EP3827133B1 - Method for stabilizing deep excavations or earth slope instability near existing civil objects - Google Patents

Description

Field of the Invention
• The present invention relates to a method for stabilizing deep civil excavations or earth slope instability in vicinity of existing civil objects.
Background Art
• Development of urban regions reveals the need of excavation in vicinity to neighbor buildings more than ever. There are several methods to stabilizing excavations, such as anchorage, soil nailing, tie back, diaphragm wall, bored pile wall, braced pile wall, soldier beam and lagging and braced wall using wale struts.
• Construction of structures having large design loads, such as large buildings, sites where shallow foundations have not enough bearing capacity where portions of the building are below ground level, such as parking garages, or where there are site constraints, such as property lines, that reduce the area of the excavation site, generally requires deep excavations. Such excavations may therefore have to be properly shored, which may be temporary or permanent shoring.
• However, where the depth of excavations exceeds certain values; deflection tolerances are stringent due to proximate structures or utilities; or where the soil is soft or lacks cohesion, the soldier pile and lagging systems may need to be reinforced with tie-backs, struts, or internal bracing. Such reinforcement techniques, however, increase costs, are laborious, and are prone to interfere with proximate structures, such as where tieback anchors may cross property lines, roadways, and/or buried utilities, for example.
• Old traffic routes are for the most part in such a condition that they no longer have any significant stability reserves in their original geometry and in their current stress. The widening of lanes on slopes requires the protection of terrain jumps, as in incisions and embankments, unless a safe stand demolition is not possible. These terrain jumps are secured by retaining walls that are subject to earth pressure and must withstand this.
• Especially in steep and slip-prone terrain, there is a risk that instability of the traffic route to be widened or securing the existing buildings will be caused by the construction of the excavation pit or that landslides will be triggered which cause great damage to humans and the environment.
• In order to prevent this, costly safety measures, such as anchorages and others, often have to be taken.
• In the field of foundation engineering, due to changes in stress - strain relations in the soil, caused by deep excavations or soil condition changes in earth slopes, the initial static equilibrium changes, causing instability. The consequence of instability is the breakdown of all coupled natural and artificial space with material damage, which generally exceeds the value of the influenced space. Engineering response to these events is a stable retaining engineering structure. In accordance with the present invention, the retaining engineering structure is made based on the newly-predicted static equilibrium that is associated with the predetermined Fs stability factor.
• Document KR20160002620A discloses a soil retaining wall which is supported by multiple piles (10) and a method for stabilizing deep excavations. The soil retaining wall comprises: a support pile (100) which forms the entire or part of the multiple piles (10), and penetrates to a depth (D) which is three times (3/b) the virtual fixing point (1/b) based on the maximum excavation depth (H) of the ground so that the lower end thereof makes up the fixing end; a hinge portion (200) which is formed at the upper end of the support pile (100); and a tendon (300) of which the upper end is combined with the hinge portion (200), and of which the lower end penetrates and is inclined downward to earth and sand in the rear side.
• Document US3638435A discloses a retaining wall for supporting the embankment of a cut excavation. The wall structure consists of a skin of concrete, an array of rows and columns of dowels or tendons extending from the skin into the cut embankment and rows of wale beams at the juncture of dowels and the face of the skin tying the components together. The retaining wall is built as the cut proceeds. A cut to a selected depth is covered by a skin of pneumatically applied concrete. The dowels are formed as reinforcing, grout-filled boreholes and the wale beams are formed as reinforced concrete members pneumatically sprayed against the skin.
• The present invention provides one more purposeful a retaining engineering structure for all horizontal loadings in the field of low building constructions. The starting point is the desire that the significant problems present in the engineering approach of the present retaining engineering structure are brought in at least the same level as other building constructions.
• The idea of a new retaining engineering structure and a method is in analogous to the construction of one historical construction, the arch, which stabilizes the vertical loading by its horizontal effect. Here, instead of the arch, a complex pilot system will be used, which will shift the horizontal loading to a greater extent in the vertical effect of the pilot system.
• It is the object of the present invention to propose a method of the type defined in the introduction, which is cost-effective, simple and above all safe to create. This is to exclude disadvantages of the conventional method by eliminating stability-reducing interventions in the soil, as they occur in the excavations or earth slope instability.
• Accordingly, the object of the present invention is to provide a retaining engineering structure method that achieves 20-25% savings in realizing final construction work. The present invention provides the method for three basic cases, which differ in technological execution possibilities more than in design method, namely for:
• deeper excavations, larger than 8 m;
• excavations up to 8 m; and
• natural slope instability near existing civil objects.
• In accordance with the present invention, stability of excavations up to 8 m and natural slope instability near existing civil objects is achieved by the retaining engineering structure comprising a plurality of coupled tensile and pressure piles, while stability of deeper excavations larger than 8 m is achieved by the retaining engineering structure comprising a coupled tensile piles and a vertical building structure such as a reinforced concrete (RC) pile wall or a reinforced concrete (RC) diaphragm wall. Tensile piles are inclined, while pressure piles are vertically oriented.
• This object is achieved by the method for stabilizing deep excavations or earth slope instability according to claim 1.
Brief summary of the invention
• The present invention relates to a method for stabilizing deep civil excavations or earth slope instability in vicinity of existing civil objects, and more particularly to the retaining engineering structure comprising a plurality of tensile batter piles and a vertical building structure for shoring excavation or earth slope instabilities in vicinity of existing civil objects. The method in accordance with the present invention by means of a retaining engineering structure comprising a vertical building structure and a plurality of tensile batter piles disposed inclining downwardly towards backfill, the vertical building structure and each of the plurality of tensile batter piles are mutually coupled by a coupling means and mutually arranged at an angle β, the angle β is the angle between each of the plurality of tensile batter piles and the vertical building structure at the point of their coupling by said means to the vertical, the method comprising the steps of determining a type of the retaining engineering structure according to a deepness of axcavation; determining soil condition status; determining parameters of the retaining engineering structure according to the type; and carrying out retaining engineering structure construction work, wherein irrespective of the type of the retaining engineering structure a horizontal load H on the vertical building structura is calculated according the expression $$H=P_a-K_a\times A_n\times \cos \beta$$

  

  where P_a is a horizontal load generated by the ground mass G₁ , K_α is coefficient of active earth pressure, and A_n is tensile force in each of the tensile batter pile, wherein the angle β is in a range between 15-20°.
• The retaining engineering structure comprises three mutually coupled structural elements, namely a plurality of tensile batter piles, a vertical building structure, the vertical building structure may be a plurality of vertical pressure soldier piles, RC diaphragm wall or a RC soldier pile wall, and a coupling means for coupling said batter piles and the vertical building structure, wherein the plurality of tensile batter piles are disposed inclining downwardly towards backfill at an angle β in a range between 15° to 20° to the vertical, where the coupling means may be a tube anchorage or a RC head connection beam. The angle β is the angle to the vertical between the plurality of tensile batter piles and the vertical building structure at the site of their mutual coupling by the coupling means.
BRIEF DESCRIPTION OF THE DRAWINGS
• The above and other objects, features and other advantages of the present invention will be explained in more detail below on the basis of three exemplary embodiments taken in conjunction with the accompanying drawings, in which:
• FIG. 1 is a schematic isometric drawing of a retaining engineering structure for use in deeper excavations according to the present invention;
• FIG. 2 is a cross sectional view of an inclined pile arranged in a RC pile wall or RC diaphragm wall according to one embodiment of the present invention;
• FIG. 3 is a side view of a retaining engineering structure for use in deeper excavations, pressure distribution on a RC pile wall or RC diaphragm wall, and a diagram showing the forces;
• FIG. 4 is a schematic isometric drawing of a retaining engineering structure for use in excavations up to 8 m according to the present invention;
• FIG. 5 is a cross sectional view of an inclined batter pile and a vertical pile coupled to a RC head connection beam;
• FIG. 6 is a side view of a retaining engineering structure for use in excavations up to 8 m, pressure distribution on a vertical pile, and a diagram showing the forces;
• FIG.7 is a schematic isometric drawing of a retaining engineering structure for use in earth slope instability near existing civil objects according to the present invention; and
• FIG.8 is a side view of a retaining engineering structure for use in in earth slope instability near existing civil objects, pressure distribution on a vertical pile, and a diagram showing the forces.
DETAILED DESCRIPTION OF THE PREFERED EMODIMENTS
• The following detailed description is directed toward systems and methods for use in connection with earth retention walls of deep excavations, excavations up to 8 m, and for stabilizing earth slope instability near existing civil objects.
• Unless the context requires otherwise, throughout the specification and claims which follow, the word "comprise" and variations thereof, such as, "comprises" and "comprising" are to be construed in an open, inclusive sense, that is, as "including, but not limited to."
• As used in this specification and the appended claims, the singular forms "a," "an," and "the" include plural referents unless the content clearly dictates otherwise. It should also be noted that the term "or" is generally employed in its sense including "and/or" unless the content clearly dictates otherwise.
• The term "soldier piles or soldier pile wall", as used in the present patent application and patent claims, are retaining walls with reinforced concrete piles spaced at regular intervals.
• The term "tensile batter piles", as used in the present patent application and patent claims, are piles arranged at an angle β with the vertical to resist a lateral force spaced at regular intervals, the angle β is to the vertical between a plurality of tensile batter piles and a vertical building structure at the site of their mutual coupling by a coupling means.
• The implementations, geometrical configurations, materials mentioned and/or dimensions shown in the figures are optional and given for the purposes of exemplification only.
• Moreover, although the method may be used for forming a "cementitious" retaining wall, for example, it may be used to form retaining walls, or other wall-types, made from other flowable materials. For this reason, the use of expressions such as "cementitious", "concrete", etc., as used herein should not be taken as to limit the scope of the method to these specific materials and includes all other kinds of materials, objects and/or purposes with which the method could be used and may be useful. Furthermore, the term "cementitious" refers to such substances as concrete and other stiffening flowable materials. Alternatively, different non-flowable materials can be used for forming the retaining wall,
• The system of complex pilots, with the greater part of the horizontal loading, converts to the vertical effect of the pilot, resulting in double benefit. Reduction of horizontal loading on the vertical building structure and use of a large supporting vertical bearing capacity without any harmful consequences for the system of complex pilots.
• In accordance with the present invention, a retaining engineering structure comprises three mutually coupled structural elements, namely a plurality of tensile batter piles, a vertical building structure, the vertical building structure may be a plurality of vertical pressure soldier piles, RC diaphragm wall or a RC soldier pile wall, and a coupling means for coupling said batter piles and the vertical building structure, wherein the plurality of tensile batter piles are disposed inclining downwardly towards backfill at an angle β in a range between 15° to 20° to the vertical, where the coupling means may be a tube anchorage or a RC head connection beam. The angle β is the angle to the vertical between the plurality of tensile batter piles and the vertical building structure at the site of their mutual coupling by the coupling means. The site of their mutual coupling is arranged at upper portion of the vertical building structure or at the top of the vertical building structure.
• Fig. 1 illustrate an example embodiment of the retaining engineering structure for shoring of deeper excavations, fig. 4 illustrate an example embodiment of the retaining engineering structure for shoring of excavations up to 8 m, and fig. 7 illustrate an example embodiment of the retaining engineering structure for shoring of natural slope instability near existing civil objects.
• Referring to fig. 1, the retaining engineering structure comprises the plurality of tensile batter piles 1, disposed inclining downwardly towards backfill at the angle li to the vertical, connected to the vertical building structure, namely to the RC diaphragm wall 2. In another embodiment of the present invention, for shoring deeper excavations the vertical building structure may be the RC soldier pile wall 5. The RC diaphragm wall 2 is a reinforced concrete structure constructed in-situ by known techniques. The RC diaphragm wall 2 comprises reinforcement in the form of a steel cage 10. Each tensile batter pile 1 is carried out by jet grouting installation or CFA (continues fly auger) piling technology. Each tensile batter pile 1 is provided with a reinforcing steel bar 8 extending centrally along the tensile batter pile 1. The reinforcing steel bar 8 extends along a length L_g of the batter pile 1 and further to reach a vertical front face 15 of the RC diaphragm wall 2 and beyond said vertical front face 15 for a length enabling coupling of the each of the tensile batter piles 1 with the RC diaphragm wall 2 by means of a tensioning means. Referring to fig. 3, the tensile batter pile 1 has total length L_g, and the reinforcing steel bar 8 is further extending from concrete part of the tensile batter pile 1 for a length L₀ . Each of the tensile batter piles 1 are placed at the angle β in the range between 15° to 20° to the vertical, where the angle β is the angle to the vertical between the plurality of tensile batter piles 1 and the RC diaphragm wall 2 at the site of their mutual coupling by a coupling means. As seen in fig. 2, each of the tensile batter piles 1 is coupled to the RC diaphragm wall 2 by means of the tensioning means such as a nut 11, a transient supporting element 12 and an anchor plate 13 (or a flange brace). The anchor plate 13 may be made from steel, or other high strength material, and is firmly fixed to the vertical front face 15 in vicinity of an upper part of the RC diaphragm wall 2, The anchor plate 13 is provided with a trough-hole sized and shaped enabling passing therethrough of the reinforcing steel bar 8, and fixing and pre-stressing the batter piles (1) and the reinforcing steel bar 8 by the means of the nut 11 and the transient supporting element 12. The RC diaphragm wall 2 comprises a plurality of parallelly aligned tubular members 14 through which undergoes each reinforcing steel bar 8 of the tensile batter piles 1. Each tubular member 14 undergoes the RC diaphragm wall 2 at a distance e, the distance e is distance measured from a top of the RC diaphragm wall 2, and each tubular member 14 is disposed inclining downwardly towards backfill at the angle β to the vertical. The tubular members 14 may be made from steel, or other high strength material. The tubular members 14 are inserted into the RC diapraghm wall 2 before pouring cement. The tensile batter piles 1 are pre-stressed in a range between 25-35% of a batter pile tensile bearing capacity.
• Referring to figures 4 to 6 illustrating an example embodiment of the retaining engineering structure for shoring of excavations up to 8 m, the retaining engineering structure comprises the plurality of tensile batter piles 1, disposed inclining downwardly towards backfill at the angle β to the vertical, connected to the vertical building structure, the vertical building structure is the RC soldier pile wall 5. The RC soldier pile wall 5 is a reinforced concrete structure constructed in-situ by known techniques. The RC soldier pile wall 5 comprises reinforcement in the form of the steel cage 10. Each tensile batter pile 1 is carried out by jet grouting installation or CFA (continues fly auger) piling technology. Each tensile batter pile 1 is provided with a reinforcing steel profile 9 extending centrally along the tensile batter pile 1. Referring to fig. 6, the tensile batter pile 1 has total length L₁ , and the RC soldier pile wall 5 has total length L₂ . Each of the tensile batter piles 1 are placed at the angle β in the range between 15° to 20° to the vertical, where the angle β is the angle to the vertical between the plurality of tensile batter piles 1 and the RC soldier pile wall 5 at the site of their mutual coupling by a coupling means. As seen in fig. 5, each of the tensile batter piles 1 is coupled at a top of the RC soldier pile wall 5 by means of a RC head connection beam 4. The RC head connection beam 4 is a reinforced concrete structure comprising a reinforced gasket 7, constructed in-situ by known techniques.
• Referring to figures 7 and 8 illustrating an example embodiment of the retaining engineering structure for an example embodiment of the retaining engineering structure for shoring of natural slope instability near existing civil objects, the retaining engineering structure comprises the plurality of tensile batter piles 1, disposed inclining downwardly towards backfill at the angle β to the vertical, connected to the vertical building structure, the vertical building structure is a plurality of soldier piles 6. The soldier piles 6 are a reinforced concrete structure constructed in-situ by known techniques. The coupling means such as the RC head beam 4 for coupling the tensile batter piles 1 and the soldier piles 6 is mounted on the top of the vertical building structure. The tensile batter piles 1 are arranged at an angle β in the range of 15° - 20°. Each tensile batter pile 1 is carried out by jet grouting installation or CFA (continues fly auger) piling technology. Referring to fig. 8, the tensile batter pile 1 has total length L₁ , and the soldier piles 6 have total length L₂ . Each of the tensile batter piles 1 is disposed inclining downwardly towards backfill at the angle β in the range between 15° to 20° to the vertical, where the angle β is the angle to the vertical between the plurality of tensile batter piles 1 and the soldier piles 6 at the site of their mutual coupling by a coupling means. As seen in fig. 7, each of the tensile batter piles 1 and each of the soldier pile 6 are coupled at a top by means of the RC head connection beam 4. The RC head connection beam 4 is a reinforced concrete structure comprising a reinforced gasket 7, constructed in-situ by known techniques.
• A method for stabilizing deep excavations or earth slope instability near existing civil objects by means of a retaining engineering structure consisting of a vertical building structure and a plurality of tensile batter piles 1, the vertical building structure and each of the tensile batter piles 1 are mutually coupled by a coupling means and mutually arranged at an angle β, the angle β is the angle to the vertical between each of the tensile batter piles 1 and the vertical building structure at the point of their coupling by said means, the method comprising the following steps:
1. a) determining a type of the retaining engineering structure according to a deepness of excavation;
2. b) determining soil condition status;
3. c) determining parameters of the retaining engineering structure according to the type; and
4. d) carrying out retaining engineering structure construction work.
• Irrespective of the type of the retaining engineering structure a horizontal load H on the vertical building structure is calculated according the expression $$H=P_a-K_a\times A_{\mathrm{n}}\times \cos \beta$$

  

  where P_a is a horizontal load generated by the ground mass G₁ , K_α is coefficient of active earth pressure, and A_n is tensile force in each of the tensile batter pile (1), wherein the angle β is in a range between 15-20°.
• A basic principle of the method for stabilizing deep excavation or earth slope instabilities near civil objects in steep and sloping terrain is considered as three masses of natural soil, namely
• active or loading ground mass G₁ at excavation facilities or sliding mass at earth slope instability;
• exhumed soil ground mass G₂ at excavation facilities or conditional deflating part of slope in earth slope instability;
• the base or anchoring mass of the soil G₃ at the excavation facilities or earth slope instability case; and
• the sloping layer mass G₄ in the case of earth slope instability.
• The horizontal effect of mass G₁ as a result of excavation of soil or soil sliding is a horizontal load P_a as active earth pressure $$P_a={\mathrm{<figure-callout\; id="1"\; label="G"\; filenames="imgf0001.png,imgf0004.png"\; state="\{\{state\}\}">G</figure-callout>}}_1\times K_a$$

  

  wherein G₁ is a ground mass and K_a is coefficient of active earth pressure.
• The plurality of tensile batter piles arranged at the angle β in the range between 15° to 20° with its tensile force A_n reduces the loading of the ground mass G₁ by transferring it to the vertical force of a vertical building structure, the vertical building structure may be a RC soldier pile wall 5, a RC diaphragm wall 2 or a soldier pile 6.
• Therefore, irrespective of the type of the retaining engineering structure the horizontal load on the vertical building structure, with reference to which the following expression is established: $$P_a-K_a\times A_{\mathrm{n}}\times \cos \beta$$

  
• For deeper excavations, as illustrated in fig. 1, the retaining engineering structure comprises the plurality of tensile batter piles 1 and the RC diaphragm wall 2 are mutually connected by the plurality of parallelly aligned tubular members 14 as illustrated in fig. 2, the following equilibrium equations expressing forces per unit linear meter length in the elements of the retaining engineering structure are established:

  

  

  

  wherein ${\mathit{A}}_{\mathit{n}}^{\prime }$

  

  is tensile force in each of the tensile batter pile 1, b is span of reaction forces of the vertical building structure and span of a catenary part of the batter piles 1, ${\mathit{B}}_{\mathit{n}}^{\prime }$

  

  is pressure force in the vertical building structure, and ${\mathit{B}}_{\mathit{t}}^{\prime }$

  

  is transversal force in the vertical building structure.
• For excavations up to 8 m and earth slope instability near existing civil objects, as illustrated in fig. 4 and respectively fig. 7, the retaining engineering structure comprises the plurality of tensile batter piles 1 and the plurality of soldier piles 6 mutually connected by a RC head connection beam 4, the following equilibrium equations expressing forces per unit linear meter length in the elements of the retaining engineering structure are established:

  

  

  

  

  

  wherein ${\mathit{A}}_{\mathit{n}}^{\prime }$

  

  is tensile force in each of the tensile batter pile 1, b is span of reaction forces of vertical building structure, ${\mathit{B}}_{\mathit{n}}^{\prime }$

  

  is pressure force in the vertical building structure, and ${\mathit{B}}_{\mathit{t}}^{\prime }$

  

  is transversal force in the vertical building structure. ${\mathit{A}}_{\mathit{t}}^{\prime }$

  

  is transversal force in each of the batter pile 1, ${\mathit{M}}_{\mathit{A}}^{\prime }$

  

  is moment force in a point
• A of the batter pile 1, h₁ is a retained height (depth of soil excavation) and h ₂ is an embedment depth of the tensile batter piles 1 and pressure piles 5 in the soil, K_α is koeficient of active earth pressure. The point A is the intersection point between the retained height h ₁ and embedment depth h ₂ .
EXAMPLE 1
• Technical solution of stability by means of the coupling of the tensile batter pile and the RC soldier pile wall or the RC diaphragm wall for deeper excavations, larger than 8 m.
• The excavation is carried out for depths greater than 8 m, which means that in most cases it is necessary to ensure, in addition to static and hydraulic stability.
• Based on the above mentioned, the RC soldier pile wall 5 or RC diaphragm wall 2 are made as watertight.
• The RC diaphragm wall 2 is carried out with the usual technology of thickness of d=40 to 80 cm and depths of 12 to 24 m. The coupling means such as the tubular member 14 for interconnecting each of the tensile batter pile 1 and the RC diaphragm wall 2 is mounted. The tubular anchorages 14 may be made from steel, or other high strength material.
• Each of the tensile batter pile 1 is arranged at an angle β in the range of 15° - 20° using jet grouting installation or CFA pile technology. The reinforcing steel bar 8 having surface area A_s , with 3 m of free base for the prestressing needs, is installed throughout the length of each of the batter pile 1. Each batter pile 1 is prestressed in the range between 25-35% of the tensile strength of the tensile batter pile 1.
Tensile batter pile 1
• L₁ is length of the tensile batter piles 1, b is span of reaction forces of the vertical building structure and span of a catenary part of the batter piles 1 (see figure 3), d is diameter of the tensile batter piles 1, d₁ = 1.5 - 3.0 m is spacing of the tensile batter piles 1 center to center.
• The reinforcing steel bar 8 has surface area A_s = 10 - 25 cm².
• Modulus of elasticity of the reinforcing steel bar 8 ${\mathit{E}}_{\mathit{s}}=21000\frac{\mathit{<figure-callout\; id="2"\; label="kN\; cm"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">kN</figure-callout>}}{{\mathit{cm}}^{}}$

  

  , strength of the reinforcing steel bar $$8{\sigma }_s=800-1200\frac{\mathit{<figure-callout\; id="2"\; label="kN\; cm"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">kN</figure-callout>}}{{\mathit{cm}}^{}}$$

  
• Axial tensile bearing capacity A_n,q,Rd of the tensile balter pile 1 regarding soil is calculated according following equation:

  

  wherein σ_q is earth pressure, ϕ_d is angle of internal friction, and γ_R is partial safety coefficient, and ( L ₁ - b ) is an anchoring part of each tensile batter pile 1.
• Axial bearing capacity N _s,Rd of the tensile batter pile 1 regarding the reinforcing steel bar is calculated according following equation:

  

  where γ_s is partial safety coefficient.
RC pile wall 5 or RC diaphragm wall 2 - vertical building structure
• L₂ is length of the RC pile wall 5 or the RC diaphragm wall 2, d = 40 - 80 cm is thickness of the RC pile wall 5 or the RC diaphragm wall 2.
• Vertical bearing capacity B_n,q,Rd of the RC pile wall 5 or RC diaphragm wall 2 at the point B (see figure 3), the point B is point at the RC pile wall 5 or RC diaphragm wall 2 base, is calculated according following equation:

  
• Where h ₁ is the retained height and h ₂ is an embedment depth of the vertical building structure, γ' is weight of soil, N_q is coefficient of soil bearing capacity, A_b is base area of vertical bearing structure.
• Horizontal bearing capacity B _t,q,Rd of the vertical building structure at the point B (see figure 3) is calculated according following equation:

  

  where P_p is passive soil resistance, ${\mathit{B}}_{\mathit{n}}^{\prime }$

  

  is pressure force in the vertical building structure, ϕ_d angle of internal soil friction.
Proof of the stability of the retaining engineering structure
• To prove the stability of the retaining engineering structure, the following conditions have to be satisfied:

  

  

  

  where A_n,q,Rd is axial bearing capacity of batter pile regarding soil, B_n,q,Rd is axial bearing capacity of vertical building structure regarding soil, B _t,q,Rd is transversal bearing capacity of vertical building structure regarding soil, F_S is factor of stability.
EXAMPLE 2 Technical solution of stability by means of the coupling of the tensile batter pile and the soldier pile wall for excavations up to 8 m
• The excavation is carried out for depths up to 8 m, which means that in most cases it is necessary to ensure, in addition to static and hydraulic stability.
• Based on the above mentioned, the RC soldier pile wall 5 is made as watertight.
• The RC soldier pile wall 5 is carried out with the usual technology with diameter of each pile 40 to 60 cm and depths of 8 to 12 m. The coupling means such as the RC head beam 4 tor connecting the tensile batter piles 1 and the RC soldier pile wall 5 is mounted on the top of the vertical building structure.
• The tensile batter piles 1 are arrenged at an angle β in the range of 15° - 20 ° using jet grouting installation or CFA pile technology. The reinforcing steel profile 9 is an IPE profile, having surface area A_s .
Tensile batter pile 1
• L1 is length of the tensile batter piles 1, d is diameter of the tensile batter piles 1; d₁ = 1.5 - 3.0 m is spacing of the tensile batter piles 1 center to center.
• The reinforcing steel profile 9 is IPE profile having surface area A_s = 30 - 40 cm²,
• Modulus of elasticity of the reinforcing steel profile 9 is ${\mathit{E}}_{\mathit{s}}=21000\frac{\mathit{<figure-callout\; id="2"\; label="kN\; cm"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">kN</figure-callout>}}{{\mathit{cm}}^{}}$

  

  , strength of the reinforcing steel profile 9 is ${\sigma }_s=300-400\frac{\mathit{<figure-callout\; id="2"\; label="kN\; cm"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">kN</figure-callout>}}{{\mathit{cm}}^{}}$

  

  "
• Axial tensile bearing capacity A_n,q,Rd of the tensile batter pile 1 regarding soil is calculated according following equation: $${\mathit{A}}_{\mathit{n},q,\mathit{Rd}}=\frac{{\sigma }_{\mathit{q}}\times \mathit{tan}{\phi }_{\mathit{d}}\times \mathit{d}\times \pi }{{\gamma }_{\mathit{R}}}\times {\mathit{<figure-callout\; id="1"\; label="L"\; filenames="imgf0001.png,imgf0004.png"\; state="\{\{state\}\}">L</figure-callout>}}_1$$

  

  wherein σ_q is earth pressure, ϕ_d is angle of internal friction, and γ_R is partial safety coefficient.
• Axial bearing capacity N _s,Rd of the tensile batter pile 1 regarding the reinforcing steel profile 9 is calculated according following equation: $${\mathit{N}}_{\mathit{s},\mathit{Rd}}=\frac{{\sigma }_{\mathit{s}}\times {\mathit{A}}_{\mathit{s}}}{{\gamma }_{\mathit{s}}}$$

  

  where γ_s is partial safety coefficient.
• Horizontal bearing capacity A_t,q,Rd of the tensile batter pile 1 at the point A regarding soil (see figure 6) is calculated according following equation: $${\mathit{A}}_{\mathit{t},q,\mathit{Rd}}=\frac{\gamma \prime \times \left({\mathit{h}}_0+{\mathit{<figure-callout\; id="2"\; label="h"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">h</figure-callout>}}_2\right)\times {\mathit{K}}_{\mathit{p}}\times \mathit{d}\times {\mathit{<figure-callout\; id="2"\; label="h"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">h</figure-callout>}}_2}{2{\gamma }_{\mathit{R}}}$$

  
• Where y' is weight of soil, h₀ is height of retained soil and h ₂ is an embedment depth of the batter pile 1, K_p is coefficient of passive earth pressure, d is diameter of batter pile, γ_R is partial safety coefficient.
RC soldier pile wall 5
• L₂ is length of RC soldier pile wall 5, d = 40 - 60 cm is diameter of the RC soldier pile wall 5.
• Vertical bearing capacity B_n,q,Rd of the RC soldier pile wall 5 at the point B (see figure 6) is calculated according following equation: $${\mathit{B}}_{\mathit{n},q,\mathit{Rd}}=\left(\frac{{\mathit{<figure-callout\; id="1"\; label="h"\; filenames="imgf0001.png,imgf0004.png"\; state="\{\{state\}\}">h</figure-callout>}}_1}{2}+{\mathit{<figure-callout\; id="2"\; label="h"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">h</figure-callout>}}_2\right)\times \gamma \prime \times {\mathit{N}}_{\mathit{q}}\times {\mathit{A}}_{\mathit{b}}$$

  
• Where h ₁ is the retained height and h ₂ is the embedment depth of the vertical building structure, namely RC soldier pile wall 5, y' is weight of soil, N_q is koeficient of soil bearing capacity, A_b is base area of the vertical bearing structure.
• Horizontal bearing capacity B _t,q,Rd of the vertical building structure at the point B (see figure 6) is calculated according following equation: $${\mathit{B}}_{\mathit{t},q,\mathit{Rd}}={\mathit{P}}_{\mathit{p}}\times {\mathit{<figure-callout\; id="2"\; label="d"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">d</figure-callout>}}_2+{\mathit{B}}_{\mathit{n}}^{\prime }\times {\mathit{tan\phi }}_{\mathit{d}}$$

  

  where P_p is passive soil resistance, ${\mathit{B}}_{\mathit{n}}^{\prime }$

  

  is pressure force in the RC soldier pile wall, ϕ_d angle of internal soil friction.
Proof of stability
• To prove stability of the retaining engineering structure, the following conditions have to be satisfied: $${\mathit{A}}_{\mathit{n}}^{\prime }{\mathit{<figure-callout\; id="1"\; label="d"\; filenames="imgf0001.png,imgf0004.png"\; state="\{\{state\}\}">d</figure-callout>}}_1\times {\mathit{F}}_{\mathit{S}}<{\mathit{A}}_{\mathit{n},q,\mathit{Rd}}$$

  

  $${\mathit{B}}_{\mathit{t}}^{\prime }{\mathit{d}}_2\times {\mathit{F}}_{\mathit{S}}<{\mathit{B}}_{\mathit{t},q,\mathit{Rd}}$$

  

  $${\mathit{B}}_{\mathit{n}}^{\prime }{\mathit{<figure-callout\; id="2"\; label="d"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">d</figure-callout>}}_2\times {\mathit{F}}_{\mathit{S}}<{\mathit{B}}_{\mathit{n},q,\mathit{Rd}}$$

  

  $${\mathit{A}}_{\mathit{t}}^{\prime }{\mathit{d}}_1\times {\mathit{F}}_{\mathit{S}}<{\mathit{A}}_{\mathit{t},q,\mathit{Rd}}$$

  

  where A _n,q,Rd is axial bearing capacity of the tensile batter pile 1 regarding soil, B_n,q,Rd is axial bearing capacity of the RC soldier pile wall 5 regarding soil, B _t,q,Rd is transversal bearing capacity of the RC soldier pile wall 5 regarding soil, A_t,q,Rd is transversal bearing capacity of the tensile batter pile 1 regarding soil.
EXAMPLE 3 Technical solution of stability by means of the coupling of the tensile batter pile and the soldier pile for earth slope instability
• When there is recorded evidence of soil subsidence, the slope is in balance with residual strength parameters ϕ_res and c_res . This incurred state is defined by the "signal matching" system, where the model is physically created, and the parameters that support this model are read from the already created model and serve as the basis for a project solution for stability.
• Stability of the system is ensured by the provision of sufficient reaction forces R_con , in the plain of sliding surface so that R_con > 0,5 × R_soil,res , after which the system with the shear strength in the plane of slipping R _soil,res + R_con is solved as Rankine's half-balance state of equilibrium.
• The required reaction force is calculated according following equation: $${\mathit{R}}_{\mathit{con}}>\mathrm{0,5}\times {\mathit{R}}_{\mathit{soll},\mathit{res}}=\mathrm{0,5}\times \left({\mathit{c}}_{\mathit{res}}+{\mathit{h}}_0\times \gamma \prime \times {\mathit{tan\phi }}_{\mathit{res}}\right)\times {\mathit{L}}_{\mathit{slope}}$$

  
• Where h₀ is depth of sliding layer, and L_slope is length of sliding plane.
• For the stability of the system the reaction force R_con in the plain of sliding surface must be such that following condition is satisfied: $A_t^{\prime }+B_t^{\prime }>R_{\mathit{con}}$

  

  Technical solution of stability by means of the coupling of the tensile batter piles 1 and the soldier piles 6. The soldier piles 6 are carried out with the usual technology. The coupling means such as RC head beam 4 for coupling the tensile batter piles 1 and the soldier piles 6 is mounted at the top of the vertical building structure. The tensile batter piles 1 are arranged at an angle β in the range of 15° - 20° using jet grouting installation or CFA pile technology. The reinforcing steel profile 9 having surface area A_s .
Tensile batter pile 1
• L₁ is length of the tensile batter piles 1, d is diameter of the tensile batter piles 1 d=40-60 cm, spacing of the tensile batter piles center to center d₁ = 1.5 - 3.0 m.
• The reinforcing steel profile 9 IPE profile has surface area A_s = 30-40 cm²,
• Modulus of elasticity of the reinforcing steel profile 9 $E_s=21000\frac{\mathit{<figure-callout\; id="2"\; label="kN\; cm"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">kN</figure-callout>}}{{\mathit{cm}}^{}}$

  

  , strength of the reinforcing steel profile 9 ${\sigma }_s=300-400\frac{\mathit{<figure-callout\; id="2"\; label="kN\; cm"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">kN</figure-callout>}}{{\mathit{cm}}^{}}$

  

  "
• Axial tensile bearing capacity A_n,q,Rd of the tensile batter pile 1 regarding soil is calculated according following equation: $$A_{n,q,\mathit{Rd}}=\frac{{\sigma }_q\times {\mathit{tan\phi }}_d\times d\times \pi }{{\gamma }_R}\times {\mathrm{<figure-callout\; id="1"\; label="L"\; filenames="imgf0001.png,imgf0004.png"\; state="\{\{state\}\}">L</figure-callout>}}_1$$

  

  wherein σ_q is earth pressure, ϕ_d is angle of internal friction, and γ_R is partial safety coefficient.
• Axial bearing capacity N_s,Rd of the tensile batter pile 1 regarding the reinforcing steel profile 9 is calculated according following equation: $$N_{s,\mathit{Rd}}=\frac{{\sigma }_s\times A_s}{{\gamma }_s}$$

  

  where γ_s is partial safety coefficient.
• Horizontal bearing capacity A_t,q,Rd of the batter pile at the point A (see figure 8) is calculated according following equation: $$A_{t,q,\mathit{Rd}}=\frac{\gamma \prime \times \left(h_0+{\mathrm{<figure-callout\; id="2"\; label="h"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">h</figure-callout>}}_2\right)\times K_p\times d\times {\mathrm{<figure-callout\; id="2"\; label="h"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">h</figure-callout>}}_2}{2{\gamma }_R}$$

  

  where y' is weight of soil, h₀ is the depth of the loading soil layer and h₂ is the embedment depth of the vertical building structure, namely of the tensile batter piles 1, K_p is coefficient of passive earth pressure, d is diameter of the tensile batter pile 1, γ_R is partial safety coefficient, the point A is the intersection point between the retained height h ₁ and embedment depth h ₂ .
Soldier pile 6
• L₂ is length of the soldier piles 6, diameter of each soldier pile 6 d = 40 - 80 cm.
• Vertical bearing capacity B_n,q,Rd of the soldier pile at the point B (see figure 8), the point B is point at soldier pile 6 base is calculated according following equation: $$B_{n,q,\mathit{Rd}}=\left(\frac{{\mathrm{<figure-callout\; id="1"\; label="h"\; filenames="imgf0001.png,imgf0004.png"\; state="\{\{state\}\}">h</figure-callout>}}_1}{2}+{\mathrm{<figure-callout\; id="2"\; label="h"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">h</figure-callout>}}_2\right)\times \gamma \prime \times N_q\times A_b$$

  
• Where h₁ is retained height and h ₂ is embedment depth of the vertical building structure, y' is weight of soil, N_q is koeficient of soil bearing capaciti, A_b is base area of the vertical bearing structure.
• Horizontal bearing capacity B_t,q,Rd of the vertical building structure at the point B (see figure 8) is calculated according following equation: $$B_{t,q,\mathit{Rd}}=P_p\times {\mathrm{<figure-callout\; id="2"\; label="d"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">d</figure-callout>}}_2+B_n^{\prime }\times \tan {\phi }_d$$

  

  where P_p is passive soil resistance, ${\mathit{B}}_{\mathit{n}}^{\prime }$

  

  is pressure force in the vertical building structure, namely the soldier pile 6, ϕ_d is angle of internal soil friction.
• To prove stability of the retaining engineering structure, the following conditions have to be satisfied: $$A_n^{\prime }{\mathrm{<figure-callout\; id="1"\; label="d"\; filenames="imgf0001.png,imgf0004.png"\; state="\{\{state\}\}">d</figure-callout>}}_1\times F_S<A_{n,q,\mathit{Rd}}$$

  

  $$B_t^{\prime }{d}_2\times F_S<B_{t,q,\mathit{Rd}}$$

  

  $$B_n^{\prime }{\mathrm{<figure-callout\; id="2"\; label="d"\; filenames="imgf0001.png,imgf0003.png"\; state="\{\{state\}\}">d</figure-callout>}}_2\times F_S<B_{n,q,\mathit{Rd}}$$

  

  $$A_t^{\prime }{d}_1\times F_S<A_{t,q,\mathit{Rd}}$$

  

  $$A_t^{\prime }+B_t^{\prime }>R_{\mathit{con}}$$

  

  where A _n,q,Rd is axial bearing capacity of each tensile batter pile 1 regarding soil, B_n,q,Rd is axial bearing capacity of the vertical building structure, namely each soldier pile 6 regarding soil, B _t,q,Rd is transversal bearing capacity of the vertical building structure, namely each soldier pile 6 regarding soil, A_t,q,Rd is transversal bearing capacity of each tensile batter pile 1 regarding soil.
• Numerous characteristics and advantages of the invention have been set forth in the foregoing description, together with details of the structure and function of the invention, and the novel features thereof are pointed out in the appended claims.

Claims (10)

1. A method for stabilizing deep excavations or earth slope instability near existing civil objects by means of a retaining engineering structure comprising a vertical building structure and a plurality of tensile batter piles (1) disposed inclining downwardly towards backfill, the vertical building structure and each of the plurality of tensile batter piles (1) are mutually coupled by a coupling means and mutually arranged at an angle β, the angle β is the angle between each of the plurality of tensile batter piles (1) and the vertical building structure at the point of their coupling by said means to the vertical, the method comprising the following steps:

   a) determining a type of the retaining engineering structure according to a deepness of excavation;

   b) determining soil condition status;

   c) determining parameters of the retaining engineering structure according to the type; and

   d) carrying out retaining engineering structure construction work,

   characterized by that

   irrespective of the type of the retaining engineering structure a horizontal load H on the vertical building structure is calculated according the expression $$H=P_a-K_a\times A_n\times \cos \beta$$

   

   where P_a is a horizontal load generated by the ground mass G₁, K_α is coefficient of active earth pressure, and A_n is tensile force in each of the tensile batter pile (1), wherein the angle β is in a range between 15-20°.
2. The method according to claim 1, wherein for excavations larger than 8 m carrying out the vertical building structure as a RC pile soldier wall (5) or a RC diaphragm wall (2).
3. The method according to claim 1, wherein for excavations up to 8 m and earth slope instability near existing civil objects carrying out the vertical building structure as a plurality of soldier piles (6) or a RC pile soldier wall (5).
4. The method according to claims 1 and 2, wherein the following equilibrium equations expressing forces per unit linear meter length in the elements of the retaining engineering structure are established: $${\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{b}\times \mathit{tan}\beta +\frac{\mathit{b}\times \mathit{tan}\beta \times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta }{2}-\mathit{a}\times \left({\mathit{P}}_{\mathit{a}}-{\mathit{K}}_{\mathit{a}}\times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta \right)=0$$

   

   $${\mathit{B}}_{\mathit{n}}^{\prime }\times \mathit{b}\times \mathit{tan}\beta -\frac{\mathit{b}\times \mathit{tan}\beta \times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta }{2}-\mathit{a}\times \left({\mathit{P}}_{\mathit{a}}-{\mathit{K}}_{\mathit{a}}\times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta \right)=0$$

   

   $${\mathit{B}}_{\mathit{t}}^{\prime }=\frac{\left({\mathit{P}}_{\mathit{a}}-{\mathit{K}}_{\mathit{a}}\times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta \right)\times \mathit{c}}{\mathit{b}}$$

   

   wherein ${\mathit{A}}_{\mathit{n}}^{\prime }$

   

   is tensile force in each of the tensile batter pile (1), b is span of reaction forces of the vertical building structure and span of a catenary part of the batter piles (1), ${\mathit{B}}_{\mathit{n}}^{\prime }$

   

   is pressure force in the vertical building structure at its base, and ${\mathit{B}}_{\mathit{t}}^{\prime }$

   

   is transversal force of the vertical building structure at its base.
5. The method according to claim 4, wherein the tensile batter piles (1) are pre-stressed in a range between 25-35% of a batter pile tensile bearing capacity.
6. The method according to claims 1 and 3, wherein the following equilibrium equations expressing forces per unit linear meter length in the elements of the retaining engineering structure are established: $${\mathit{M}}_{\mathit{A}}^{\prime }=\frac{3\times {\mathit{A}}_{\mathit{n}}^{\prime }\times \cos \beta \times {\mathit{h}}_1^2\times \tan \beta }{32\times \mathit{b}}$$

   

   $${\mathit{A}}_{\mathit{t}}^{\prime }=\frac{\frac{{\mathit{h}}_1^2\times \tan \beta \times {\mathit{A}}_{\mathit{n}}^{\prime }\times \cos \beta }{2\times \mathit{b}}+{\mathit{M}}_{\mathit{A}}^{\prime }}{{\mathit{h}}_1}$$

   

   $${\mathit{B}}_{\mathit{t}}^{\prime }=\frac{\left({\mathit{P}}_{\mathit{a}}-{\mathit{K}}_{\mathit{a}}\times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta \right)\times \mathit{c}}{\mathit{b}}$$

   

   $${\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{b}\times \mathit{tan}\beta +\frac{{\mathit{h}}_1^2\times \mathit{tan}\beta \times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta }{2\times \mathit{b}}+\frac{2{\mathit{h}}_2+\mathit{y}}{3}\times {\mathit{A}}_{\mathit{t}}^{\prime }-\mathit{a}\times \left({\mathit{P}}_{\mathit{a}}-{\mathit{K}}_{\mathit{a}}\times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta \right)+{\mathit{M}}_{\mathit{A}}^{\prime }=0$$

   

   $${\mathit{B}}_{\mathit{n}}^{\prime }\times \mathit{b}\times \mathit{tan}\beta -\frac{{\mathit{h}}_1^2\times \mathit{tan}\beta \times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta }{2\times \mathit{b}}-\frac{2{\mathit{h}}_2+\mathit{y}}{3}\times {\mathit{B}}_{\mathit{t}}^{\prime }-\frac{{\mathit{h}}_1}{3}\times \left({\mathit{P}}_{\mathit{a}}-{\mathit{K}}_{\mathit{a}}\times {\mathit{A}}_{\mathit{n}}^{\prime }\times \mathit{cos}\beta \right)+{\mathit{M}}_{\mathit{A}}^{\prime }=0$$

   

   wherein ${\mathit{A}}_{\mathit{n}}^{\prime }$

   

   is tensile force in each of the tensile batter pile (1), b is span of reaction forces of each soldier pile (6) or the RC soldier pile wall (5), ${\mathit{B}}_{\mathit{n}}^{\prime }$

   

   is pressure force in each soldier pile (6) or the RC soldier pile wall (5) at base, and ${\mathit{B}}_{\mathit{t}}^{\prime }$

   

   is transversal force in each soldier pile (6) or the RC soldier pile wall (5) at base, ${\mathit{A}}_{\mathit{t}}^{\prime }$

   

   is transversal force in each of the tensile batter pile (1), ${\mathit{M}}_{\mathit{A}}^{\prime }$

   

   is moment force in point A of each of the tensile batter pile (1), the point A is the intersection point between a retained height h ₁ and an embedment depth h ₂ .
7. The method according to claims 1, 2, 4 and 5, wherein the following conditions have to be satisfied: $${\mathit{A}}_{\mathit{n}}^{\prime }{\mathit{d}}_1\times {\mathit{F}}_{\mathit{S}}<{\mathit{A}}_{\mathit{n},\mathit{q},\mathit{Rd}}$$

   

   $${\mathit{B}}_{\mathit{t}}^{\prime }{\mathit{d}}_2\times {\mathit{F}}_{\mathit{S}}<{\mathit{B}}_{\mathit{t},q,\mathit{Rd}}$$

   

   $${\mathit{B}}_{\mathit{n}}^{\prime }{\mathit{d}}_2\times {\mathit{F}}_{\mathit{S}}<{\mathit{B}}_{\mathit{n},q,\mathit{Rd}}$$

   

   where A _n,q,Rd is axial bearing capacity of each of the tensile batter pile (1) regarding soil, B_n,q,Rd is axial bearing capacity of the vertical building structure regarding soil, B _t,q,Rd is transversal bearing capacity of the vertical building structure regarding soil, F_S is factor of stability, the F_S is in a range between 1,2 to 1,5.
8. The method according to claims 1, 3 and 5, wherein for excavations up to 8 m the following conditions have to be satisfied: $${\mathit{A}}_{\mathit{n}}^{\prime }{\mathit{d}}_1\times {\mathit{F}}_{\mathit{S}}<{\mathit{A}}_{\mathit{n},q,\mathit{Rd}}$$

   

   $${\mathit{A}}_{\mathit{t}}^{\prime }{\mathit{d}}_1\times {\mathit{F}}_{\mathit{S}}<{\mathit{A}}_{\mathit{t},q,\mathit{Rd}}$$

   

   $${\mathit{B}}_{\mathit{t}}^{\prime }{\mathit{d}}_2\times {\mathit{F}}_{\mathit{S}}<{\mathit{B}}_{\mathit{t},q,\mathit{Rd}}$$

   

   $${\mathit{B}}_{\mathit{n}}^{\prime }{\mathit{d}}_2\times {\mathit{F}}_{\mathit{S}}<{\mathit{B}}_{\mathit{n},q,\mathit{Rd}}$$

   

   where A_n,q,Rd is axial bearing capacity of each tensile batter pile (1) regarding soil, B_n,q,Rd is axial bearing capacity of each soldier pile (6) or the RC soldier pile wall (5) at base regarding soil, B_t,q,Rd is transversal bearing capacity of each soldier pile (6) or the RC soldier pile wall (5) at base regarding soil, A_t,q,Rd is transferzal force in each of the tensile batter pile (1) regarding soil, F_S is factor of stability, the Fs is in a range between 1,2 to 1,5.
9. The method according to claims 1, 3 and 6, wherein for earth slope instability near existing civil objects the following conditions have to be satisfied: $${\mathit{R}}_{\mathit{con}}=\mathrm{0,5}\times {\mathit{R}}_{\mathit{soil},\mathit{res}}=\mathrm{0,5}\times \left({\mathit{c}}_{\mathit{res}}+{\mathit{h}}_0\times {\gamma }^{\prime }\times {\mathit{tan\phi }}_{\mathit{res}}\right)\times {\mathit{L}}_{\mathit{slope}}$$

   

   $${\mathit{A}}_{\mathit{t}}^{\prime }+{\mathit{B}}_{\mathit{t}}^{\prime }>{\mathit{R}}_{\mathit{con}}$$

   

   $${\mathit{A}}_{\mathit{n}}^{\prime }{\mathit{d}}_1\times {\mathit{F}}_{\mathit{S}}<{\mathit{A}}_{\mathit{n},q,\mathit{Rd}}$$

   

   $${\mathit{A}}_{\mathit{t}}^{\prime }{\mathit{d}}_1\times {\mathit{F}}_{\mathit{S}}<{\mathit{A}}_{\mathit{t},q,\mathit{Rd}}$$

   

   $${\mathit{B}}_{\mathit{n}}^{\prime }{\mathit{d}}_2\times {\mathit{F}}_{\mathit{S}}<{\mathit{B}}_{\mathit{n},\mathit{q},\mathit{Rd}}$$

   

   $${\mathit{B}}_{\mathit{t}}^{\prime }{\mathit{d}}_2\times {\mathit{F}}_{\mathit{S}}<{\mathit{B}}_{\mathit{t},\mathit{q},\mathit{Rd}}$$

   

   where A_n,q,Rd is axial bearing capacity of each of the tensile batter pile regarding soil, B_n,q,Rd is axial bearing capacity of each soldier pile (6) at its base regarding soil, B _t,q,Rd is transversal bearing capacity of each soldier pile (6) at its base regarding soil, A_t,q,Rd is transferzal force in each of the tensile batter pile (1) regarding soil, F_S is factor of stability, ϕ_res and c_res are residual strength soil parameters, R_con is reaction shear strength of the retaining engineering structure, R_soil,res is residual shear strength of soil, γ' is weight of soil, h ₀ is depth of a sliding soil layer, L_slope is length of a failure plane.
10. The method according to any of preceding claims, wherein the step of carrying out retaining engineering structure construction work comprises the steps of:

    i. installation of the tensile batter piles (1) at the angle β in the range between 15-20°,

    ii. installation of the vertical building structure, and

    iii. coupling of each of the tensile batter pile (1) to the vertical building structure by means of the coupling means,

    wherein the vertical building structure is carried out as the RC pile soldier wall (5), RC diaphragm wall (2), or the soldier piles (6), where each of the tensile butter piles (1) are carried out by a jet grouting installation or by CFA piling technology, and the soldier piles (6) is carried out by CFA piling technology.

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