TW533255B - Construction method of a diaphragm wall with a guiding wall of critical depth - Google Patents

Abstract

This invention is of construction method of a diaphragm wall with a guiding wall of critical depth, mainly of how to set a guiding wall of critical depth in channels, excavated before diaphragm wall constructions. The critical depth of the guiding wall is calculated by the analysis method thereof in order to provide an excellent support to the wall bodies of the diaphragm wall to ensure fineness and stability of the wall during the excavation work as well as a better construction process.

Description

533255 Quality A7 B7 V. Description of the invention (This Mao month is about a type of continuous wall with a critical depth, a method for constructing a continuous wall niche, especially if you want to make a continuous wall construction grooved hair clothing = guide ", The surface collapse can even be controlled, and it does not cause the earth to control the surface subsidence only to provide a continuous wall that meets the requirements. In addition, the geotechnical method of continuous wall has been used in recent years. It is widely used. The retaining wall method of the continuous wall has the advantages of high rigidity and good water tightness, and can be used as a part of the construction of firewood. Therefore, it is widely used in the soil retaining method for the 夂 锸 + plant. Various soil areas, that is, many wall construction methods, such as the public i number ... :: Mentuibei "Continuous design of the No. 108Q57" "appropriate underground wall construction method" n-p A used in the heart layer Younger No. 1225 `` Slopeside ^ Lower Chamber Free-running Rows, Continuous Wall Construction Method '', Announcement No. 2549 `` Underground Continuous Wall Construction Method Suitable for Pebble Layer Use '', Announcement No. 26 "Sixty-two '^ No.8, continuous stone layer construction method", There are also many patents for the construction method, such as the announcement of No. 382021 "Shen-Sliding Stack Double-walled Underground Continuous Wall Construction Method", and the No. 382033 "Stirring and Submerging" Double-walled underground continuous wall construction method ": Announcement No. 2473332" Frame Continuous Wall Construction Method "and Announcement No. 4] 1817" Horiba Cast Hybrid Retaining Waterproof Continuous Wall construction method "and so on. Therefore, according to the current continuous wall construction methods or continuous wall construction methods for various soil areas, the current technology has reached a certain stage, but the appropriate construction can be selected for various soil negative areas. In the future, continuous research and development is inevitable. However, most of the continuous wall construction methods seen so far are aimed at soil. _ _ 3 ^ The paper size applies the Chinese National Standards (CNs) A4 specification (210 X 297 mm)

丨 Installation ------ I · —Order "丨 Line (Please read the precautions on the back before filling this page) 533255 A7 ___B7_ V. Description of the invention (1) The area and the entire construction method are studied in a holistic manner, and There is no in-depth discussion on the excavation of the first part of the continuous wall construction method, but in fact, if the continuous wall is to exhibit high rigidity, good water tightness and other effects, the trench excavation is very important. During trench excavation, the wall surface can maintain excellent integrity and stability. In contrast, continuous wall construction can be improved. In recent years, the continuous wall construction method has gradually moved towards the construction of guide walls over trenches. To prevent the ground surface from collapsing, and can be used as the measurement basis in all directions during excavation. Therefore, in the announcement No. 2333 18 "impermeable wall of continuous wall and its construction method" and the announcement No. 3690 The No. 21 "retaining device for continuous wall construction method" can be seen and the guide method of erecting the gall is installed at the upper end of the trench. However, the currently used construction method is simply to erect the guide wall without a specific depth set by the constructor in the trench. Therefore, after the guide wall is erected, the ground collapses or the surface subsidence is extremely large. 'The erection of the guide wall loses its original meaning; therefore, in order to further obtain a guide wall with a stable stability to perform its due function', the inventor of the inventor Zhu Zhudong investigated various guides for continuous wall grooves. The wall frame is provided with direct influencing factors, and the "construction method for the continuous wall with a critical depth guide wall" of the present invention is designed. The special design of the present invention makes the construction of the continuous wall more perfect. The main purpose of the design of the present invention is to provide a method for constructing a continuous wall with a critical depth guide wall. The method is mainly to erect a guide wall with a critical depth at a trench excavated before the continuous wall is constructed. The critical depth of the guide wall is based on Calculated by its analysis method, this design can provide excellent support for the wall surface of the continuous wall, so that when the continuous wall trench is excavated, the wall surface can maintain excellent integrity and stability. 4 This paper standard is applicable to ☆ national standards ( CNS) A4 specification (210 x 297 mm) ------------- installation ------- ^-order ----------- line (please read first Note on the back, please fill in this page again) 533255 A7 V. Description of the invention (j == right, you can make the construction of the continuous wall in line with the industrial method of use. The critical depth of the continuous wall guide wall is provided. Mainly the coordinate system is used to set all the overhanging trajectory endpoints to form artificially curved boundaries to form a semi-ellipse-like arc surface. Trajectory, and with the change of coordinates to different principal stress condensation angles', make the failure surface follow Rotate at the same angle, and gradually produce arc-shaped material volts. The three-dimensional model of soil wedge failure is developed. After refining, the volume and weight of the soil column are calculated by the soil column element segmentation method in the damage area. The calculation of the surface reaction force, the calculation of ~ # of the groundwater pressure, and the calculation of the women's total factor are used to obtain the critical depth Dg of the guide wall. In order to make your reviewing committee understand the method of the invention and the analysis method of the critical depth, it will be explained with a diagram. ·· Schematic diagram: The first diagram is the flow chart of the method of the present invention. The second diagram is the schematic diagram of the guide wall erection of the present invention. The third diagram is the arch effect diagram and the stress distribution diagram. The fourth diagram is the complete arch effect and Partial arch effect diagram. The fifth diagram is the Mohr circle of the arch effect and the minimum principal stress. The sixth diagram is the coordinate system of the groove stability analysis. The seventh diagram is the hypothetical descending boundary of the groove stability analysis. It is the stress condition of the soil layer in the undulation zone. The ninth diagram is the trajectory of the principal stress in the XY plane and the undulation boundary in the XY plane.

Binding book paper size National Standard (CNS) A4 (210 x 297 mm) 533255 A7 Five tracks, description of the invention (The tenth picture is the stress element of the arch effect and the Morse circle. The eleventh picture is each The overhang of the minimum principal stress on the groove wall surface of the element length. The twelfth diagram is the YZ plane principal stress track. The thirteenth diagram is the YZ plane failure surface. The fourteenth diagram is the soil column element division. The younger fifteenth diagram is soil. Column element volume and bottom area calculation diagram. Figure 16 is a schematic diagram of the reaction force at the bottom of a soil column element. Figure 17 is a polygon diagram of the force when the soil wedge is balanced. Figure 18 is a depth analysis diagram of the critical guide wall. Figure 9 is a flow chart of critical guide wall depth analysis. ^ The method of the present invention is constructed according to the flowchart shown in the first figure, which is based on the depth of the continuous wall to be built first, and considering the soil quality of the construction site, The depth of the trench to be excavated is calculated, and then based on the depth of the trench and considering various relevant factors, the critical depth of the guide wall is calculated by the following analysis method, and then the guide wall with the critical depth is opened in the trench. When digging, place the wall guide On both sides of the trench, as shown in the second figure, the continuous wall trench (20) can be excavated by the guide wall (丄 0), and the integrity and stability of the wall surface can be improved. The continuous wall construction is more complete: ,, ° The above-mentioned guide wall analysis method must first understand the arch effect that may occur in the soil when trenches are excavated, and the basic characteristics of the arch effect are described in the third diagram. When the trench is excavated, the pressure between the bottom surface a and b at the original depth of the trench will continue to decrease. At this time, the vertical soil failure between a and c and b — ^ α will exert its own shear strength. While resisting the downward / monthly help, at this time _____ 6 This paper size is applicable to the Chinese National Standard (CNS) A4 specification (210 X 297 mm) Packing ------- ^-Order .-- ------- line (please read the notes on the back before filling this page) 533255 V. Description of the invention (5 " I ::: The stress on 3-b passes between a ~ C and b-d The shear force is transmitted to the surrounding area, and this stress is called the arch effect. The phenomenon of ㈣ is called the arch effect because of the path of stress transmission. The reason for the “transformation and retention” is that the soil is worse than the stress transfer process, and the association is transmitted from the more flexible area directly above the structure to the more rigid side: the area ^, and from the research in academia, it can be seen from the drop The bottom of the zone is upward 2 Z volts = the stress in the soil above the range is almost unaffected by the arch effect: Shadow 2 = presented in Figure 4 厶, forming a complete chess effect to reduce the depth of the bottom of the ridges. "Fourth picture" II: = the depth at the bottom of the lowering ⑽ is greater than 2.5 times the span ，, there is only a limit, within the range of the span, the shear strength of the soil is driven: part of the arch effect occurs, but in excess of Outside the span, the soil is stable. The above is the basic point for exploring the critical depth of the guide wall. The only reason for consideration is the static state. In fact, when the soil arch effect occurs, a part of the supporting force at the bottom of the soil disappears and wants to move down. The edges of the two ends of the force are assumed to be vertical and rough planes and provide the component of the internal undulating soil layer to resist downward sliding, and its trajectory is a concave upward arch. The stress diagram is shown in the fifth figure: The boundary is shown in the figure in two parts. Among them, the fifth figure A assumes that the inner soil layer is fully driven. The surface of the sunken soil layer is shear failure. Therefore, the ^ force when the soil at point A on the left is 533255 A7 ------------- B7_________ V. Description of the invention The stress at the point pA tangent to the envelope, that is, the horizontal coordinate Or h and vertical coordinate Γ at this point respectively represent the normal stress and shear stress acting on the edge relief surface, and because the relief surface is vertical, the ρΑ point is Under stress at the edge of the span The pole of a Mohr circle, and using this pole, the action angles of the stress σν acting on the horizontal plane and the maximum and minimum principal stresses σΐ, σ3 can be obtained. In addition, it can be seen from the fifth figure B that the principal stress action direction has changed instead of the original vertical and horizontal directions. At this time, the If shape of the pole pc at the right point c is the same, so the left and right boundaries have different principals. The direction of the stress action can be seen in the figure. When gradually moving to the center of the span, the direction of the main stress action changes accordingly, so that the most central part is not affected by the boundary friction effect at all. The analysis method for the critical depth of the guide wall in the construction method of the present invention is a continuous wall trench stability analysis method based on the two-way soil arch effect, and then the relevant factors for the guide wall setting are added, and a modified trench trench stability analysis method is proposed. The analysis method belongs to the three-dimensional stability analysis method. According to the coordinate system of the groove stability analysis shown in the sixth figure, where X-Z is the edge boundary of the excavation and the γ axis is the rough vertical boundary of infinite length, it can be called It is an undulating boundary, so it is parallel; on each section of a Z plane, it is necessary to find an appropriate undulating starting point for each semi-overhanging position, that is, the undulating boundary, as its endpoint, and these undulating boundaries must be It varies with the X coordinate of the cross section. For example, Figure 7 is a three-dimensional view of this state, while Figure 7B is a top view, and Figure 7 is a side view. It can be seen that the collection of all overhanging track endpoints into a descending boundary surface to form a semi-ellipsoidal arc surface. At 2 8 paper sizes, the Chinese National Standard (CNS) A4 specification (210 x 297 public love)- --------------- ^ (Please read first Read the notes on the back and fill in this page again) 533255 A7 V. Description of the invention (7) You can twist the trajectory before finding the drop boundary. The effect principle first finds the maximum principal stress σ,

The second reason: It can be seen in the nine figures that the stress in the center of the trench is weakening, so the direction: trench excavation is the direction of the secondary principal stress ① the square α force σ3, and the discontinuous edge formed by the trench X excavation = due to the slot line The two ends of the trajectory, so the smallest main reservoir is the overhang 45 ° -φ / 2, the second main reservoir force. The main stress σ3 direction and the X direction are sandwiched by the main stress ❿ direction and the X direction between 45 ° and φ. / 2 〇 From the basic soil mechanics of winter wood-small in the same situation, Ruo Yuan; Zhong / Wu Su stress greatly changed by α angle. In this way, with the change of the χ, γ coordinates = the element of the rotation: degree, the damage surface will gradually turn into an arc-shaped descending boundary with: = square, and the figure shows the descending boundary of different unit spans. . In addition, Yu Dijiu can thus establish a three-dimensional failure soil wedge model from the above, and discuss the failure surface in the three directions of XYZ ', ZZ', XYZ. Let me first mention that the shape of the curve formed by the failure on the XYZ plane should be The shape of the overhang line shown in Figure 5B is shown in Figure 9. Therefore, the two elements shown in Figure 10A and Figure 10B can be illustrated in Figure 9 as the two tri-axial force elements of the effect theory. The center of the span and a certain χ distance from the center, and the position of the wall surface of the trench, are different from the representation of the fifth figure B in that when the continuous trench is excavated, the direction of σ3 is parallel to the direction of the y-axis, and the plane Where is the middle principal stress% and the maximum principal stress q. Draw these three principal stresses on the Mohr circle, as shown in Figure 10C, from the mechanics of materials; soil: the paper size of the textbook applies the Chinese National Standard (CNtS) a4 specification (210 X 297 mm). -(Please read the precautions on the back before filling in this page) Order ··-Line 533255 A7 B7 V. Description of the invention (The basic principle of g shows that the factors controlling damage depend on $ and%, so the damage surface must be ^ The planes shown in the shaded areas in Figures 8 and 10B. Therefore, 'Broken = soil wedge on the XZ plane, that is, the curve shown on the trench wall surface, can be regarded as the overhang line shown in Figure 11 ( Minimum principal stress track). I = the failure surface on the plane of the lamp, please refer to the twelfth figure. When the representative is a certain x-coordinate, the plane is parallel to the plane of the plane. The position has been obtained. According to the position parallel to the descent boundary on the π ::: plane, the small principal stress track of the point in the undulation region can be deduced, that is, the principal stress direction of each point in the undulation region can be known. Small phase and then π can be known from the concept of Λ soil mechanics' When the stress on the element is large m If the element is rotated by an angle, the plane on which it is turned will also rotate in the same direction. Now this concept is applied to the calculation of the broken angle on the γζ plane = the element at the outermost surface. The damage surface ν ... The angle Α is magic— ", and then as shown in the twelfth figure, with the change of the bad surface H to the element with different principal stress rotation angles, the exhibitors rotate at the same angle, and gradually From the bottom to the top, the hair shows a male arc-shaped destruction trajectory. On the other side, there is an undulating boundary due to the anti-groove _ (+ y and -y directions). The two soil arches appear = the supporting force at the bottom of the soil layer disappears. Then the guide A will be generated, that is, a tension crack is generated, as shown in the thirteenth figure, the movement = line. For dry sand without cohesion, when the valve is lowered, the soil between the buckles will exert its own shear. The strong force caused the soil above the valve to fall off because of "quoting," and finally formed an arch-shaped tension 533255 A7 V. Description of the invention ... Damage to the curved surface abe. However, due to the trench excavation, the wall surface below the guide wall cannot be used. Provides a rough vertical border around the edge of the soil arch area. The soil layer below the wall does not form the tension crack mentioned above. In contrast, the soil layer within the depth of the guide wall is considered as a rough vertical boundary of the soil arch area because the guide wall is a rough and vertical surface. Therefore, the position f of the guide wall can be used as one of the rough vertical boundaries of the two edges after the trench is excavated to form the tension cracks described above, as shown by the solid line in Figure 13A. In addition, the tenth The third figure B shows the three triaxial stress elements taken at three points e, § and h of the tension failure track. From the thirteenth figure B, it can be seen that the tension failure track is the largest principle of the soil. The direction of the soil arch is in the direction. Therefore, the γζ plane failure surface is a composite failure surface composed of a shear arc failure and a tension failure, as shown in Figure 13B. As for how to get the curve formed by the failure surface on the XY plane, you only need to connect the damage sites on the same horizontal plane on each cross section to form the geometrical shapes of different depths on the XY plane. Therefore, according to the above, the damage surface of the soil wedge at various depths can be set, and the coordinates of the points on the damage surface (X, y, ζ) are determined in accordance with the arch effect theory and the general soil mechanics method. Determining the coordinates of the soil wedge at various depths, and analyzing the stability of the slope. Second, the edges of the soil are analyzed in accordance with the foregoing. First, three-dimensional slices-the entire soil wedge first parallel to Each section of the ΥZ plane is opened, and then the 夂 = plane is cut into individual soil column elements. As shown in Figure 14 and Figure β, the bottom surface of the column element and the Ding page are each composed of four two, but It is not on the same plane, but this quadrilateral soil column is cut into 冓 11 setting --- (Please read the precautions on the back before filling this page) Order: Line ---- 1 _ i 丄 本 丄 i 纸Applicable—Standard (CNS) A4 specifications 〇〇 Norwegian 533255 A7 B7 V. Description of the invention (Half-turned into two triangular prism-shaped soil columns due to the soil column elements shown in Figure B above. + 77 Gang 丨 Blade damage The inner soil layer, gf7, the shaded part of the fifteenth figure B, and the layer is the twisted envy of the fifteenth figure B. The ability to break the bold line part of the soil at the opening β of the soil layer. Therefore, the soil layer of the happy range, such as ^ + 100, consider the lower shear force increase, as shown in Figure 15 B. ab ^ Soil column element, the dotted line underneath is the two product '-the desired separation, such as the fifteenth figure A and fifteenth figure C, ::: product, divide them into four A and the bottom sliding surface and The fifteenth figure C is divided into j from, ', "_ ,,,, and then the fifteenth figure is composed, and again: Yi;; f is composed of four tetrahedrons and a triangular column ^ + & the next two The geometric formulas in each space can be obtained by ^ The lower part of the element of the soil column P is calculated, and the value of the product is calculated: The volume of the violating force and the sliding bottom surface 1. The four vertices of the right tetrahedron are ( 1 'several 21)' (heart; 2,6), (^: 3, >; 3,4, (~, less 4, meaning), its volume ^ 7 · area 2 yolume 6 A Vi y2 y3 Z3 fork 4 y4 The coordinates of the three vertices of the triangle in the right space are, and its surface precision is: 1 —-Z2-\ Z3—h y2-yj Ys-Yj +

Zi X2-X Z3 ~ Zi x3-Xl + X2-Xi Υ2 -7y A Yiyi / ^ ~ y; The volume of the failure range of the square and the part is also the same as above. By applying this three-dimensional slice method, the sliding soil wedge ^ can be composed of individual soil pillar elements. Once the geometric problems such as the volume bottom area of the soil inspection element can be processed, other related __ 12 can be obtained. Wood paper scale home standard (c ^ i ^ 21〇ϋ bur) line 533255 A7 ---------- --_ B7 V. Description of the invention (!) Element, such as the total weight of each soil column , Effective weight and the effect of groundwater on the bottom. ~ Then you can find other related factors, such as ·· 1 · Correction of soil cover weight Although the volume of the soil column element is obtained, if it is combined with the actual unit of the soil to determine the weight of the soil column element, It is found through the calculation of the trial that too conservative analysis results will be obtained. The reason is that continuous wall trenches are excavated with a limited length. After the soil layer behind the wall is lowered, the soil waste at various depths must not be general two-way. The calculation method of soil pressure in the case of infinite length is affected by the arch effect between the soil layer in the undulating area and the soil layer in the stable area, so it must be repaired according to the arch effect theory: soil cover pressure. The occurrence of the arch effect will reduce the vertical effective overburden pressure of the soil layer in the undulating area. 2 · Calculation of sliding surface reaction force The bottom surface reaction force of the parent soil column element is caused by its effective weight V, as shown in Figure 16, where plane E represents the sliding plane at the bottom of the soil column. In order to satisfy the force balance of the soil column elements and the overall failure of the soil wedge in the vertical direction, if the vertical reaction of the bottom surface reaction force of each soil column element is sufficient, the effective weight V of the soil column element itself must be balanced. 3 · Influence of groundwater pressure: ^ From the general two-dimensional slope stability analysis method, it can be known that the water pressure acting on each point on the failure surface must be applied to the failure soil wedge in a direction perpendicular to the failure surface everywhere. When destroying a soil wedge in three dimensions today, the groundwater pressure must act on each soil column element by the normal vector along the sliding surface of the bottom of each soil column element, and its hydrostatic pressure at the depth multiplied by the bottom of the soil column element Area of sliding surface. 4 · Safety factor calculation. · — (Please read the precautions on the back before filling this page) Order.-Line 13 533255 A7 V. Description of the invention (丨 Work) From the above, the effective weight of the entire damaged soil wedge ^, The values of the reaction forces RyRESU, RzRESU in the w, and YZ directions, and the force% in the ground, etc. are calculated. The magnitude and direction of Jiang Guxiang are plotted on the force polygon, as shown in Figure 5 It means that if the horizontal thrust of the sliding soil wedge is to be stabilized, the safety factor Fsstabi 丨 is defined as: and slurry ~ ρΓ Therefore, after analyzing the above conditions and other relevant considerations, the critical guide wall depth can be determined. It is calculated that the guide wall has the functions of preventing the ground surface n before construction is completed, preventing the shortness caused by the dismantling of the old basement = decompression danger, and maintaining a stable liquid level. Therefore, in principle, the depth of the guide wall must pass through the top soil layer to the original soil layer or increase to the depth of the old basement. However, due to the soil arch effect formed by the guide wall, when the depth of the guide wall reaches a certain depth, the ground surface will not collapse even if the trench is collapsed and damaged. Therefore, in order to understand the critical guide wall depth that caused the above-mentioned trench failure mode, the lateral earth pressure coefficient κ of the arch effect theory must be used, and the upper part of the upper edge tension failure curve of the three-dimensional failure soil wedge mode obtained by the above method must not be used. The balance between the weight of the falling soil and the set resistance on the sliding surface determines the critical guide wall depth, as shown in Figure 18. First, in the calculation of the weight of the soil wedge to be dropped, it is assumed that the sliding surface is the interface ab between the guide wall and the soil, and the position cd of the perpendicular line at the intersection point d of the shear arc failure track and the tension failure track, as shown in Figure 18. As shown. Then take the unit width in the length direction of the trench and use the eighteenth figure and formula to find the critical guide wall depth Dg. 14 This paper size applies to China National Standard (CNS) A4 (210x297 mm) --------- ^ -------- ^ --------- ^ f Read the notes on the back and fill in this page again} P. FS 'stability 533255 A7 ______B7 V. Description of the invention (^) As shown in the eighteenth figure, the weight of the soil wedge to be dropped per unit width 酽: WX f (Dg + E) + q / γt) B! -area] where A '-sink'1 [tan (45 ° Λ- φ / 2)] / boundary El = [1-cosh (Af x boundary)] / Ar E2 = cosh (AfxBf ) / Af-Csf area = ΐ [cosh (A, x) / A, -C;] dx = sinh (Af x Br) / At2-Br xc / t C3 = cosh (Af x boundary) / A 'φ is Friction angle within soil. q is the surface load. Λ is the total unit weight of the soil. boundary is the Υ coordinate where the falling boundary is located. w is the distance d from the intersection of the shear fai lure path and the tension fai lure path to the groove wall surface. In terms of the shear resistance of the sliding surface, first, according to the relationship between the groundwater level 1 ^ and the intersection point d of the arc-shaped failure track of the shear force and the tension failure track, it is divided into two cases: (1) Zha + (2). These two cases are explained as follows: (1) As can be seen from the eighteenth figure A, the shear force per unit width acting on the sliding surface t; 15 This paper size applies the Chinese National Standard (CNS) A4 (210 X 297) Li) I— ---- I ----------- (Please read the notes on the back before filling this page) 533255 A7 V. Description of the invention ((+ ^ right ^ ^ left τ) = 0.5Κγ t (Dg + £ /-E2) 2 [tan φ Λ-ίαη (2φ / 3)] (2) < Dg -l · Ej — E2 It can be seen from Figure 18B that the Force resistance per unit width ^ τ 2 = T right + T left T2 = {〇, 5KytHw2 + 0.5K (Dg + Ei—E2-Hw) [2ytHw + y '(Ds + Ei — E2-Hw)) (tarul) (2 < /) / 3)) where γ 'is the unit weight of water in the soil. Especially the lateral earth pressure coefficient of soil arch theory. Κ 二 (1 + Sin2 (j)) l (cos2 φ + 4ίαη2 Φ). Finally, the safety factor is defined by the vertical force balance. ---------------- (Please read the precautions on the back before filling this page) tr ·-FS.

Guide I FS, guide 2

Tj / W r2 / W d e --line-where the center is the safety factor for condition one. The safety factor for condition two. Therefore, the critical guide wall depth mountain can be obtained from the nineteenth figure. Therefore, the above analysis method 'mainly uses the coordinate system to form all the overhanging orbits by: = forming a curved boundary surface like a semi-elliptical cylinder, and first = = first obtain the maximum principal stress trajectory, and follow the coordinates Change = to different principal stress rotation angles, so that the failure surface gradually develops into an arc-shaped descending boundary with the condensation, and establish

533255 A7 V. Description of the invention (6) Soil model mode. After calculating the volume and weight of the soil column by dividing the soil column element method in the damage area, the correction of the covering weight, the calculation of the sliding surface reaction force, the influence of groundwater pressure and Calculate the safety factor to find Dg. Therefore, by using the above-mentioned analysis method, the critical depth of the guide wall can be accurately calculated, and the erection of the guide wall in the method of the present invention can indeed exert its expected political results. Not only does the wall not cause ground collapse, but the ground sinker is within two cm, which provides a continuous cutoff that meets the requirements u. 4 17 ----------------- ---- ^ --------- ^ (Please read the precautions on the back before filling this page) This paper size applies to China National Standard (CNS) A4 (210 X 297 male «)

Claims (1)

533255 A8 Application for a patent A method of constructing a continuous wall with a critical depth guide wall, the depth of the continuous wall is constructed, and the construction site is considered; the legal system first depends on the depth of the trench to be excavated, and then the depth of the trench and the longevity The prime factor is calculated, and according to the analysis method, the correlation factor analysis method is used to calculate the critical depth of the guide wall. The coordinate system will use the coordinate system to form the semi-elliptic column like a semi-ellipse column by the coordinate system of the overhang trajectory. ^ Said i + first, the principle of arch effect is used first to obtain a large principal stress track, and as the coordinates change to different principal stress rotation angles', so that the failure surface rotates with the same angle, and exhibited statically. An arc-shaped undulating boundary was established and a three-dimensional failure soil wedge model was established. ^ After calculating the volume and weight of the soil column by the soil column element division method in the damage area, the correction of soil cover weight, sliding surface reaction force calculation, and groundwater pressure were also added. Calculate the impact and safety factor to find the critical depth; then take the guide wall with the critical depth to excavate the trench, and place the guide wall on both sides of the trench, and use the guide wall to make the continuous trench wall surface Excavation, of the surface is maintained integrity and excellent stability. The wall ......... (Please read the precautions on the back before filling in this page), \ lost line