CN115017592A - Calculation method for rigid pile of push-type landslide pre-stressed anchor cable - Google Patents
Calculation method for rigid pile of push-type landslide pre-stressed anchor cable Download PDFInfo
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Abstract
The invention provides a calculation method of a push-type landslide pre-stressed anchor cable rigid pile, which comprises an anchor cable pile, an anchor cable and an anchor pier, wherein the pile top of the anchor cable pile is provided with the anchor cable, the anchor cable pile is fixedly connected with the anchor cable, one end of the anchor cable is fixed on the anchor pier, and the other end of the anchor cable is fixed in a stable rock-soil body of a side slope; the calculation method comprises the following steps: firstly, regarding an anchor cable pile and an anchor cable as a whole; secondly, calculating the resistance of soil in front of the pile of the push-type landslide at the pile position according to the movement form of the landslide; finally, establishing a balance equation according to the displacement deformation coordination at the anchor point; and calculating the corner of the pile body, the actual tension of the anchor cable, the elastic resistance of the side of the anchored pile section, the shearing force of the section of the pile body, the bending moment and the displacement according to a balance equation and the resistance of soil before the pile. The method takes the pile-anchor deformation coordination of the rigid pile of the prestressed anchor cable into consideration, calculates the actual tension of the anchor cable, the position of the pile body rotating point and the pile body displacement, and has the advantages that the calculation result is more practical, and the calculation method is simple and convenient.
Description
Technical Field
The invention relates to a calculation method for internal force of an anchor cable slide-resistant pile in the technical field of landslide hazard prevention and control, in particular to a calculation method for a push-type landslide pre-stressed anchor cable rigid pile.
Background
The prestressed anchor cable slide-resistant pile has the advantages of simple construction, more reasonable stress compared with the slide-resistant pile, lower construction cost, obvious treatment effect and the like, and is widely applied to landslide treatment; however, the design and calculation theory is still immature and lags behind the engineering application, and particularly, a pre-stressed anchor cable rigid pile lacks of a clear calculation method. The existing method for calculating the prestressed anchor cable rigid pile mainly has the problems that: 1. the actual tension of the anchor cable is taken as a value according to an empirical value, and the value taking method is not clear enough and has access to the actual stress; 2. the existing method for calculating the anchor cable pile elastic pile has a large pile top displacement value, and particularly the large-section anchor cable pile top displacement calculation is not consistent with the actual value; 3. a calculation formula for shear force and bending moment of a pile body of the rigid pile of the prestressed anchor cable in consideration of deformation coordination is lacked; 4. a calculation formula for coordinating the neutral point position of a pile body by considering the deformation of the anchor cable and the pile is lacked; 5. the anchor cable slide-resistant pile calculation does not consider the landslide motion state, so that the calculated value of the internal force of the pile body is larger, the design cost of the pile body is increased, and the economy is not enough; 6. the calculation process is complicated and not convenient enough.
Disclosure of Invention
Aiming at the defects in the background technology, the invention provides a calculation method of a push-type landslide pre-stressed anchor cable rigid pile, which is used for calculating the pile body internal force and displacement of the pre-stressed anchor cable rigid pile under the action of the push-type landslide; predicting the stress state of the prestressed anchor cable rigid pile; whether the prestressed anchor cable rigid pile is safe under the action of landslide thrust is tested; and a basis is provided for the structural design of the prestressed anchor cable pile.
The technical scheme of the invention is realized as follows:
a calculation method of a push-type landslide pre-stressed anchor cable rigid pile comprises the following steps of (1) enabling the push-type landslide pre-stressed anchor cable rigid pile to comprise an anchor cable pile, an anchor cable and anchor piers; an anchor rope is arranged at the pile top of the anchor rope pile, the anchor rope pile is fixedly connected with the anchor rope, one end of the anchor rope is fixed on the anchor block, and the other end of the anchor rope is fixed in rock-soil mass on the side slope;
the calculation method of the rigid pile of the pre-stressed anchor cable of the push-type landslide comprises the following steps: firstly, the anchor cable pile and the anchor cable are regarded as a whole, and the pile length of the pile above the sliding surface is set to be h 1 The length of the pile below the sliding surface is h 2 The height of the resistance of soil in front of the pile is h k The calculated width of the pile is B p (ii) a Secondly, calculating the pre-pile soil resistance of the push type landslide at the pile position according to the movement form of the landslide; finally, according to the displacement deformation coordination at the anchoring point, establishing a displacement deformation coordination balance equation; and calculating the corner of the pile body, the actual tension of the anchor cable, the elastic resistance of the side of the anchor section pile, the shearing force of the section of the pile body, the bending moment and the displacement according to a displacement deformation coordination balance equation, landslide thrust and the balance condition of the resistance of the soil in front of the pile.
Preferably, the method for calculating the pre-pile soil resistance of the push type landslide at the pile position according to the movement form of the landslide comprises the following steps: the front edge of the push-type landslide is provided with radial cracks, the cracks are parallel to the sliding direction, the anti-slide pile arranged at the lower part of the landslide is acted by the pre-pile soil resistance force, the pre-pile soil resistance force is related to the inclination angle of the pre-pile sliding surface, when the inclination angle is positive, the action of the pre-pile soil resistance force is ignored, and when the inclination angle is negative, the pre-pile soil resistance force is calculated;
pre-pile soil resistance E K Intensity distribution at ground surface of q 3 Resistance of soil before pile E K Intensity distribution at slip surface is q 4 (ii) a The calculation formulas are respectively as follows:
wherein S is the unit calculated area of soil before pile, b is the width of pile, m 1 The distribution coefficient of the resistance of the soil before the pile is shown, alpha is the inclination angle of the sliding surface before the pile, gamma is the gravity of the soil,
the internal friction angle of the soil.
Preferably, the coordinated equation of displacement and deformation of the anchor point is as follows:
d(P-P 0 )＝△φ(y 0 +d)；
wherein, P 0 The initial prestress of the anchor cable, P the actual tension of the anchor cable, delta the flexibility coefficient of the anchor cable, delta phi the rotation angle of the pile, y 0 The distance between the rotation point of the pile and the top end of the anchoring section is defined as d, and the distance between the anchoring point and the sliding surface is defined as d; and delta i ＝△φ(y 0 +d)，f i ＝d(P-P 0 )，
l i For the length of the free section of the anchor cable, A s The cross-sectional area of each anchor cable bundle, E g The elasticity modulus of the anchor cable is shown, and N is the number of the anchor cables in each hole;
the displacement deformation coordination balance equation comprises a shear balance equation and a bending moment balance equation at the pile bottom, which are respectively expressed as:
wherein A is a foundation coefficient at the sliding surface, m is a foundation proportionality coefficient, and Q 0 Shear force of pile at slip surface, M 0 Is a bending moment, and
q 1 distribution of intensity of landslide thrust on pile top, q 2 For the intensity distribution of the landslide thrust at the sliding surface, q 3 The strength distribution of the pre-pile soil resistance at the ground surface, q 4 The strength distribution of the resistance of the soil before the pile at the sliding surface is shown.
Preferably, the method for calculating the rotation angle Δ Φ of the pile is as follows:
preferably, the distance y of the turning point of the pile from the top end of the anchoring section 0 The calculation method comprises the following steps:
wherein Q is 1 Shear force, M, generated by piles at the sliding surface under the action of thrust of the landslide 1 Bending moment, Q, generated by pile on sliding surface under the action of thrust of landslide 2 Shear force M generated by pile at slip surface under action of resistance of soil in front of pile 2 Bending moment generated by the pile on the sliding surface under the action of the resistance of soil in front of the pile.
Preferably, the method for calculating the actual tension of the anchor cable comprises the following steps:
preferably, the calculation method of the pile-side elastic resistance of the anchoring section comprises the following steps:
σ i ＝(A+my)(y 0 -y)△φ；
where y is the distance from the calculated point to the sliding surface, σ i The pile side elastic resistance of the anchoring section is provided.
Preferably, the calculation of the shear force, the bending moment and the displacement of the section of the pile body is divided into four sections;
first stage-d<y≤h 1 The method for calculating the shearing force, the bending moment and the displacement of the section of the pile body comprises the following steps:
X i ＝△φ(y 0 +y)；
second stage-h k <The method for calculating the shear force, the bending moment and the displacement of the section of the pile body when y is less than or equal to d comprises the following steps:
X i ＝△φ(y 0 +y)；
third stage-0<y≤h k The method for calculating the section shearing force, the bending moment and the displacement of the pile body comprises the following steps:
X i ＝△φ(y 0 +y)；
the fourth stage-y is more than or equal to 0 and less than or equal to h 2 The method for calculating the shearing force, the bending moment and the displacement of the section of the pile body comprises the following steps:
X i ＝△φ(y 0 +y)；
wherein Q i Is a pile body section shearing force, M i Is a bending moment, X i Is a displacement.
Compared with the prior art, the invention has the following beneficial effects:
1) the method considers the pile-anchor deformation coordination of the prestressed anchor cable rigid pile, can calculate the actual tension of the anchor cable, the position of the pile body rotating point and the pile body displacement, and the calculation result of the internal force of the pile body is more practical; particularly, the displacement calculation result of the anchor cable pile with the large section is within 50mm according with the actual situation;
2) when the sliding surface in front of the pile is minus 5 degrees and the internal friction angle of the soil body of the sliding surface is 15 degrees, the method is adopted to calculate that the bending moment of the pile body is 26.48 percent less and the shearing force is 25.2 percent less than that of the existing cantilever pile, thereby being beneficial to reducing the structural reinforcement design and reducing the construction cost;
3) the method is simple and convenient to calculate, shortens the calculation process and improves the calculation efficiency.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a computational model of the present invention.
Fig. 2 is a pile anchor deformation coordination calculation model of the invention.
FIG. 3 is a comparison curve of pile-side elastic resistance calculated by the conventional cantilever method and the method of the present invention.
FIG. 4 is a shear force contrast curve calculated by the conventional cantilever method and the method of the present invention.
FIG. 5 is a comparison curve of bending moments calculated by the conventional cantilever method and the method of the present invention according to the present embodiment.
FIG. 6 is a graph showing the displacement comparison curves calculated by the conventional cantilever method and the method of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without inventive effort based on the embodiments of the present invention, are within the scope of the present invention.
The embodiment of the invention provides a calculation method of a push-type landslide pre-stressed anchor cable rigid pile, which comprises a large-section reinforced concrete pile, namely an anchor cable pile (the length of the general section is not less than 3m), an anchor cable and anchor piers. An anchor cable is arranged on the pile top of the anchor cable pile, the anchor cable pile is fixedly connected with the anchor cable, one end of the anchor cable is fixed on the anchor block, and the other end of the anchor cable is fixed in a rock-soil body with stable side slope.
The calculation model of the rigid anchor cable pile of the push-type landslide is shown in figure 1, and the pile length of the pile above the sliding surface is set to be h 1 The length of the pile below the sliding surface is h 2 The height of the resistance of soil in front of the pile is h k The calculated width of the pile is B p . The calculation method of the rigid pile of the push-type landslide pre-stressed anchor cable comprises the following steps: firstly, assuming that a prestressed anchor cable rigid pile bears landslide thrust, pile front soil resistance, anchor cable tension and pile surrounding soil acting force of an anchoring section; regarding the anchor cable piles and the anchor cables as a whole, wherein the displacement of the anchor pulling point piles is equal to the elongation of the anchor cables; secondly, calculating the pre-pile soil resistance of the push type landslide at the pile position according to the movement form of the landslide; finally, according to the displacement deformation coordination at the anchoring point, establishing a displacement deformation coordination balance equation; coordinating equilibrium equations, landslide thrust, and by displacement deformationAnd (4) calculating the corner of the pile body, the actual tension of the anchor cable, the pile side elastic resistance of the anchoring section, the shearing force of the section of the pile body, the bending moment and the displacement under the condition of the pre-pile soil resistance balance.
The front edge of the push-type landslide is provided with radial cracks, the cracks are parallel to the sliding direction, the anti-slide pile arranged at the lower part of the landslide is acted by the pre-pile soil resistance force, the pre-pile soil resistance force is related to the inclination angle of the pre-pile sliding surface, when the inclination angle is positive, the action of the pre-pile soil resistance force is ignored, and when the inclination angle is negative, the pre-pile soil resistance force is calculated;
pre-pile soil resistance E K Intensity distribution at ground surface of q 3 Resistance of soil before pile E K Intensity distribution at slip surface is q 4 (ii) a The calculation formulas are respectively as follows:
wherein S is the calculated area of soil unit before pile, b is the width of pile, m 1 The distribution coefficient of the resistance of the soil before the pile is shown, alpha is the inclination angle of the sliding surface before the pile, gamma is the gravity of the soil,
the internal friction angle of the soil.
Fig. 2 shows a pile anchor deformation coordination calculation model, and the displacement deformation coordination equation of the anchor pull point obtained from fig. 2 is:
d(P-P 0 )＝△φ(y 0 +d)；
wherein, P 0 Is the initial prestress of anchor cable, P is the actual tension of anchor cable, delta is the flexibility coefficient of anchor cable, delta phi is the rotation angle of pile, y 0 Is the distance from the pivot point of the pile to the top end of the anchoring section, d isThe distance of the anchor point from the sliding surface; and delta i ＝△φ(y 0 +d)，f i ＝δ(P-P 0 )，
l i For the length of the free section of the anchor cable, A s The cross-sectional area of each anchor cable bundle, E g The elasticity modulus of the anchor cable is shown, and N is the number of the anchor cables in each hole;
the displacement deformation coordination balance equation comprises a shear balance equation and a bending moment balance equation at the pile bottom, which are respectively expressed as:
wherein A is a foundation coefficient at the sliding surface, m is a foundation proportionality coefficient, and Q 0 Shear force of pile at slip surface, M 0 Is a bending moment, and
q 1 for the intensity distribution of landslide thrust on the pile top, q 2 For the intensity distribution of the landslide thrust at the sliding surface, q 3 The strength distribution of the pre-pile soil resistance at the ground surface, q 4 The strength distribution of the resistance of the soil before the pile at the sliding surface is shown.
The method for calculating the rotation angle delta phi of the pile comprises the following steps:
distance y between rotation point of pile and top end of anchoring section 0 The calculating method comprises the following steps:
wherein Q 1 Shear force, M, generated by piles at the sliding surface under the action of thrust of the landslide 1 Bending moment, Q, generated by pile on sliding surface under the action of thrust of landslide 2 Shear force, M, produced by the pile at the slip surface under the action of pre-pile soil resistance 2 Bending moment generated by the pile on the sliding surface under the action of the resistance of soil in front of the pile.
The method for calculating the actual tension of the anchor cable comprises the following steps:
the method for calculating the pile side elastic resistance of the anchoring section comprises the following steps:
σ i ＝(A+my)(y 0 -y)△φ；
where y is the distance from the calculated point to the sliding surface, σ i The pile side elastic resistance of the anchoring section is provided.
The calculation of the shear force, the bending moment and the displacement of the section of the pile body is divided into four sections;
first section-pile top to anchor point, i.e. d<y≤h 1 The method for calculating the section shearing force, the bending moment and the displacement of the pile body comprises the following steps:
X i ＝△φ(y 0 +y)；
second section-anchor point to resistance soil height, i.e. h k <The method for calculating the shear force, the bending moment and the displacement of the section of the pile body when y is less than or equal to d comprises the following steps:
X i ＝△φ(y 0 +y)；
third stage-high to the slip surface of the anti-soil, namely 0<y≤h k The method for calculating the shearing force, the bending moment and the displacement of the section of the pile body comprises the following steps:
X i ＝△φ(y 0 +y)；
the fourth section below the sliding surface, i.e. y is 0-h 2 The method for calculating the shearing force, the bending moment and the displacement of the section of the pile body comprises the following steps:
X i ＝△φ(y 0 +y)；
wherein Q is i Is a pile body section shearing force, M i Is a bending moment, X i Is a displacement.
Specific examples
A certain landslide of the Sichuan-Tibet highway is positioned on the west side of the Erlangshan mountain in Sichuan province, and the landslide is restored to slide due to the piling and loading of engineering construction. The scale is large, the generation and development mechanism is very complex, and the method is representative in landslide groups near the Erlangshan tunnel. The landslide is steep in terrain with an average slope of about 43 degrees, and the landform areas belong to the middle and high mountain areas of the gantry mountain. The front edge of the landslide region has the lowest elevation 1840m, the rear edge of the landslide region has the highest elevation 2135m, the height difference of the front edge and the rear edge is close to 200m, the length of the front edge and the rear edge is about 250m, the width of the line is about 500m, and the thickness of a sliding body is close to 40 m. The landslide control engineering adopts comprehensive prevention and control engineering measures and prestressed anchor cable anti-slide piles.
And calculating the thrust of the C-C section of the main landslide section of the landslide by adopting an unbalanced thrust coefficient method in landslide prevention engineering design and construction technical specification. The design parameters of the prestressed anchor cable rigid pile are shown in the following table 1.
TABLE 1 calculation parameter table for prestressed anchorage cable rigid pile
The main sliding section is calculated according to the theoretical calculation model provided by the invention. The actual tension P of the anchor cable is 2161KN, and the distance y between the rotation point of the pile and the sliding surface is calculated 0 At 6.125m, pile rotation angle 0.000223rad, and pile shaft structure internal forces and displacements are shown in fig. 3, 4, 5 and 6. As shown in fig. 5, the prestress of the anchor cable from the pile top to the anchor point is represented as positive bending moment, the negative bending moment from the anchor point increases first and then decreases, and then decreases to 0 and then continues to increase along the reverse direction, the maximum bending moment is 2m below the slip surface, the maximum bending moment is 20852KN · m, the maximum bending moment starts to decrease after reaching the maximum value, and the bending moment close to the pile bottom is 0; as shown in fig. 4, the shear force at the pile top is 0, is first a positive value with increasing depth, then is reduced to a negative value, the shear force after passing through the anchor pulling point is gradually reduced with increasing depth, is continuously increased along the reverse direction after being reduced to 0, is then reduced to 0, has the maximum shear force of 4156KN, and is located at the position 6m below the sliding surface. The shearing force and the bending moment of the pile bottom are both close to 0. As shown in fig. 6, the displacement of the pile body at the pile top is the largest and is 7.17mm, the displacement of the pile body is gradually reduced along with the increase of the depth, the displacement of the pile body is 0 at the rotation point of the pile, and the displacement of the pile body is increased in the opposite direction. As shown in FIG. 3, the elastic resistance of the pile side at the top end of the pile anchoring section is 820KN/m, the elastic resistance of the pile side is gradually reduced along with the increase of the depth, and the elastic resistance is continuously increased along the reverse direction after the elastic resistance is reduced to 0. Regardless of the action of the resistance of soil in front of the pile,the maximum shearing force and the maximum bending moment of the pile body are 5196KN and 28362KN m respectively, and the bending moment of the pile body calculated by adopting the method is 26.48 percent less than the bending moment of the pile body calculated without considering the resistance of soil before the pile, and the shearing force is 25.2 percent less.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (8)
1. A calculation method of a push-type landslide pre-stressed anchor cable rigid pile is characterized in that the push-type landslide pre-stressed anchor cable rigid pile comprises an anchor cable pile, an anchor cable and anchor piers; an anchor cable is arranged on the pile top of the anchor cable pile, the anchor cable pile is fixedly connected with the anchor cable, one end of the anchor cable is fixed on the anchor block, and the other end of the anchor cable is fixed in the rock-soil body of the side slope;
the calculation method of the push-type landslide pre-stressed anchor cable rigid pile comprises the following steps: firstly, regarding the anchor cable pile and the anchor cable as a whole, and setting the pile length of the pile above a sliding surface as h 1 The length of the pile below the sliding surface is h 2 The height of the resistance of soil in front of the pile is h k The calculated width of the pile is B p (ii) a Secondly, calculating the pre-pile soil resistance of the push type landslide at the pile position according to the movement form of the landslide; finally, according to the displacement deformation coordination at the anchoring point, establishing a displacement deformation coordination balance equation; and calculating the corner of the pile body, the actual tension of the anchor cable, the elastic resistance of the side of the anchor section pile, the shearing force of the section of the pile body, the bending moment and the displacement according to a displacement deformation coordination balance equation, landslide thrust and the balance condition of the resistance of the soil in front of the pile.
2. The method for calculating the pile-front soil resistance of the push-type landslide prestressed anchor cable according to claim 1, wherein the method for calculating the pile-front soil resistance of the push-type landslide at the pile position according to the movement form of the landslide comprises the following steps: the front edge of the push-type landslide is provided with radial cracks, the cracks are parallel to the sliding direction, the anti-slide pile arranged at the lower part of the landslide is acted by the pre-pile soil resistance force, the pre-pile soil resistance force is related to the inclination angle of the pre-pile sliding surface, when the inclination angle is positive, the action of the pre-pile soil resistance force is ignored, and when the inclination angle is negative, the pre-pile soil resistance force is calculated;
pre-pile soil resistance E K Intensity distribution at ground surface of q 3 Resistance of soil before pile E K Intensity distribution at slip surface is q 4 (ii) a The calculation formulas are respectively as follows:
wherein S is the calculated area of soil unit before pile, b is the width of pile, m 1 The distribution coefficient of the resistance of the soil before the pile is shown, alpha is the inclination angle of the sliding surface before the pile, gamma is the gravity of the soil,
the internal friction angle of the soil.
3. The calculation method for the pushing-type landslide pre-stressed anchor cable rigid pile according to claim 1 or 2, wherein the coordination equation of displacement and deformation of the anchor point is as follows:
d(P-P 0 )＝△φ(y 0 +d)；
wherein, P 0 Is the initial prestress of anchor cable, P is the actual tension of anchor cable, delta is the flexibility coefficient of anchor cable, delta phi is the rotation angle of pile, y 0 The distance between the rotation point of the pile and the top end of the anchoring section is d, and the distance between the anchoring point and the sliding surface is d; and delta i ＝△φ(y 0 +d)，f i ＝d(P-P 0 )，
l i For the length of the free section of the anchor cable, A s The cross-sectional area of each anchor cable bundle, E g The elasticity modulus of the anchor cable is shown, and N is the number of the anchor cables in each hole;
the displacement deformation coordination balance equation comprises a shear balance equation and a bending moment balance equation at the pile bottom, which are respectively expressed as:
wherein A is a foundation coefficient at the sliding surface, m is a foundation proportionality coefficient, Q 0 Shear force of pile at slip surface, M 0 Is a bending moment, and
q 1 for the intensity distribution of landslide thrust on the pile top, q 2 For the intensity distribution of the landslide thrust at the sliding surface, q 3 The strength distribution of the pre-pile soil resistance at the ground surface, q 4 The strength distribution of the resistance of the soil before the pile at the sliding surface is shown.
4. The method for calculating the push-type landslide prestressed anchor cable rigid pile according to claim 3, wherein the method for calculating the rotation angle Δ φ of the pile comprises:
5. the method for calculating the rigid pile of the prestressed anchor cable for the sliding slope according to claim 3, wherein the method comprises the following stepsDistance y between rotation point of pile and top end of anchoring section 0 The calculation method comprises the following steps:
wherein Q is 1 Shear force, M, generated by piles at the sliding surface under the action of thrust of the landslide 1 Bending moment, Q, generated by pile on sliding surface under the action of thrust of landslide 2 Shear force M generated by pile at slip surface under action of resistance of soil in front of pile 2 Bending moment generated by the pile on the sliding surface under the action of the resistance of soil in front of the pile.
6. The method for calculating the pushing type landslide pre-stressed anchor cable rigid pile as claimed in claim 3, wherein the method for calculating the actual tension of the anchor cable is as follows:
7. the method for calculating the pile-side elastic resistance of the pile of the push-type landslide pre-stressed anchor cable according to claim 3, wherein the method for calculating the pile-side elastic resistance of the anchoring section comprises the following steps:
σ i ＝(A+my)(y 0 -y)△φ；
where y is the distance from the calculated point to the sliding surface, σ i The pile side elastic resistance of the anchoring section is provided.
8. The method for calculating the pushing-type landslide pre-stressed anchor cable rigid pile according to claim 7, wherein the calculation of the shear force of the section of the pile body, the bending moment and the displacement is divided into four sections;
first stage-d<y≤h 1 The method for calculating the shearing force, the bending moment and the displacement of the section of the pile body comprises the following steps:
X i ＝△φ(y 0 +y)；
second stage-h k <The method for calculating the shear force, the bending moment and the displacement of the section of the pile body when y is less than or equal to d comprises the following steps:
X i ＝△φ(y 0 +y)；
third stage-0<y≤h k The method for calculating the shearing force, the bending moment and the displacement of the section of the pile body comprises the following steps:
X i ＝△φ(y 0 +y)；
the fourth stage-y is more than or equal to 0 and less than or equal to h 2 The method for calculating the shearing force, the bending moment and the displacement of the section of the pile body comprises the following steps:
X i ＝△φ(y 0 +y)；
wherein Q is i Is a pile body section shearing force, M i Is a bending moment, X i Is a displacement.
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