CN117688656B - Karst region side slope retaining structure and design method - Google Patents
Karst region side slope retaining structure and design method Download PDFInfo
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- CN117688656B CN117688656B CN202410129853.9A CN202410129853A CN117688656B CN 117688656 B CN117688656 B CN 117688656B CN 202410129853 A CN202410129853 A CN 202410129853A CN 117688656 B CN117688656 B CN 117688656B
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
The invention provides a karst region side slope retaining structure and a design method thereof, and belongs to the field of rock-soil design. The supporting structure design method comprises the following steps: arranging a row of grouting steel pipe piles behind the slide-resistant piles to be arranged, wherein one end of each grouting steel pipe pile extends out of the front surface of each slide-resistant pile and is poured with each slide-resistant pile, and the other end of each grouting steel pipe pile extends into the position below the sliding surface of the slide body; the grouting steel pipe pile, the sliding surface and the anti-slip pile are used as boundaries to form a grouting steel pipe pile reinforced gravity retaining wall, the grouting steel pipe pile and the anti-slip pile bear sliding force of a sliding body together, the anti-slip force provided by the retaining wall is calculated according to static balance conditions, the anti-slip force required by the anti-slip pile and the grouting steel pipe pile is calculated reversely, loads are applied to an area above the sliding surface of the grouting steel pipe pile according to uniform load forms, a finite element model of a rod system is established to analyze the internal force of the anti-slip pile, and the anti-slip pile and the grouting steel pipe pile are designed. The support structure designed by the invention has reasonable layout, effectively ensures the safety of the side slope and saves the cost of the side slope support.
Description
Technical Field
The invention belongs to the field of rock-soil design, and particularly relates to a karst region side slope retaining structure and a design method.
Background
The slowly inclined rock slope is a slope form commonly encountered in karst region engineering construction, the type of slope is large in sliding mass, and the residual sliding force of the slope is large. In the prior art, the sliding piles are generally adopted for treating the type of slope, and in order to resist the residual sliding force, large-diameter sliding piles or anchor cable sliding pile supporting structures are generally adopted, so that the large-diameter sliding piles have the problem of high manufacturing cost, and the anchor cable sliding piles have poor anchor cable durability for permanent slope engineering, which is a problem which is difficult to solve in the prior engineering community. Therefore, the supporting structure which can effectively reduce the pile diameter of the slide-resistant pile and avoid the problem of poor durability of the anchor cable is provided on the basis of not remarkably increasing the engineering cost, and is an urgent problem to be solved in the current karst region engineering construction.
Disclosure of Invention
In view of the above-mentioned drawbacks or shortcomings in the prior art, the present invention aims to provide a slope retaining structure and a design method in karst regions, based on the anti-slide pile arranged in the slope, the large volume of the slide body is fully utilized, the grouting steel pipe pile is arranged at the rear side of the anti-slide pile, part of the rear edge slide body is converted into a gravity retaining wall through the grouting steel pipe pile, and the rest of the slide force of the part of the slide body is shared by the gravity retaining wall, so as to provide the anti-slide force together with the anti-slide pile and the grouting steel pipe pile, thereby the pile diameter of the anti-slide pile is not required to be increased, and the anchor rope with poor durability is not required to be adopted, so that the effect of resisting the large volume slide body is achieved, the engineering safety is increased, and the construction cost of the slope support is saved.
In order to achieve the above purpose, the embodiment of the present invention adopts the following technical scheme:
in a first aspect, an embodiment of the present invention provides a method for designing a slope retaining structure in a karst region, including the following steps:
Step S1, arranging a row of grouting steel pipe piles behind an anti-slide pile to be poured, wherein the horizontal distance between the grouting steel pipe piles is S, the included angle between the grouting steel pipe piles and the horizontal plane is alpha, one end of each grouting steel pipe pile extends out of the front surface of the anti-slide pile and is poured together with the anti-slide pile, and the other end of each grouting steel pipe pile extends into the position below the sliding surface of the slope body;
S2, forming a grouting steel pipe pile reinforcing gravity type retaining wall by taking the grouting steel pipe pile, the sliding surface and the sliding body in the boundary as boundaries, wherein the grouting steel pipe pile reinforcing gravity type retaining wall, the sliding pile and the grouting steel pipe pile jointly provide anti-sliding force; the residual sliding force of the side slope of the grouting steel pipe pile reinforced gravity retaining wall is T;
Step S3, calculating a horizontal component force T x and a vertical component force T y of the T according to the force decomposition;
Step S4, calculating an anti-slip force R w provided by the reinforced gravity retaining wall of the grouting steel pipe pile according to a vertical component force T y of the T, wherein a calculation formula is shown in a formula (4):
(4)
In the formula (4), G w is the self weight of the grouting steel pipe pile reinforced gravity type retaining wall, l is the length of the bottom of the grouting steel pipe pile reinforced gravity type retaining wall, c is the adhesive force between the grouting steel pipe pile reinforced gravity type retaining wall and the ground, and phi is the friction angle between the grouting steel pipe pile reinforced gravity type retaining wall and the ground;
Step S5, calculating the anti-slip force R p required to be provided by the anti-slip pile and the grouting steel pipe pile according to the horizontal component force T x and the anti-slip force R w of the T, wherein the calculation formula is shown in the formula (5):
(5)
in the formula (5), F st is a safety coefficient required to be achieved by the side slope;
And S6, a rod system finite element model is established by adopting a spring according to a load-structure method, R p is multiplied by the horizontal spacing S of the grouting steel pipe pile, then a load is applied to the area above the sliding surface of the grouting steel pipe pile according to an evenly distributed load mode, the internal forces of the anti-slide pile and the grouting steel pipe pile are analyzed, and the design of the anti-slide pile and the grouting steel pipe pile is carried out.
In step S2, as a preferred embodiment of the present invention, a calculation formula of a remaining slip force T of a slope of the reinforced gravity retaining wall of the grouting steel pipe pile is shown in formula (1):
(1)
In the formula (1), P is the residual sliding force of a side slope on the vertical surface after the grouting steel pipe pile is added with the gravity type retaining wall, theta is the sliding surface inclination angle of the sliding body corresponding to P, W is the sliding body gravity of the area above the grouting steel pipe pile added with the gravity type retaining wall, and T and P, W form a closed triangle according to the static balance condition.
As a preferred embodiment of the present invention, the calculation formulas of the horizontal component force T x and the vertical component force T y of T are shown in formulas (2) and (3):
(2)
(3)。
In a preferred embodiment of the present invention, the grouting steel pipe pile is formed by solidifying a steel pipe and slurry injected into the steel pipe; the grouting area is the whole length range of the steel pipe.
As a preferred embodiment of the present invention, the steel pipe is a steel pipe with small holes throughout the whole body.
As a preferred embodiment of the present invention, in step S1, the horizontal spacing S of the grouting steel pipe piles is consistent with the spacing of the slide resistant piles.
As a preferred embodiment of the invention, the included angle alpha between the grouting steel pipe pile and the horizontal plane is 45-60 degrees, and the other end of the grouting steel pipe pile penetrates into the position 1-3 m below the sliding surface of the slope body.
In a second aspect, an embodiment of the present invention further provides a side slope retaining structure designed according to the method for designing a side slope retaining structure in karst regions as described above, where the side slope retaining structure includes: the gravity retaining wall is formed by taking the grouting steel pipe pile, the sliding surface and the anti-slide pile as boundaries; the gravity retaining wall, the grouting steel pipe pile and the anti-slide pile bear the residual sliding force of the slope sliding body together, and have the following relation:
(5)
Wherein:
(1)
(2)
(3)
(4)
In the formulas (1) - (5), R p is the anti-slip force required by the anti-slip pile, P is the residual slip force of the side slope on the vertical surface of the rear vertical surface of the reinforced gravity type retaining wall of the grouting steel pipe pile, θ is the slip surface inclination angle of the corresponding slip body, and W is the slip body gravity of the area above the reinforced gravity type retaining wall of the grouting steel pipe pile; t x and T y are the horizontal and vertical components of T, respectively; r w is the anti-slip force provided by the grouting steel pipe pile reinforcing body gravity retaining wall; g w is the self weight of the grouting steel pipe pile reinforced gravity type retaining wall, l is the length of the bottom of the grouting steel pipe pile reinforced gravity type retaining wall, c is the adhesive force between the grouting steel pipe pile reinforced gravity type retaining wall and the ground, and phi is the friction angle between the grouting steel pipe pile reinforced gravity type retaining wall and the ground; and F st is a safety coefficient required to be achieved by the side slope.
In a preferred embodiment of the present invention, the grouting steel pipe pile is formed by solidifying a steel pipe and a slurry injected into the steel pipe, and the grouting area is the whole length range of the steel pipe.
As a preferred embodiment of the invention, the steel pipe adopts a steel flower pipe with a small hole on the whole pile body.
The embodiment of the invention has the following beneficial effects:
According to the karst region side slope retaining structure and the design method, based on the anti-slide piles arranged in the side slope, the large volumes of the slide bodies are fully utilized, the grouting steel pipe piles are arranged on the rear sides of the anti-slide piles, part of rear edge slide bodies are converted into gravity retaining walls through the grouting steel pipe piles, part of residual slide force of the slide bodies is shared by the gravity retaining walls, the anti-slide force is provided together with the anti-slide piles and the grouting steel pipe piles, the side slope characteristics of the karst region are fully considered, the large-volume slide body structure is utilized, the designed supporting structure is reasonable in layout, the safety of the slide bodies is effectively guaranteed, meanwhile, the side slope supporting cost is saved, and the occupied area of the supporting structure is reduced.
Of course, it is not necessary for any one product or method of practicing the invention to achieve all of the advantages set forth above at the same time.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person of ordinary skill in the art.
FIG. 1 is a schematic structural view of a karst region slope retaining structure in an embodiment of the invention;
FIG. 2 is a force analysis chart of the retaining wall according to the embodiment of the present invention;
FIG. 3 is a static balance schematic diagram of a reinforced gravity retaining wall of a grouting steel pipe pile in an embodiment of the invention;
FIG. 4 is a schematic view of a finite element model of a load-structural rod system of a karst slope retaining structure in an embodiment of the invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. It will be apparent that the described embodiments are only some, but not all, embodiments of the invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. It should be noted that, in the case of no conflict, the embodiments of the present invention and features in the embodiments may also be combined with each other.
It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures. In the description of the present invention, the terms "first," "second," "third," "fourth," and the like are used merely to distinguish between descriptions and are not to be construed as indicating or implying relative importance.
The embodiment of the invention provides a karst region side slope retaining structure and a design method, which are based on anti-slide piles arranged in a side slope, grouting steel pipe piles are arranged behind the anti-slide pile piles, partial rear edge sliding bodies are converted into gravity retaining walls through the grouting steel pipe piles, the rest sliding forces of the partial sliding bodies are shared by the gravity retaining walls, and the anti-slide forces are provided together with the anti-slide piles and the grouting steel pipe piles, so that the pile diameter of the anti-slide piles is not required to be increased, anchor ropes with poor durability are not required to be adopted, the effect of resisting large-volume sliding bodies is achieved, engineering safety is improved, and meanwhile, the construction cost of side slope support is saved.
As shown in fig. 1-4, the method for designing the karst region slope retaining structure provided by the embodiment of the invention comprises the following steps:
And S1, arranging a row of grouting steel pipe piles 2 after the anti-slide pile 1 is to be poured, wherein the horizontal distance S=2-3 m between the grouting steel pipe piles 2, the included angle alpha between the grouting steel pipe piles 2 and the horizontal plane is 45-60 degrees, one end of each grouting steel pipe pile 2 extends out of the front surface of the anti-slide pile 1 and is poured with the anti-slide pile 1, and the other end of each grouting steel pipe pile 2 extends into 1-3 m below the sliding surface 3 of the slope body.
In the step, the anti-slide piles 1 to be poured are sequentially arranged downwards from the top of the slope according to the height h of the side slope in the karst region, and n rows can be arranged; and arranging a row of grouting steel pipe piles at the pile rear side of each row of anti-slide piles 1 to be arranged.
Preferably, the grouting steel pipe pile 2 is formed by solidifying a steel pipe and a slurry injected into the steel pipe, and the grouting area is the whole pile body length, namely the length range of the steel pipe. The steel pipe adopts a steel flower pipe with small holes on the whole body. .
S2, forming a grouting steel pipe pile reinforcing gravity type retaining wall 4 by taking the grouting steel pipe pile 2, the sliding surface 3 and the sliding body 5 in the boundary as boundaries, wherein the grouting steel pipe pile reinforcing gravity type retaining wall 4, the sliding resistant pile 1 and the grouting steel pipe pile 2 jointly provide the sliding resistant force; as shown in fig. 3, the residual sliding force of the slope of the grouting steel pipe pile reinforcing gravity retaining wall 4 is T, the T and P, W form a closed triangle according to the static balance condition, and the calculation formula of T is shown in formula (1):
(1)
In the formula (1), P is the residual sliding force of the side slope on the vertical surface of the wall of the grouting steel pipe pile reinforced gravity type retaining wall 4, theta is the sliding surface inclination angle of the sliding body corresponding to P, and W is the sliding body gravity of the area above the grouting steel pipe pile reinforced gravity type retaining wall 4.
Step S3, calculating a horizontal component T x and a vertical component T y of T from the force decomposition, as shown in equations (2) and (3):
(2)
(3)
Step S4, calculating an anti-slip force R w provided by the grouting steel pipe pile reinforcing body gravity type retaining wall 4 according to a vertical component force T y of the T, wherein a calculation formula is shown in a formula (4):
(4)
In the formula (4), G w is the self weight of the grouting steel pipe pile 2 and the gravity type retaining wall 4, l is the wall bottom length of the grouting steel pipe pile and the gravity type retaining wall 4, c is the adhesive force between the grouting steel pipe pile and the gravity type retaining wall 4 and the ground, and phi is the friction angle between the grouting steel pipe pile and the gravity type retaining wall 4 and the ground.
Step S5, calculating the anti-slip force R p required to be provided by the anti-slip pile 1 and the grouting steel pipe pile 2 according to the horizontal component force T x and the anti-slip force R w of the T, wherein the calculation formula is shown in the formula (5):
(5)
In the formula (5), F st is a safety coefficient required to be achieved by the side slope.
And S6, a rod system finite element model is established by adopting a spring 6 according to a load-structure method, as shown in fig. 4, R p is multiplied by a horizontal pile spacing S, a load 7 is applied to the area above the sliding surface of the grouting steel pipe pile 2 according to an evenly distributed load mode, the internal forces of the anti-slide pile 1 and the grouting steel pipe pile 2 are analyzed, and the design of the anti-slide pile 1 and the grouting steel pipe pile 2 is carried out.
In this step, the prior art design is performed by analyzing the internal forces of the slide resistant pile 1 and the grouting steel pipe pile 2 and performing the slide resistant pile 1 and the grouting steel pipe pile 2. Due to the design of the grouting steel pipe pile 2, a 'grouting steel pipe pile reinforcing gravity retaining wall 4' is formed, the retaining wall 4, the grouting steel pipe pile 2 and the anti-slide pile 1 bear the residual sliding force of the sliding body 5 together, the sliding force directly acts on the grouting steel pipe pile 2, the grouting steel pipe pile 2 transmits the sliding force to the anti-slide pile 1 through a spring, the bending moment and the shearing force of the anti-slide pile 1 can be obviously reduced, the pile diameter of the calculated anti-slide pile 1 is obviously smaller than that of the pile without the grouting steel pipe pile 2, and the anchor rope with poor durability is not used in the supporting and retaining structure system, so that the long-term safety of a permanent side slope is ensured.
According to the design method of the side slope retaining structure, the side slope characteristics of the karst region are fully considered, the large-volume sliding body structure is fully utilized, the retaining structure is reasonable in layout, the sliding body safety is effectively guaranteed, meanwhile, the side slope retaining cost is saved, and the occupied area of the retaining structure is reduced.
Based on the same thought, the embodiment of the invention also provides a side slope retaining structure designed by the side slope retaining structure design method, wherein the retaining structure comprises the following components: the gravity retaining wall is formed by the slip-resistant pile, the grouting steel pipe pile, the slip face, the slip-resistant pile as boundaries and the slip body in the boundaries; the gravity retaining wall, the grouting steel pipe pile and the anti-slide pile bear the residual sliding force of the sliding body together, and have the following relation:
(5)
Wherein:
(1)
(2)
(3)
(4)
In the formulas (1) - (5), R p is the anti-slip force required by the anti-slip pile and the grouting steel pipe pile, P is the residual slip force of the side slope on the rear vertical surface of the grouting steel pipe pile reinforced gravity type retaining wall, θ is the slip surface inclination angle of the slip body corresponding to P, and W is the slip body gravity of the area above the grouting steel pipe pile reinforced gravity type retaining wall; the horizontal component force T x and the vertical component force T y;Rw of the T are anti-slip forces provided by the grouting steel pipe pile reinforcing body gravity retaining wall; g w is the self weight of the grouting steel pipe pile reinforced gravity type retaining wall, l is the length of the bottom of the grouting steel pipe pile reinforced gravity type retaining wall, c is the adhesive force between the grouting steel pipe pile reinforced gravity type retaining wall and the ground, and phi is the friction angle between the grouting steel pipe pile reinforced gravity type retaining wall and the ground; and F st is a safety coefficient required to be achieved by the side slope.
In the retaining structure, the grouting steel pipe pile 2 is formed by solidifying a steel pipe and slurry injected into the steel pipe, and a grouting area is the whole length range of the steel pipe; the steel pipe adopts a steel flower pipe with a small hole on the whole pile body.
According to the technical scheme, the karst region side slope retaining structure and the design method are based on the anti-slip piles arranged in the side slope, the large volumes of the slip bodies are fully utilized, the grouting steel pipe piles are arranged at the rear sides of the anti-slip piles, part of rear edge slip bodies are converted into gravity retaining walls through the grouting steel pipe piles, part of residual slip force of the slip bodies is shared by the gravity retaining walls, the anti-slip force is provided together with the anti-slip piles and the grouting steel pipe piles, the side slope characteristics of the karst region are fully considered, the large-volume slip body structure is utilized, the designed supporting structure is reasonable in layout, the safety of the slip bodies is effectively guaranteed, meanwhile, the side slope supporting cost is saved, and the occupied area of the supporting structure is reduced.
The above description is only of the preferred embodiments of the present invention and the description of the technical principles applied is not intended to limit the scope of the invention as claimed, but merely represents the preferred embodiments of the present invention. It will be appreciated by persons skilled in the art that the scope of the invention referred to in the present invention is not limited to the specific combinations of the technical features described above, but also covers other technical features formed by any combination of the technical features described above or their equivalents without departing from the inventive concept. All other embodiments, which can be made by a person skilled in the art without making any inventive effort, are intended to be within the scope of the present invention.
Claims (8)
1. The design method of the side slope retaining structure in the karst region is characterized by comprising the following steps of:
Step S1, arranging a row of grouting steel pipe piles behind an anti-slide pile to be poured, wherein the horizontal distance between the grouting steel pipe piles is S, the included angle between the grouting steel pipe piles and the horizontal plane is alpha, one end of each grouting steel pipe pile extends out of the front surface of the anti-slide pile and is poured together with the anti-slide pile, and the other end of each grouting steel pipe pile extends into the position below the sliding surface of the slope body; the grouting steel pipe pile is formed by solidifying a steel pipe and slurry injected into the steel pipe; the grouting area is the whole length range of the steel pipe;
S2, forming a grouting steel pipe pile reinforcing gravity type retaining wall by taking the grouting steel pipe pile, the sliding surface and the sliding body in the boundary as boundaries, wherein the grouting steel pipe pile reinforcing gravity type retaining wall, the sliding pile and the grouting steel pipe pile jointly provide anti-sliding force; the residual sliding force of the side slope of the grouting steel pipe pile reinforced gravity retaining wall is T; the calculation formula of the residual sliding force T of the side slope of the grouting steel pipe pile reinforcing gravity type retaining wall is shown as (1):
(1)
In the formula (1), P is the residual sliding force of a side slope on the vertical surface after the grouting steel pipe pile is added with the gravity type retaining wall, theta is the sliding surface inclination angle of the sliding body corresponding to P, W is the sliding body gravity of the area above the grouting steel pipe pile added with the gravity type retaining wall, and T and P, W form a closed triangle according to the static balance condition;
Step S3, calculating a horizontal component force T x and a vertical component force T y of the T according to the force decomposition;
Step S4, calculating an anti-slip force R w provided by the reinforced gravity retaining wall of the grouting steel pipe pile according to a vertical component force T y of the T, wherein a calculation formula is shown in a formula (4):
(4)
In the formula (4), G w is the self weight of the grouting steel pipe pile reinforced gravity type retaining wall, l is the length of the bottom of the grouting steel pipe pile reinforced gravity type retaining wall, c is the adhesive force between the grouting steel pipe pile reinforced gravity type retaining wall and the ground, and phi is the friction angle between the grouting steel pipe pile reinforced gravity type retaining wall and the ground;
Step S5, calculating the anti-slip force R p required to be provided by the anti-slip pile and the grouting steel pipe pile according to the horizontal component force T x and the anti-slip force R w of the T, wherein the calculation formula is shown in the formula (5):
(5)
in the formula (5), F st is a safety coefficient required to be achieved by the side slope;
And S6, a rod system finite element model is established by adopting a spring according to a load-structure method, R p is multiplied by the horizontal spacing S of the grouting steel pipe pile, then a load is applied to the area above the sliding surface of the grouting steel pipe pile according to an evenly distributed load mode, the internal forces of the anti-slide pile and the grouting steel pipe pile are analyzed, and the design of the anti-slide pile and the grouting steel pipe pile is carried out.
2. The method for designing the karst region side slope retaining structure according to claim 1, wherein the calculation formulas of the horizontal component force T x and the vertical component force T y of T are shown as formula (2) and formula (3):
(2)
(3)。
3. the method for designing a karst region slope retaining structure according to claim 1, wherein the steel pipe is a steel pipe with small holes throughout the whole body.
4. The method for designing a karst region slope retaining structure according to claim 1 or 2, wherein in step S1, the horizontal spacing S of the grouting steel pipe piles is kept consistent with the spacing of the anti-slide piles.
5. The method for designing the karst region side slope retaining structure according to claim 4, wherein the horizontal spacing s=2-3 m of the grouting steel pipe piles, the included angle alpha between the grouting steel pipe piles and the horizontal plane is 45-60 degrees, and the other ends of the grouting steel pipe piles are deep 1-3 m below the sliding surface of the slope body.
6. A side slope retaining structure designed according to the design method of the side slope retaining structure in karst region of any one of claims 1 to 5, characterized in that the side slope retaining structure comprises: the gravity retaining wall is formed by taking the grouting steel pipe pile, the sliding surface and the anti-slide pile as boundaries; the gravity retaining wall, the grouting steel pipe pile and the anti-slide pile bear the residual sliding force of the slope sliding body together, and have the following relation:
(5)
Wherein:
(1)
(2)
(3)
(4)
In the formulas (1) - (5), R p is the anti-slip force required by the anti-slip pile, P is the residual slip force of the side slope on the vertical surface of the rear vertical surface of the reinforced gravity type retaining wall of the grouting steel pipe pile, θ is the slip surface inclination angle of the corresponding slip body, and W is the slip body gravity of the area above the reinforced gravity type retaining wall of the grouting steel pipe pile; t x and T y are the horizontal and vertical components of T, respectively; r w is the anti-slip force provided by the grouting steel pipe pile reinforcing body gravity retaining wall; g w is the self weight of the grouting steel pipe pile reinforced gravity type retaining wall, l is the length of the bottom of the grouting steel pipe pile reinforced gravity type retaining wall, c is the adhesive force between the grouting steel pipe pile reinforced gravity type retaining wall and the ground, and phi is the friction angle between the grouting steel pipe pile reinforced gravity type retaining wall and the ground; and F st is a safety coefficient required to be achieved by the side slope.
7. The slope supporting structure according to claim 6, wherein the grouting steel pipe pile is formed by solidifying a steel pipe and slurry injected into the steel pipe, and the grouting area is the whole length range of the steel pipe.
8. The slope support structure of claim 7, wherein the steel pipe is a steel pipe with small holes on the whole pile body.
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