CN114922208A - Anchor cable blocking device for engineering slope retaining and engineering slope emergency rescue method - Google Patents
Anchor cable blocking device for engineering slope retaining and engineering slope emergency rescue method Download PDFInfo
- Publication number
- CN114922208A CN114922208A CN202210795320.5A CN202210795320A CN114922208A CN 114922208 A CN114922208 A CN 114922208A CN 202210795320 A CN202210795320 A CN 202210795320A CN 114922208 A CN114922208 A CN 114922208A
- Authority
- CN
- China
- Prior art keywords
- pile
- engineering
- retaining
- wall
- anchor cable
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
-
- 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
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
The application relates to the field of engineering slope supporting engineering, in particular to an anchor cable blocking device for engineering slope supporting; the retaining wall comprises a retaining wall, a main pile, an auxiliary pile and an anchor cable; the retaining wall is provided with a first surface facing the slope and a second surface departing from the slope; the included angle between the second surface and the horizontal plane is 45-75 degrees; one end of the main pile vertically extends to a position 0.4-0.6 times of the height of the retaining wall, and the other end of the main pile extends into the lower stable stratum; one end of the auxiliary pile vertically extends to a position which is 10-18cm away from the second surface; the other end of the auxiliary pile extends into the lower stable stratum; one end of the anchor cable is connected with the second surface, and the other end of the anchor cable is arranged below the sliding surface through a sleeve. The anchor cable blocking device for the engineering slope retaining can effectively reduce the size of a retaining wall, replaces an anti-slide pile or an anchor cable anti-slide pile with a large cross section, achieves the purposes of safe and quick engineering construction, effectively improves the engineering retaining force, and reduces the scale of the slope retaining engineering and the engineering cost.
Description
Technical Field
The application relates to the field of engineering slope supporting and retaining engineering, in particular to an anchor cable blocking device for engineering slope supporting and retaining and an engineering slope emergency rescue method.
Background
At present, in some engineering slope supporting and retaining reinforcement projects with larger scale, because of the adoption of projects such as slide-resistant piles, anchor cable slide-resistant piles and the like, the projects are large in scale and high in construction cost, the potential safety hazard of personnel during the construction of the large-section slide-resistant piles is large, the construction speed is slow, and the project response is poor. When the common miniature pile retaining wall is adopted, the conditions that the miniature pile and the retaining wall are large in scale and the supporting and retaining resistance is insufficient exist, so that the pertinence of some engineering slope treatment measures with large disease scale is poor.
Disclosure of Invention
An object of the embodiment of the present application is to provide an anchor cable blocking device for an engineering slope branch stop and an engineering slope emergency rescue method, which aim to reduce the scale of a slope branch stop engineering and reduce disturbance to an engineering slope.
The application provides an anchor rope retention device for engineering slope is propped up, an anchor rope retention device for engineering slope is propped up includes:
a retaining wall; the retaining wall is provided with a first surface facing the slope and a second surface deviating from the slope; the included angle between the second surface and the horizontal plane is 45-75 degrees, so that the section of the retaining wall is trapezoidal;
one end of the main pile vertically extends to a position 0.4-0.6 times of the height of the retaining wall, and the other end of the main pile extends into a lower stable stratum;
one end of the auxiliary pile vertically extends to a position which is 10-18cm away from the second surface; the other end of the auxiliary pile extends into the lower stable stratum;
wherein the primary pile is closer to the slope than the secondary pile;
one end of the anchor cable is connected with the second surface, and the other end of the anchor cable is arranged below the sliding surface through a sleeve.
In some embodiments of the present application, the tendon arresting devices for engineering slope fenders do not contain a cap.
In some embodiments of the present application, one end of the anchor cable is connected to the second surface through a sleeve cast inside the concrete wall.
In some embodiments of the present application, the width of the top of the retaining wall is no greater than 0.6 m; the anchor cable blocking device for the engineering slope retaining comprises a plurality of rows of main piles and a plurality of rows of auxiliary piles; the distance between two adjacent rows of the main piles is more than 1.0m and less than 2.0 m.
The application also provides an engineering slope emergency rescue method, and the engineering slope emergency rescue method adopts any anchor cable blocking device for the engineering slope retaining.
The anchor rope blocking device for the engineering slope retaining has the following beneficial effects:
the anchor cable blocking device for the engineering slope retaining is used for digging a foundation with the depth of less than 50 cm; the disturbance of the slope body is reduced to a great extent; the retaining wall has the advantages that the bearing platform is not arranged, the size is small, the weight is small, the workload is reduced, the retaining wall has the functions of resisting pulling and toppling, and the main pile has the functions of shearing resistance and bearing capacity.
In the application, the combination of the anchor cables, the retaining wall, the main pile and the auxiliary pile effectively realizes the supporting and retaining protection of the engineering slope with larger scale; the construction method has the advantages that the construction method has larger supporting and retaining force, the construction is simple and quick, the specifications of the retaining wall can be effectively reduced, the large-section anti-slide pile or anchor cable anti-slide pile is replaced, the safe and quick construction of the construction is realized, the supporting and retaining force of the construction is effectively improved, and the purposes of reducing the scale of the slope supporting and retaining construction and reducing the construction cost are achieved.
Drawings
To more clearly illustrate the technical solutions of the embodiments of the present application, the drawings needed in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and those skilled in the art can also obtain other related drawings based on the drawings without inventive efforts.
Fig. 1 is a schematic elevation internal structure diagram of an anchor cable blocking device for an engineering slope retaining point provided by an embodiment of the application;
fig. 2 is a schematic internal structural diagram of a cross section of an anchor cable blocking device for an engineering slope retaining step provided by an embodiment of the application;
fig. 3 is a schematic view illustrating the arrangement of anchor cables and retaining walls according to the embodiment of the present disclosure;
FIG. 4 shows a schematic diagram of a force model of a micropile;
FIG. 5 shows a micropile retaining wall computational model diagram;
fig. 6 shows a schematic cross-section of the engineering site.
Icon: 100-anchor cable blocking device for engineering slope support; 110-retaining wall; 120-king pile; 130-secondary piles; 140-anchor cable.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments.
Like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the embodiments of the present application, it should be understood that the indicated orientations or positional relationships are based on the orientations or positional relationships shown in the drawings, or the orientations or positional relationships that the products of the application usually place when in use, or the orientations or positional relationships that the skilled person usually understands, are only for convenience of description and simplification of description, and do not indicate or imply that the indicated devices or elements must have a specific orientation, be constructed and operated in a specific orientation, and therefore, should not be construed as limiting the application.
Example 1
Fig. 1 is a schematic elevation internal structure diagram of a cable rope blocking device 100 for an engineering slope retaining according to an embodiment of the present application; fig. 2 is a schematic internal structural diagram of a cross section of a cable rope blocking device 100 for an engineering slope retaining step provided by an embodiment of the present application; the embodiment provides an anchor cable blocking device 100 for supporting engineering slope, and the anchor cable blocking device 100 for supporting engineering slope comprises a retaining wall 110, a main pile 120, a secondary pile 130 and an anchor cable 140.
The cross section of the retaining wall 110 is trapezoidal; that is, the width of the bottom end of the retaining wall 110 is greater than the width of the top end of the retaining wall 110; the retaining wall 110 has a first face facing the ramp and a second face facing away from the ramp; the second face is at an angle of 45-75 deg. (e.g. 45 deg., 50 deg., 60 deg., 70 deg.) to the horizontal. One end of the main pile 120 vertically extends to a position 0.4-0.6 times of the height of the retaining wall, and the other end of the main pile 120 extends into a lower stable stratum; one end of the auxiliary pile 130 vertically extends to a position 10-18cm away from the second surface; the other end of the secondary pile 130 extends into the lower stable formation.
Ideally, the first surface of the retaining wall 110 is perpendicular to the horizontal plane, and the angle between the second surface and the horizontal plane is 45-75 °, for example, 45 °, 50 °, and so on. Accordingly, the second face may be an uneven surface.
In some embodiments of the present application, the retaining wall 110 is made of concrete, and the retaining wall 110 may be formed by connecting the primary piles 120 and the secondary piles 130 exposed to the ground with cast-in-place concrete or precast concrete blocks with a reference number not lower than C30, so as to coordinate the forces applied to the anchor cables 140 and the micro pile groups while providing a counterforce structure for the pre-stressed anchor cables 140.
The depth of the retaining wall 110 buried below the lower stable formation can be between 20 cm and 50cm, and the passive earth pressure in front of the wall is not considered. The retaining wall 110 mainly connects the main pile 120 and the auxiliary pile 130 in the whole system, so that the whole stress performance is improved, and the retaining wall plays an effective role in supporting and blocking the wall back filling. Thus, their cross-section tends to be relatively small compared to gravity walls, but are inherently more resistant. The width of the top of the retaining wall 110 is not more than 0.6 m; the distance between two adjacent rows of the main piles is more than 1.0m and less than 2.0 m.
The vertical wall back of the retaining wall 110 can effectively reduce the length of the main piles 120 and the auxiliary piles 130 entering the wall and the requirement of a protective layer; the bottom of the retaining wall 110 is set to be horizontal, which is convenient for construction.
In this embodiment, the retaining wall height refers to the vertical distance from the bottom to the top of the retaining wall 110, and one end of the king pile 120 vertically extends to a position 0.4-0.6 times the height of the retaining wall; i.e., the king-pile 120 is extended to a height position 0.4-0.6 times of the retaining wall. The secondary piles 130 extend into the wall at a distance of 10-18cm from the second surface of the wall. The primary pile is a micro pile closer to the slope than the secondary pile.
In some embodiments of the present application, an anchor line retention device for an engineering slope backup includes a plurality of rows of king piles and a plurality of rows of secondary piles. The length of the primary piles 120 and the secondary piles 130 entering the ground is not preferably less than 3 m.
The present application does not limit the material of the primary pile 120 and the secondary pile 130. For example, a high-strength steel material such as a finish rolled seamless steel pipe of type Q335 is used. The wall thickness of the steel pipe is not suitable to be less than 8mm, no special condition exists, and materials such as steel bars or steel reinforcement cages are not suitable to be arranged in the steel pipe. The selection of the uplift and shear strength of primary piles 120 and secondary piles 130 and anchor lines 140 depends on the geological conditions and forces of the engineering slope.
In the construction process, holes are not suitable to be punched on the pipe bodies of the main pile 120 and the auxiliary pile 130, a hole bottom slurry return type grouting process is suitable to be adopted, a bracket is arranged at the bottom of the steel pipe, the grouting pipe is bound to the bracket, and the grouting pipe is pulled upwards when grouting is forbidden.
Fig. 3 is a schematic diagram illustrating the arrangement of anchor cables 140 and retaining wall 110 according to the embodiment of the present application; one end of anchor cable 140 is connected to the second face and the other end of anchor cable 140 is disposed below the slip surface by a sleeve. In other words, the anchor cable 140 is disposed on the breast slope of the retaining wall 110, and the anchor cable 140 is disposed below the sliding surface through the sleeve at the end far from the retaining wall 110.
For example, during the process of setting anchor cables 140, a hole may be prepared in wall 110 by using a sleeve, so as to avoid damage to piles 120 and auxiliary piles 130 caused by the crossing of anchor cables 140 with main piles 120 and auxiliary piles 130. In the present application, the tendon retaining apparatus 100 for an engineering slope backstop does not include a cap.
The anchor cable blocking device 100 for the engineering slope retaining has at least the following advantages:
the depth of a foundation dug under an anchor cable blocking device 100 for supporting and retaining an engineering slope is less than 50 cm; the disturbance of the slope body is reduced to the maximum extent; and can not set up the cushion cap, the volume is smaller, and weight is less, reduces work load, and the barricade has the effect of resistance to plucking and preventing toppling, and the king pile 120 has the effect of shearing and providing the bearing capacity simultaneously. The anchor cable blocking device 100 for supporting the engineering slope effectively reduces the specifications of the upper retaining wall and the digging depth of the wall foundation, improves the construction speed of the engineering, reduces the scale of the engineering and the disturbance to the engineering slope, and achieves the purposes of safe and quick construction of the engineering and reduction of the construction cost. The combination of the anchor cables 140, the retaining wall 110, the main piles 120 and the auxiliary piles 130 effectively realizes the supporting and retaining protection of the engineering slope with larger scale; the construction method has the advantages that the construction method has larger supporting and retaining force, the construction is simple and quick, the specifications of the retaining wall can be effectively reduced, the large-section anti-slide pile or anchor cable anti-slide pile is replaced, the safe and quick construction of the construction is realized, the supporting and retaining force of the construction is effectively improved, and the purposes of reducing the scale of the slope supporting and retaining construction and reducing the construction cost are achieved.
Example 2
Embodiment 2 provides a method for rescuing from an engineering slope, which is based on the anchor cable blocking device 100 provided in embodiment 1 and used for supporting and retaining an engineering slope. Specifically, the method for engineering slope emergency rescue mainly comprises the step of building the anchor cable blocking device 100 for the engineering slope retaining point provided in the embodiment 1.
Specifically, in the process of the engineering slope emergency rescue method, the depth of the lower excavation foundation is less than or equal to 0.5m, and no bearing platform is arranged.
In the application, the engineering slope emergency rescue method is mainly based on the following principle:
fig. 4 shows a schematic diagram of a force model of a micropile. Referring to fig. 4, when the controllable acting force on the wall back is the active soil pressure, the thrust on the wall back is distributed according to the active soil pressure; when the controllability of the wall back is gliding force, the distribution of the acting force of the thrust force of the wall back is determined according to the properties of different rock-soil bodies, and the distribution is consistent with the distribution of the acting force acting on the slide-resistant piles.
When the wall is a complete or relatively complete gliding body such as a bedding landslide, the acting force distribution behind the wall is assumed to be rectangular; when a sliding body such as a relatively dense accumulation body, loess and the like is arranged behind the wall, the acting force distribution behind the wall is assumed to be trapezoidal; when loose accumulation bodies and filling sliding bodies are arranged behind the wall, the acting force distribution behind the wall is assumed to be triangular.
Fig. 5 shows a diagram of a micro-pile retaining wall calculation model, please refer to fig. 5.
The calculation of the anchor cable blocking device for the engineering slope retaining mainly comprises four aspects of foundation bearing capacity, system skid resistance, system overturn resistance and structure shear resistance.
In the process, the total length of a main pile and a subsidiary pile needs to be calculated; and then, confirming that the built anchor cable blocking device for the engineering slope retaining is required to meet the anti-slip coefficient and the anti-overturning stability coefficient.
In the following description, a micro-pile row refers to a main pile and a secondary pile in the same row, and includes a main pile and a secondary pile.
Calculating the total length of the main pile and the auxiliary pile by adopting the formula (1);
formula (1):
in formula (1):
l-total length (m) of the main pile and the auxiliary pile in the stable stratum at the lower part of the retaining wall within the unit length range; further, L is the sum of the portion of the lower stable stratum where the main piles are embedded and the portion of the lower stable stratum where the auxiliary piles are embedded in the retaining wall in the unit length range.
K-safety coefficient, wherein the permanent engineering is 2.0-2.2, and the temporary engineering is 1.8-2.0;
g-wall weight per unit length (KN);
ey-the force (KN) acting on the wall back from the vertical component of the glide force;
fy-anchor cable tension resultant vertical component force (KN);
t-bearing capacity per unit length (KN) of the micro-pile row;
wherein, the unit length bearing capacity of the micro pile row is calculated by adopting a formula (2);
formula (2): t ζ π d τ;
xi-main and stratum bonding condition coefficient, permanent engineering is 1.0, temporary engineering is 1.33;
d-primary pile and secondary pile bore diameter (m);
tau-the bond strength (KPa) between the formation and the main pile.
The built anchor cable blocking device for the engineering slope retaining needs to meet the requirement that the anti-slip coefficient Kc is more than or equal to 1.3;
wherein the anti-slip coefficient Kc is calculated by adopting a formula (3);
formula (3):
in formula (3): mu-coefficient of friction of the substrate with the formation;
g-wall weight per unit length (KN);
ey-the force (KN) acting on the wall back from the vertical component of the glide force;
ex-horizontal thrust (KN) on the back of the retaining wall;
pg-tendon shear resistance (KN) in micro-row;
fx-anchor cable tension resultant force horizontal component force (KN);
the grout in the Pt-micropile rows resists shear (KN).
The built anchor cable blocking device for the engineering slope retaining needs to meet the requirement that the anti-overturning stability coefficient Ko is more than or equal to 1.5;
wherein, the anti-overturning stability coefficient Ko is calculated by adopting a formula (4);
formula (4):
in the formula (4), Zg is the distance (m) between the gravity center of the retaining wall and the toe of the retaining wall;
g-wall weight per unit length (KN);
ex-horizontal thrust (KN) to the back of the wall;
ey-the force (KN) acting on the wall back from the vertical component of the glide force;
zx-distance from the action force of vertical component force of glide force on retaining wall back to toe (m)
bn-pulling resistance of mini pile row and wall toe distance (m)
h-horizontal thrust to the retaining wall back and distance of the wall toe (m)
Pulling resistance (KN) of N-minitype pile row
Wherein, the uplift resistance N of the micro pile row is calculated by adopting a formula (5);
formula (5): n ζ π d τ L;
xi-coefficient of bonding condition between the main pile and the stratum, taking 1.0 for permanent engineering and 1.33 for temporary engineering;
d-the main pile bore diameter (m);
tau-the bond strength (KPa) between the formation and the main pile.
L-the total length (m) of the main pile and the auxiliary pile in the stable stratum under the retaining wall in the unit length range.
It should be noted that the adhesion between the micro pile rib and the grouting body is generally significantly greater than the adhesion between the grouting body and the ground layer, and therefore, calculation is not generally required.
Example 3
The slope height of a certain cutting is about 15m, the slope body is made of silty clay, the terrain behind the slope is gentle, the slope rate is set to be 1: 1-1: 1.25, and the slope toe is exposed to the near-water stroke argillaceous rocks. When the side slope is excavated to the slope toe, the engineering landslide with the width of about 150m and the main shaft length of about 50m is generated on the slope body under the action of heavy rain, and the landslide volume is about 4 ten thousand square.
After the landslide occurs, the calculated landslide force under the landslide is 450KN/m, and the engineering which mainly adopts the anchor cable blocking device is determined to be used for treatment. The glide force was 450KN/m and the angle of inclination at the back of the wall was 6.6. The width of the top of the retaining wall is 0.6m, the bottom width is 1.55m, the height is 5m, and the area is 5m 2 And C20 concrete is adopted for pouring. The main pile and the auxiliary pile are both finish-rolled seamless steel pipes with the diameter of 108mm and the wall thickness of 8mm, the drilling hole is 130mm, and the grouting is performed by using M30 cement paste. The main piles are half of the standard size 12m of the steel pipes, namely 6m, and are arranged in front and back rows, the longitudinal distance is initially set to be 1.5m, and the distance between the front row and the back row is 1.2 m. A row of anchor cables which are pulled to 400KN and are spaced at intervals of 3.0m are arranged on the retaining wall breast slope, the included angle between the inclination angle and the horizontal direction is 20 degrees, and the distance from the wall to the height difference is 3 m. The wall rear thrust is distributed in a triangle.
Fig. 6 shows a schematic cross-section of the engineering site. And (3) calculating the anti-overturning capacity of the retaining wall with the minimum required value of 1.0m by taking the length of the extended retaining wall of the rear row of micro piles and the minimum required value of the structure of the front row of piles, and calculating the anti-overturning capacity of the retaining wall with unit width. The anti-overturning bending moments provided by the pile bodies of the rear row pile and the front row pile and the stratum anchoring force are respectively as follows:
Nb h ＝1×3.14×0.13×320×6×1.4＝1097.2KN.m
Nb q ＝1×3.14×0.13×320×6×0.2＝156.8KN.m
the anti-overturning bending moment provided by the connection strength of the pile body and the concrete retaining wall is far greater than that provided by the pile body and the stratum when the rule is met, so that the anti-overturning bending moment is not calculated.
Therefore, when the length of the micro pile embedded in the stratum is 3m, the anti-overturning stability coefficient Ko of the structural system is more than or equal to 1.5, and the standard requirement is met, namely the total length of the pile body can be 6 m.
The anti-sliding capacity of the anchor cable blocking device comprises steel pipe shearing resistance, drill hole concrete shearing resistance and wall foundation friction of a retaining wall. And calculating the anti-sliding capacity of the retaining wall with the unit width.
Therefore, the light-weight micro-pile retaining wall has the anti-sliding coefficient Kc more than or equal to 1.3, and meets the standard requirement.
The bearing capacity of the strongly weathered sand shale foundation in the case can be completely met, but considering that the anchor cable blocking device is possibly applied to the stratum with lower bearing capacity, the bearing capacity of the anchor cable blocking device is still ignored and pile foundation calculation is adopted in the case.
L is the total length (m) of the main pile and the auxiliary pile in the stable stratum at the lower part of the retaining wall in the unit length range; that is, the length 1.764m of the lower part of the retaining wall in the unit length range is below the ground, so the minimum value is 3.0 m. In addition, the length required by combining the anti-overturning pile body is calculated, so that the length of the micro pile is 6.0 m.
In conclusion, the presumed light-weight miniature-pile retaining wall is established, meets the requirements of safety and economy, is a feasible landslide treatment scheme, and shows that the anchor cable type light-weight pile retaining wall has greater resistance and is used for large-scale slope disease treatment.
It can be seen through calculation that the main stability of the anchor cable type light control micro-pile retaining wall is the anti-overturning capability of the system, so the calculation is preferably performed to check the system firstly, and then other stability factors are checked.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. A cable bolt retention device for an engineering slope branch, comprising:
retaining walls; the retaining wall is provided with a first surface facing the slope and a second surface deviating from the slope; the included angle between the second surface and the horizontal plane is 45-75 degrees, so that the section of the retaining wall is trapezoidal;
one end of the main pile vertically extends to a position 0.4-0.6 times of the height of the retaining wall, and the other end of the main pile extends into a lower stable stratum;
one end of the auxiliary pile vertically extends to a position which is 10cm-18cm away from the second surface; the other end of the auxiliary pile extends into the lower stable stratum; wherein the primary pile is closer to the slope than the secondary pile;
one end of the anchor cable is connected with the second surface, and the other end of the anchor cable is arranged below the sliding surface through a sleeve.
2. The anchor line arresting device for an engineering ramp backstop as claimed in claim 1, wherein said anchor line arresting device for an engineering ramp backstop is devoid of a cap.
3. The anchor cable stop device for an engineering slope retaining of claim 1, wherein one end of the anchor cable is connected to the second surface by a sleeve cast inside the concrete retaining wall.
4. The anchor rope blocking device for an engineering slope retaining of claim 3, wherein the width of the top of the retaining wall is not more than 0.6 m; the anchor cable blocking device for the engineering slope retaining comprises a plurality of rows of main piles and a plurality of rows of auxiliary piles; the distance between two adjacent rows of the main piles is more than 1.0m and less than 2.0 m.
5. The anchor line arresting device for an engineering slope backstop of claim 1 wherein the length of each of said primary pile and said secondary pile extending into the lower stable formation is greater than 3 m.
6. A method for rescuing engineering slopes, which is characterized by adopting the anchor rope blocking device for supporting the engineering slopes as claimed in any one of claims 1 to 5.
7. The method for engineering slope rescue according to claim 6, wherein in the process of building the anchor cable blocking device for the engineering slope retaining, the depth of a downward excavation foundation is less than or equal to 0.5 m.
8. The method for emergency rescue of engineering slope according to claim 6, characterized in that the method comprises the following steps:
calculating the total length of the main pile and the auxiliary pile by adopting the formula (1);
formula (1):
in formula (1): l-total length (m) of the main pile and the auxiliary pile in the stable stratum at the lower part of the retaining wall within the unit length range;
k-safety coefficient, wherein the permanent engineering is 2.0-2.2, and the temporary engineering is 1.8-2.0;
g-wall weight per unit length (KN);
fy-anchor cable tension resultant vertical component force (KN);
ey-the force (KN) acting on the wall back from the vertical component of the glide force;
t-bearing capacity per unit length (KN) of the micro-pile row;
the unit length bearing capacity of the micro pile row is calculated by adopting a formula (2);
formula (2): t ζ π d τ;
in the formula (2): xi-main and stratum bonding condition coefficient, permanent engineering is 1.0, temporary engineering is 1.33;
d-primary pile and secondary pile bore diameter (m);
tau-bond strength (KPa) between formation and main pile.
9. The method for engineering slope emergency rescue according to claim 6, characterized in that the anchor cable blocking device for the engineering slope retaining is constructed to meet the requirement that the anti-skid coefficient Kc is more than or equal to 1.3;
wherein the anti-slip coefficient Kc is calculated by adopting a formula (3);
formula (3):
in formula (3): mu-coefficient of friction of the substrate with the formation;
g-wall weight per unit length (KN);
ey-the force (KN) acting on the wall back from the vertical component of the glide force;
ex-horizontal thrust (KN) to the back of the wall;
fx-anchor cable tension resultant force horizontal component force (KN);
pg-tendon shear resistance (KN) in the micropile rows;
the grout in the Pt-micropile rows resists shear (KN).
10. The engineering slope emergency rescue method according to claim 6, characterized in that the construction of the anchor cable blocking device for the engineering slope retaining gear needs to meet the requirement that the anti-overturning stability coefficient Ko is more than or equal to 1.5; wherein the anti-overturning stability coefficient Ko is calculated by adopting a formula (4);
formula (4):
in the formula (4), Zg is the distance (m) between the gravity center of the retaining wall and the toe of the retaining wall;
g-wall weight per unit length (KN);
ex-horizontal thrust (KN) to the back of the wall;
ey-the force (KN) acting on the wall back from the vertical component of the glide force;
zx-distance (m) from wall toe to vertical force component of gliding force acting on retaining wall back
bn-the uplift resistance and wall toe distance (m) of the micro pile row;
h-the distance (m) between the horizontal thrust borne by the retaining wall back and the wall toe;
n-pullout resistance (KN) of the mini-row of piles;
fx-anchor line resultant force horizontal component force (KN);
c 1-distance (m) between resultant force horizontal component of anchor cable and wall toe;
fy-anchor line resultant vertical component force (KN);
c2-the distance (m) between the resultant vertical component of the anchor cable and the wall toe;
wherein, the uplift resistance N of the micro pile row is calculated by adopting a formula (5);
formula (5): n ζ pi d τ L
Xi-coefficient of bonding condition between the main pile and the stratum, taking 1.0 for permanent engineering and 1.33 for temporary engineering;
d-the main pile bore diameter (m);
tau-bond strength (KPa) between the formation and the main pile;
l-the total length (m) of the main pile and the auxiliary pile in the stable stratum under the retaining wall in the unit length range.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210795320.5A CN114922208A (en) | 2022-07-07 | 2022-07-07 | Anchor cable blocking device for engineering slope retaining and engineering slope emergency rescue method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210795320.5A CN114922208A (en) | 2022-07-07 | 2022-07-07 | Anchor cable blocking device for engineering slope retaining and engineering slope emergency rescue method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114922208A true CN114922208A (en) | 2022-08-19 |
Family
ID=82815770
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210795320.5A Pending CN114922208A (en) | 2022-07-07 | 2022-07-07 | Anchor cable blocking device for engineering slope retaining and engineering slope emergency rescue method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114922208A (en) |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN211200426U (en) * | 2019-11-11 | 2020-08-07 | 山西晋城煤业集团勘察设计院有限公司 | Anti-sliding supporting and retaining structure for miniature steel pipe pile retaining wall |
| CN211571778U (en) * | 2019-12-09 | 2020-09-25 | 湖南省地质矿产勘查开发局四0七队 | Miniature pile retaining wall |
-
2022
- 2022-07-07 CN CN202210795320.5A patent/CN114922208A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN211200426U (en) * | 2019-11-11 | 2020-08-07 | 山西晋城煤业集团勘察设计院有限公司 | Anti-sliding supporting and retaining structure for miniature steel pipe pile retaining wall |
| CN211571778U (en) * | 2019-12-09 | 2020-09-25 | 湖南省地质矿产勘查开发局四0七队 | Miniature pile retaining wall |
Non-Patent Citations (3)
| Title |
|---|
| 方星等: "矿山土地复垦理论与方法", 北京：地质出版社, pages: 205 - 206 * |
| 胡以德;潘昌树;谢丹;敬小非;: "某变形边坡抗滑桩预应力锚索挡土墙设计与应用", 中国地质灾害与防治学报, no. 04, pages 77 - 82 * |
| 陈国栋: "微型桩在地灾加固应用中的抗滑稳定性浅析", 《四川建筑》, vol. 31, no. 5, pages 126 - 128 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103452147B (en) | Self-balancing anchor counterweight broken pile forced-landing tilt correcting method | |
| CN106522270B (en) | A kind of the pile foundation barricade antidetonation retaining structure and construction method of the buffer layer containing EPS | |
| CN112989465B (en) | Design method of slope deep-buried shear pile supporting structure based on plane sliding method | |
| CN105735345A (en) | Composite type supporting and retaining structure and construction method adopting supporting and retaining structure | |
| CN205742216U (en) | A kind of Unfavorable geology foundation ditch that is used for puts slope excavation combined bearing structure | |
| CN113204828A (en) | Integral reinforcement design method considering landslide bottom building stability | |
| CN110565657A (en) | Supporting structure for reinforcing landslide and construction method | |
| CN115455528A (en) | Slope protection chair type anchor cable pile combined structure and calculation method thereof | |
| CN103866766A (en) | Steel anchor pier for landslide emergency treatment and construction method thereof | |
| CN114991185A (en) | Blocking device for engineering slope retaining and engineering slope emergency rescue method | |
| CN205502063U (en) | Combined type retaining structure | |
| CN206457843U (en) | A kind of band anchor retaining wall being combined with agent structure | |
| CN211690384U (en) | Expansive soil slope supporting structure | |
| CN116815819A (en) | Method and device for designing shear anchor rod support and retaining wall reinforcement of bedding cutting side slope | |
| CN114922208A (en) | Anchor cable blocking device for engineering slope retaining and engineering slope emergency rescue method | |
| CN106223344B (en) | A kind of ground line piled anchor frame foundation pit supporting method | |
| CN1027387C (en) | Method for supporting deep-foundation side wall by use of channel-section steel and anchor bar concrete pile | |
| CN106759400B (en) | Small-caliber drilling combined slide-resistant pile design method based on optimal distance-diameter ratio | |
| CN108914947A (en) | Foundation pit anchor wall draws the construction method of anchor supporting and its supporting construction of drilling tool and formation | |
| CN210459232U (en) | Soil nailing wall supporting structure for pure sand area | |
| CN111441794B (en) | Underground excavation construction method and structure for rebuilding existing tunnel into double-layer tunnel | |
| CN114411762A (en) | Rear-anchor type rigid foundation pit supporting structure and construction method | |
| CN208996052U (en) | The drilling tool of supporting construction and use that foundation pit anchor wall draws anchor supporting to be formed | |
| CN114032932A (en) | Construction method of mixed retaining structure | |
| CN114032767A (en) | Suspension bridge gravity type anchorage and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |