十分で
はないが、図６に示したように、繰り返し回数ｎが５に
なると、土留め壁の変形に関する計算挙動値と実測挙動
値とが、良く一致していることが判る。When the number of repetition calculations n shown in FIG. 5 is 2, the degree of coincidence between the calculated behavior value and the actually measured behavior value is not sufficient, but as shown in FIG. It can be seen that the calculated behavior value and the measured behavior value regarding the deformation of the retaining wall match well.
【００３４】計算挙動値と実測挙動値との一致の度合い
は、繰り返し回数ｎが１０となっても、これが５の場合
と殆ど変わらず、繰り返し回数ｎが５回程度で、未知数
が収束することが判る。The degree of coincidence between the calculated behavior value and the measured behavior value is almost the same as the case where the number of repetitions n is 10, even when the number of repetitions n is 10. When the number of repetitions n is about 5, the unknown converges. I understand.
【００３５】さて、以上のように構成した土留め掘削時
の挙動予測方法によれば、当初設計値を演算する際に設
定した、土圧Ｐ，地盤の反力係数ｋｅ，地盤の粘着力
Ｃ，地盤の摩擦角φ，地盤の体積重量γなどの地盤物性
値および切梁バネ係数ｋｓを中心値とするメンバーシッ
プ関数をそれぞれ設定するので、当初設計値は、実際の
地盤物性値とそれほど大きな相違がなく、数回程度の繰
り返し演算回数で、計算挙動値を実測挙動値に早期に収
束させることができる。According to the behavior prediction method at the time of retaining earth excavation configured as described above, the earth pressure P, the ground reaction force coefficient ke, and the ground adhesive force C set at the time of calculating the initial design value are set. , Ground friction angle φ, ground volume weight γ, etc., and membership functions centered on the girder spring coefficient ks are set, so that the initial design value is much larger than the actual ground property value. There is no difference, and the calculated behavior value can be quickly converged to the actually measured behavior value with about several repetition operations.
【００３６】この場合、未知数（土圧Ｐ，地盤の反力係
数ｋｅ，地盤の粘着力Ｃ，地盤の摩擦角φ，地盤の体積
重量γなどの地盤物性値および切梁バネ係数ｋｓ）の確
定は、担当者の勘や経験に支配されることがなく、的確
な未知数を短時間にかつ正確に確定することができる。In this case, the unknown values (the soil physical property values such as the earth pressure P, the ground reaction force coefficient ke, the ground adhesive force C, the ground friction angle φ, and the ground volume weight γ, and the cut beam spring coefficient ks) are determined. Can determine the exact unknown in a short time and accurately without being influenced by the intuition or experience of the person in charge.
【００３７】[0037]
【発明の効果】以上、実施例で詳細に説明したように、
本発明にかかる土留め掘削時の挙動予測方法によれば、
不明確な地盤未知数を的確かつ迅速に確定することがで
きるので、解析結果を土留め掘削の施工管理，安全管理
に容易に反映させることができる。As described above in detail in the embodiments,
According to the behavior prediction method at the time of earth retaining excavation according to the present invention,
Since the unclear ground unknowns can be determined accurately and promptly, the analysis results can be easily reflected in construction management and safety management of earth retaining excavation.
【図１】本発明にかかる挙動予測方法が適用される土留
め掘削における施工管理の全体的な流を示すフローチャ
ート図である。FIG. 1 is a flowchart showing an overall flow of construction management in earth retaining excavation to which a behavior prediction method according to the present invention is applied.
【図２】本発明にかかる挙動予測方法の手順の一例を示
すフローチャート図である。FIG. 2 is a flowchart illustrating an example of a procedure of a behavior prediction method according to the present invention.
【図３】図２示した挙動予測方法で設定するメンバーシ
ップ関数の一例を示す説明図である。FIG. 3 is an explanatory diagram showing an example of a membership function set by the behavior prediction method shown in FIG.
【図４】図２示した挙動予測方法の繰り返し演算回数１
回目で得られた結果のグラフである。FIG. 4 shows the number of repetition operations 1 in the behavior prediction method shown in FIG.
It is a graph of the result obtained by the second time.
【図５】図２示した挙動予測方法の繰り返し演算回数２
回目で得られた結果のグラフである。FIG. 5 shows the number of repetitive operations 2 in the behavior prediction method shown in FIG.
It is a graph of the result obtained by the second time.
【図６】図２示した挙動予測方法の繰り返し演算回数５
回目で得られた結果のグラフである。FIG. 6 shows the number of repetitive operations 5 in the behavior prediction method shown in FIG.
It is a graph of the result obtained by the second time.
【図７】図２示した挙動予測方法の繰り返し演算回数１
０回目で得られた結果のグラフである。FIG. 7 shows the number of repetition operations 1 in the behavior prediction method shown in FIG.
It is a graph of the result obtained in the 0th time.
Claims (2)
留め壁の変位，曲げモーメント，せん断力などの挙動を
実測し、得られた実測挙動値に基づいて、以後の挙動を
予測推定する土留め掘削時の挙動予測方法において、 前記実測挙動値と当初設計値とに所定以上の異同があっ
た場合に、 前記当初設計値を演算する際に設定した、土圧Ｐ，地盤
の反力係数ｋｅ，地盤の粘着力Ｃ，地盤の摩擦角φ，地
盤の体積重量γなどの地盤物性値および切梁バネ係数ｋ
ｓを中心値とするメンバーシップ関数をそれぞれ設定
し、 前記地盤物性値および切梁バネ係数ｋｓを前記メンバー
シップ関数上で増減させる変化量δを設定し、 前記変化量δを複数回増減させた際の計算挙動値をそれ
ぞれ求め、 前記計算挙動値と前記実測挙動値とが概略一致した時の
前記地盤物性値および切梁バネ係数ｋｓを確定値とする
ことを特徴とする土留め掘削時の挙動予測方法。1. When excavating the inside of a retaining wall, behavior such as displacement, bending moment, and shearing force of the retaining wall is actually measured, and subsequent behavior is predicted based on the actually measured behavior value obtained. In the behavior prediction method at the time of retaining earth excavation to be estimated, when there is a predetermined difference or more between the actually measured behavior value and the initial design value, the earth pressure P, the ground pressure set when calculating the initial design value, Ground physical properties such as reaction force coefficient ke, ground adhesive force C, ground friction angle φ, ground volume weight γ, and cutting beam spring coefficient k
A membership function having a center value of s is set, a change amount δ for increasing or decreasing the ground property value and the trunnion spring coefficient ks on the membership function is set, and the change amount δ is increased and decreased a plurality of times. At the time of earth retaining excavation, wherein the ground property value and the cut-off spring coefficient ks when the calculated behavior value and the actually measured behavior value approximately match each other are determined values. Behavior prediction method.
することを特徴とする請求項１記載の土留め掘削時の挙
動予測方法。2. The method according to claim 1, wherein the membership function is an isosceles trigonometric function.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14624097A JP3849229B2 (en) | 1997-06-04 | 1997-06-04 | Behavior prediction method during earth retaining excavation |
| KR1019970075824A KR100502648B1 (en) | 1997-06-04 | 1997-12-29 | Behavior prediction method in excavation excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14624097A JP3849229B2 (en) | 1997-06-04 | 1997-06-04 | Behavior prediction method during earth retaining excavation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH10331161A true JPH10331161A (en) | 1998-12-15 |
| JP3849229B2 JP3849229B2 (en) | 2006-11-22 |
Family
ID=15403279
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP14624097A Expired - Lifetime JP3849229B2 (en) | 1997-06-04 | 1997-06-04 | Behavior prediction method during earth retaining excavation |
Country Status (2)
| Country | Link |
|---|---|
| JP (1) | JP3849229B2 (en) |
| KR (1) | KR100502648B1 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111945760A (en) * | 2020-08-01 | 2020-11-17 | 上海地矿工程勘察有限公司 | Deep foundation pit engineering pressure reduction and precipitation control method and device, terminal and storage medium |
| CN112257146A (en) * | 2020-10-10 | 2021-01-22 | 无锡市市政设施建设工程有限公司 | Method for realizing deep foundation pit excavation support based on BIM |
| WO2022047970A1 (en) * | 2020-09-01 | 2022-03-10 | 浙江勤业建工集团有限公司 | Bim-based method for simulated calculation of deep foundation pit before construction |
-
1997
- 1997-06-04 JP JP14624097A patent/JP3849229B2/en not_active Expired - Lifetime
- 1997-12-29 KR KR1019970075824A patent/KR100502648B1/en not_active IP Right Cessation
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111945760A (en) * | 2020-08-01 | 2020-11-17 | 上海地矿工程勘察有限公司 | Deep foundation pit engineering pressure reduction and precipitation control method and device, terminal and storage medium |
| WO2022047970A1 (en) * | 2020-09-01 | 2022-03-10 | 浙江勤业建工集团有限公司 | Bim-based method for simulated calculation of deep foundation pit before construction |
| CN112257146A (en) * | 2020-10-10 | 2021-01-22 | 无锡市市政设施建设工程有限公司 | Method for realizing deep foundation pit excavation support based on BIM |
| CN112257146B (en) * | 2020-10-10 | 2023-12-26 | 无锡市市政设施建设工程有限公司 | Method for realizing deep foundation pit excavation supporting based on BIM |
Also Published As
| Publication number | Publication date |
|---|---|
| KR19990006312A (en) | 1999-01-25 |
| JP3849229B2 (en) | 2006-11-22 |
| KR100502648B1 (en) | 2005-11-08 |
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