JP6958528B2 - Landslide prevention piles and their design methods - Google Patents

Description

The present invention is a landslide for suppressing a landslide in which a moving layer above the slip surface slides along the slip surface with respect to an immovable layer below the slip surface with a slip surface estimated in the ground as a boundary. It relates to a deterrent pile and its design method.

Regarding the landslide prevention pile, for example, Patent Document 1 discloses a pile for the purpose of improving the economic efficiency of the pile body and installing it efficiently.
In general, landslide deterrent piles, including those disclosed in Patent Document 1, set the insufficient safety factor for the estimated slip surface as a necessary deterrent force, and act on the pile with the necessary deterrent force as an external force. The degree of stress at the time is examined.

There are four types of calculation methods for the stress generated when the required deterrent force is applied: wedge piles, restraint piles, reinforcing piles, and shear piles, and the design formula is selected according to the ground conditions and the installation position of the piles (Non-Patent Documents). 1). Of these design methods, the design formulas for the three types of piles, excluding shear piles, are based on the idea that a ground reaction force that is first-order proportional to the deflection of the pile acts on the pile.

When steel pipes are used as piles to prevent landslides, SKK400 (long-term allowable bending stress 140 N / mm ² ), SKK490 (long-term allowable bending stress 185 N / mm ² ), SM570 (long-term allowable bending stress 255 N / mm ² ) Etc. are used, and the pipe diameter and plate thickness are determined according to the generated stress.

In addition, since landslide prevention piles are often installed in mountainous areas for purposes of use, steel pipes with a diameter of 550 mm or less are often used from the viewpoint of ease of transportation and construction. Therefore, there is a limit to increasing the pipe diameter in improving the rigidity of the pile, and it is generally necessary to secure the rigidity by increasing the plate thickness. Therefore, there is a problem that the plate thickness becomes large in the place where the generated stress is large, and therefore the weight of the steel material becomes large.

Japanese Unexamined Patent Publication No. 11-172687

Landslide Countermeasure Technology Association (currently Slope Disaster Prevention Technology Association), "New Edition Landslide Steel Pipe Pile Design Guidelines", Landslide Countermeasure Technology Association (currently Slope Disaster Prevention Technology Association), June 2003, p. 29-93

As mentioned above, landslide prevention piles designed by the method of wedge piles, restraint piles, and reinforcing piles consider the ground reaction force proportional to the deflection of the piles as the resistance force. This point will be described with reference to FIG. In FIG. 7, 1 is a moving layer, 3 is an immovable layer, 5 is a slip surface, 9 is a landslide prevention pile (hereinafter, may be simply referred to as a “pile”), and FIG. 7A shows a landslide prevention pile. The ground reaction force acting on the pile 9 is shown by an arrow, and the bending moment acting on the landslide prevention pile 9 is shown by a curve. FIG. 7B schematically shows the deflection of the landslide prevention pile 9 when it receives the acting force. It is shown in.
As shown in FIG. 7, in the case of a thin-walled pile having a thin plate thickness, the rigidity is small and the landslide prevention pile 9 has a large deflection, so that the ground reaction force considered as a resistance force becomes large.

When the acting force is constant, if the plate thickness is increased to increase the rigidity of the landslide prevention pile 9, the deflection of the landslide prevention pile 9 becomes smaller as shown in FIG. The ground reaction force to be considered becomes smaller. As a result, the bending moment generated in the landslide prevention pile 9 becomes larger, and in order to increase the rigidity of the landslide prevention pile 9, the plate thickness must be further increased, resulting in a vicious cycle in which the weight of the steel material increases more and more. ..

Further, if the rigidity of the landslide prevention pile 9 is increased, the penetration length of the pile into the immovable layer 3 required for the pile to be sufficiently flexed is also increased. Therefore, the weight of the steel material is also large and uneconomical. Designed.

The present invention has been made to solve such a problem, and an object of the present invention is to provide a landslide deterrent pile and a design method thereof that can reduce the weight of steel materials and reduce the construction cost when designed with a restraint pile. And.

(1) In the landslide prevention pile according to the present invention, the moving layer above the slip surface is along the slip surface with respect to the immovable layer below the slip surface with the slip surface in the ground as a boundary. It is for deterring slippery landslides,
The landslide prevention pile is a steel pipe pile which is a holding pile, and the allowable stress degree σ _a of the steel material constituting the steel pipe pile and the rigidity EI of the steel pipe pile satisfy the following equation.
300 ≤ σ _a ... (1)
EI ≤ 109.16 Pcosθ ・ H ^0.8 -20783 ・ ・ ・ (2)
However, σ _a : allowable stress (N / mm ² )
E: Young's modulus of steel (kN / m ² )
I: Moment of inertia of area of steel pipe pile (m ⁴ )
EI: Rigidity of steel pipe pile (kN ・ m ² )
H: Thickness of moving layer (m)
P: Deterrence per unit depth required to deter landslides (kN / m)
θ: Slip surface inclination angle (°)

(2) In the method for designing a landslide prevention pile according to the present invention, with respect to the immovable layer below the slip surface with the slip surface in the ground as a boundary, the moving layer above the slip surface is the slip. It is for suppressing landslides that slide along the surface,
The landslide prevention pile is a steel pipe pile designed by the restraint pile design method, and is designed so that the allowable stress σ _a of the steel material constituting the steel pipe pile and the rigidity EI of the steel pipe pile satisfy the following equation. be.
300 ≤ σ _a ... (1)
EI ≤ 109.16 Pcosθ ・ H ^0.8 -20783 ・ ・ ・ (2)
However, σ _a : Allowable stress level of steel (N / mm ² )
E: Young's modulus of steel (kN / m ² )
I: Moment of inertia of area of steel pipe pile (m ⁴ )
EI: Rigidity of steel pipe pile (kN ・ m ² )
H: Thickness of moving layer (m)
P: Deterrence per unit depth required to deter landslides (kN / m)
θ: Slip surface inclination angle (°)

According to the present invention, the pile is a landslide-preventing pile having a large allowable stress of the steel material and a small rigidity of the steel pipe pile, the flexibility of the pile is sufficiently exhibited, the weight of the steel material can be reduced, and the construction cost can be suppressed. realizable.

It is explanatory drawing of the trial calculation model used for studying the landslide prevention pile which concerns on embodiment of this invention. It is a graph which showed the relationship between the steel material weight ratio and the allowable stress degree for all the cases shown in Tables 1 and 2. It is a graph which showed the relationship between the rigidity of a pile and the allowable stress degree about the case of No. 1 to No. 10 shown in Table 1. It is explanatory drawing explaining the procedure of obtaining the range which the rigidity of a pile should satisfy from the range which should satisfy the allowable stress degree about the case of No. 1 to No. 10 shown in Table 1. For all the cases shown in Tables 1 and 2, the rigidity of the extracted piles is graphically displayed with the rigidity of the piles on the vertical axis and the discovered parameters on the horizontal axis. It is a graph which verified the validity of the allowable stress degree of the steel material and the rigidity of a pile specified in this invention for all the cases shown in Tables 1 and 2. It is a figure explaining the problem which the invention tries to solve (the 1). It is a figure explaining the problem which the invention tries to solve (the 2).

In the landslide prevention pile according to the present embodiment, the moving layer above the slip surface is along the slip surface with respect to the immovable layer below the slip surface with the slip surface in the ground as a boundary. It is a landslide prevention pile to prevent slipping landslides.
The landslide prevention pile is a steel pipe pile designed by the restraint pile design method, and the allowable stress degree σ _a of the steel material constituting the steel pipe pile and the rigidity EI of the steel pipe pile are given by the following equations (1) and (2). It is characterized by satisfying.
300 ≤ σ _a ... (1)
EI ≤ 109.16 Pcosθ ・ H ^0.8 -20783 ・ ・ ・ (2)
However, σ _a : Allowable stress level of steel (N / mm ² )
E: Young's modulus of steel (kN / m ² )
I: Moment of inertia of area of steel pipe pile (m ⁴ )
EI: Rigidity of steel pipe pile (kN ・ m ² )
H: Thickness of moving layer (m)
P: Deterrence per unit depth required to deter landslides (kN / m)
θ: Slip surface inclination angle (°)

Hereinafter, the process of deriving the above mathematical formula will be described.
When the landslide deterrent pile is designed as a landslide deterrent pile, in order to reduce the weight of the steel material and reduce the construction cost, we considered using a steel pipe with a higher yield point as the landslide deterrent pile. That is, (a) high-strength steel is used as the steel material constituting the steel pipe pile to raise the yield point, in other words, the allowable stress is increased so that the pile does not break even if it is greatly bent, and (b). The purpose is to reduce the rigidity of the steel pipe pile and bend the steel pipe pile to a large extent to obtain a sufficient ground reaction force for a rational design.

Therefore, we performed trial calculations of restraint piles under various design conditions. The outline of the trial calculation model is shown in FIG. In the trial calculation model, a moving layer 1 (N value = N ₁ ) having a thickness H is placed above the immovable layer 3 (N value = N ₂ ) via a slip surface 5 having an inclination angle θ, and a landslide prevention pile. It is assumed that the steel pipe pile 7 is penetrated from the moving layer 1 through the sliding surface 5 to the immovable layer 3.

The conditions for the trial calculation are as follows.
The required deterrent force per 1 m in depth was 700 kN / m and 800 kN / m, and the thickness H of the moving layer 1 was 5 m and 7 m. Further, the inclination angles θ of the slip surface 5 were set to 15 ° and 30 °. Furthermore, assuming that the immovable layer 3 is a hard ground, the N value was fixed at 50.
Assuming that one steel pipe pile 7 is installed per 1 m in depth, the plate thickness required when the pipe diameter is changed in the range of 100 mm to 550 mm was calculated.
Long bending allowable stress of the steel, SKK400 is 140N / mm ^2, SKK490 is 185N / mm ^2, SM570 was 255N / mm ^2. For more high strength material, it was ^{300N / mm 2, 350N / mm} 2, 400N / mm 2, 450N / mm 2, 500N / mm 2, 550N / mm 2, 600N / mm 2.

The results of the trial calculation are shown in Tables 1 and 2. In the table, the safety of the pile is ensured by satisfying the design conditions as a holding pile for various ground conditions and steel types, and the combination of pipe diameter and plate thickness with the smallest steel weight is represented. Is shown.

The mathematical formulas used as the basis for calculating each numerical value shown in Tables 1 and 2 are as follows.

For all of No. 1 to No. 80 shown in Tables 1 and 2, the horizontal axis is the allowable stress of the steel material σ _a (N / mm ² ), and the vertical axis is the same ground with the steel material weight W (t) for each steel type. It is as shown in FIG. 2 when displayed in a graph in which the steel weight ratio (W / W _{0 ) to the steel weight W 0} (t) at SKK400 under the conditions.
In the graph of Fig. 2, it was found that a high correlation with _{W / W 0} = 704.55σ _a ^{-1.338 as an approximate expression can be obtained by power approximation.}

From this approximation formula, in the design of restraint piles, the larger the allowable stress of the steel, the smaller the weight of the steel, but the ratio of the weight of the steel to the increase of the allowable stress (the slope of the tangent of the power approximation curve). It can be seen that the absolute value) gradually decreases.

We examined how to set the allowable stress based on this approximate expression to make a rational design for a holding pile.
First, since the weight of the steel can be reduced as the allowable stress of the steel increases, it is preferable to increase the allowable stress as much as possible from the viewpoint of reducing the weight of the steel.
The ratio of the weight of the steel material that can be reduced with respect to the increase in the allowable stress (absolute value of the slope of the tangent line of the power approximation curve) gradually decreases, in other words, in the region where the allowable stress is small, the allowable stress Considering that a large reduction in steel weight can be realized by increasing the degree a little, further rationalization can be achieved in a region where the reduction rate of steel weight is high, in other words, in a region where the allowable stress is small. It is a rational design to set the lower limit value.

Looking at the graph in Fig. 2, for example, at ^{the stage of SM570 (allowable stress degree 255 N / mm 2} ) used as a conventional technology, the ratio of reducing the weight of the steel material is relatively large, so it is even higher than this allowable stress degree. It can be said that it is rational to set a large allowable stress.
As described above, as the allowable stress increases, the ratio of the weight of the steel material that can be reduced with respect to the increase in the allowable stress (absolute value of the slope of the tangent of the power approximation curve) gradually decreases. The slope of the tangent of the curve becomes smaller from around 300 N / mm ² (slope of the tangent line: -0.00152), and from this, the weight of the steel material is reduced in the region ^{where the allowable stress is less than 300 N / mm 2.} Due to the high rate, sufficient rationalization has not been achieved in this area, in other words ^{, setting the allowable stress to 300 N / mm 2} or more is a rational design.

Next, we examined how much the rigidity of the pile needs to be reduced in order to have a rational design as a holding pile. Since the rigidity of the piles for which the design is established differs depending on the ground conditions, an evaluation formula for the rigidity of the piles according to the ground conditions is required.
First, based on the results of the trial design, the vertical axis: pile rigidity (kN / m ² ) and the horizontal axis: allowable stress of steel materials were arranged under the conditions of each board. Do you get it. As an example, the graph of FIG. 3 shows the arrangement results of No. 1 to No. 10 in Table 1 in which the ground conditions are common. The dotted line in FIG. 3 indicates a power approximation curve. Here, the approximate expression was EI = 8.572 × 10 ⁷ × σ _a ^-1.024 .

For all the ground conditions in Tables 1 and 2, as described above, the allowable stress of the steel material is obtained as a condition for rational pile design (see Fig. 2), so this allowable stress was derived. It is necessary to find the relationship between the allowable stress and the rigidity of the pile for each board condition on the premise of the conditions.
In the examination of all cases in Tables 1 and 2, the allowable stress was set to 300 N / mm ² or more based on the slope of the tangent of the power approximation curve. Therefore, for each board condition, as in the case of all cases, an approximate expression (approximate curve) showing the relationship between the allowable stress and the ratio of the steel material weight is obtained, and when the slope of the tangent line of this approximate curve is -0.00152. That is, the allowable stress when the lower limit of the allowable stress obtained in FIG. 2 is reached is calculated from the approximate expression.
Then, the rigidity of the pile at the calculated allowable stress is obtained by a power approximation formula.
By performing these procedures for each ground condition, the rigidity of the pile under each ground condition is obtained, and the rigidity of the pile under all the ground conditions is arranged, the condition that the rigidity of the pile should be satisfied is obtained.
The condition of Eq. (2) is that the rigidity of the pile is obtained by the above procedure.

The above procedure will be specifically described with reference to FIG. 4 with respect to No. 1 to No. 10 having common ground conditions.
In Fig. 4 (a), for No. 1 to No. 10 with common ground conditions, the horizontal axis is the allowable stress of the steel material σ _a (N / mm ² ), and the vertical axis is the same as in Fig. 2, for each steel type. The graph is displayed as the steel weight ratio (W / W _{0 ) to the steel weight W 0} (t) at SKK400 under the same ground condition of the steel weight W (t), and FIG. 4 (b) is the same as that of FIG. belongs to. The dotted lines in FIGS. 4 (a) and 4 (b) show power approximation curves for each set of data.
In the approximate curve shown in FIG. 4A, the allowable stress when the slope of the tangent is -0.00152 is 302 N / mm ² , and the rigidity EI of the pile when the allowable stress is 302 N / mm ^{2 is obtained.} When calculated in FIG. 4 (b), it is 247556 (kN · m ² ).

According to the above procedure, the rigidity EI of the pile was obtained for each pile with common ground conditions, and the parameters corresponding to the ground conditions that can be arranged by an approximate formula for the obtained rigidity of the pile were searched for and shown in the following equation (3). I found a parameter.

Pcosθ ・ H ^0.8・ ・ ・ (3)
However, P: Deterrence per unit depth required to prevent landslides (kN / m)
θ: Slip surface inclination angle (°)
H: Thickness of moving layer (m)

In FIG. 5, the vertical axis shows the rigidity (kN · m ² ) of the extracted pile, and the horizontal axis shows the value of the parameter of the above equation (3), which is plotted for all cases in Tables 1 and 2. Is. In FIG. 5, the plots are large because the plurality of plots overlap.
By linearly approximating FIG. 5, the following equation (4) can be obtained.

EI = 109.16Pcosθ ・ H ^0.8 -20783 ・ ・ ・ (4)
However, E: Young's modulus of steel (kN / m ² )
I: Moment of inertia of area of steel pipe pile (m ⁴ )
EI: Rigidity of steel pipe pile (kN ・ m ² )
H: Thickness of moving layer (m)
P: Deterrence per unit depth required to deter landslides (kN / m)
θ: Slip surface inclination angle (°)

The region below the straight line shown in FIG. 5 (the region where the circle shown in the figure exists) is the region where the rigidity of the pile should be satisfied based on the allowable stress.
When this region is expressed by a mathematical formula, it becomes the following equation (2), and if the rigidity of the pile satisfies the equation (2), it can be said that the design is rational.

EI ≤ 109.16 Pcosθ ・ H ^0.8 -20783 ・ ・ ・ (2)
However, E: Young's modulus of steel (kN / m ² )
I: Moment of inertia of area of steel pipe pile (m ⁴ )
EI: Rigidity of steel pipe pile (kN ・ m ² )
H: Thickness of moving layer (m)
P: Deterrence per unit depth required to deter landslides (kN / m)
θ: Slip surface inclination angle (°)

In order to examine the validity of equation (2), the results of the trial design ^{were arranged as shown in Fig. 6 with the vertical axis: pile rigidity (kN ・ m 2} ) and the horizontal axis: parameter values of equation (2). Note that, in FIG. 6, plots of all cases that deviate from the range of the vertical axis and the horizontal axis shown in FIG. 6 are excluded.
When the allowable stress is 300 N / mm ² or more, it is in the region below the straight line of the broken line in FIG. 6, and the rigidity of the pile satisfies the equation (2), so it can be said that there is no problem in the evaluation equation.

As described above, according to the present invention, the pile is a landslide-preventing pile having a large allowable stress of the steel material and a small rigidity of the steel pipe pile 7, and the flexibility of the pile can be sufficiently exhibited and the weight of the steel material can be reduced. , Construction cost can be suppressed.

Considering some of the items shown in Tables 1 and 2, for example, when the required deterrent force is 700 kN / m, the thickness of the moving layer is 5 m, and the inclination angle of the slip surface is 15 ° (No. 1 to No. in Table 1). .10), pipe diameter, plate thickness, steel material weight, and the ratio of the upper limit of equation (2) to pile rigidity are SKK400 (allowable stress degree 140 N / mm ² ), pipe diameter 550 mm, plate thickness 58 mm, 8.32, respectively. t, 2.06. Under the same conditions, in SKK490 (allowable stress degree 185 N / mm ² ), the pipe diameter, plate thickness, steel material weight, and the ratio of the upper limit value of equation (2) to the pile rigidity are 550 mm in pipe diameter and 39 mm in plate thickness, respectively. , 5.51t, 1.54. On the other hand, for those with an allowable stress of 300 kN / mm ² , the pipe diameter, plate thickness, steel material weight, and the ratio of the upper limit of Eq. (2) to the pile rigidity are as follows: pipe diameter 550 mm, plate thickness 21 mm, 2.86, respectively. It becomes t, 0.92. Looking at the ratio of the weight of steel materials used, if SKK400 is 1.0, SKK490 is 0.66, the allowable stress is 300 kN / mm ² , and the allowable stress is 0.34. If the allowable stress is 300 kN / mm ² , the weight of steel can be significantly reduced. can.

The reduction rate of the weight of the steel material by using the high-strength steel decreases as the allowable stress increases, but on the other hand, the material cost increases. Therefore, the allowable stress preferably satisfies the equation (5). Is more desirable.
300 ≤ σ _a ≤ 400 ・ ・ ・ (5)

In addition, the point of action of the maximum bending moment generated on the pile is theoretically near the sliding surface 5, and a large bending moment does not occur near the ground surface or at the lower end of the pile, but in reality, the position of the sliding surface 5 or the position of the sliding surface 5 depends on the point. Since the ground conditions in the ground change, it is desirable that the rigidity and allowable stress of the piles be uniform.

1 Moving layer 3 Immovable layer 5 Sliding surface 7 Steel pipe pile 9 Landslide prevention pile (conventional example)

Claims (3)

A landslide deterrent pile for suppressing a landslide in which a moving layer above the slip surface slides along the slip surface with respect to an immovable layer below the slip surface with a slip surface in the ground as a boundary . It ’s a construction method ,
What the landslide restraining piles which a steel pipe pile is restrained pile, and the stiffness EI of the allowable stress sigma _a and steel pipe pile is a long allowable bending stress of the steel constituting the steel pipe pile satisfies the following formula, A method of constructing a landslide prevention pile that penetrates the slip surface and penetrates to the immovable layer.
300 ≤ σ _a ... (1)
EI ≤ 109.16 Pcosθ ・ H ^0.8 -20783 ・ ・ ・ (2)
However, σ _a : Allowable stress level of steel (N / mm ² )
E: Young's modulus of steel (kN / m ² )
I: Moment of inertia of area of steel pipe pile (m ⁴ )
EI: Rigidity of steel pipe pile (kN ・ m ² )
H: Thickness of moving layer (m)
P: Deterrence per unit depth required to deter landslides (kN / m)
θ: Slip surface inclination angle (°) A landslide deterrent pile for suppressing a landslide in which a moving layer above the slip surface slides along the slip surface with respect to an immovable layer below the slip surface with a slip surface in the ground as a boundary. It ’s a design method,
The landslide prevention pile is a steel pipe pile designed by the restraint pile design method, and the allowable stress degree σ _a , which is the long-term allowable bending stress degree of the steel material constituting the steel pipe pile, and the rigidity EI of the steel pipe pile are given by the following formulas. A method of designing landslide prevention piles that are designed to meet.
300 ≤ σ _a ... (1)
EI ≤ 109.16 Pcosθ ・ H ^0.8 -20783 ・ ・ ・ (2)
However, σ _a : Allowable stress level of steel (N / mm ² )
E: Young's modulus of steel (kN / m ² )
I: Moment of inertia of area of steel pipe pile (m ⁴ )
EI: Rigidity of steel pipe pile (kN ・ m ² )
H: Thickness of moving layer (m)
P: Deterrence per unit depth required to deter landslides (kN / m)
θ: Slip surface inclination angle (°) A moving layer having a thickness of H is arranged above the immovable layer via a sliding surface having an inclination angle θ.
A landslide deterrent structure in which a steel pipe pile, which is a landslide deterrent pile, penetrates from the moving layer to the immovable layer through the slip surface.
The steel pipe pile is a holding pile, and the allowable stress degree σ, which is the long-term allowable bending stress degree of the steel material constituting the steel pipe pile. _a A landslide deterrent structure in which the rigidity EI of the steel pipe pile satisfies the following formula.
300 ≤ σ _a ... (1)
EI ≤ 109.16 Pcosθ ・ H ^0.8 -20783 ・ ・ ・ (2)
However, σ _a : Allowable stress of steel (N / mm) ² )
E: Young's modulus of steel (kN / m) ² )
I: Moment of inertia of area of steel pipe pile (m) ^Four )
EI: Rigidity of steel pipe pile (kN ・ m ² )
H: Thickness of moving layer (m)
P: Deterrence per unit depth required to deter landslides (kN / m)
θ: Slip surface inclination angle (°)

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