CN115717387A - Design method of steel pipe pile supporting system comprehensively considering shearing resistance and supporting effect - Google Patents
Design method of steel pipe pile supporting system comprehensively considering shearing resistance and supporting effect Download PDFInfo
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- CN115717387A CN115717387A CN202211586712.7A CN202211586712A CN115717387A CN 115717387 A CN115717387 A CN 115717387A CN 202211586712 A CN202211586712 A CN 202211586712A CN 115717387 A CN115717387 A CN 115717387A
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Abstract
The invention provides a design method of a steel pipe pile supporting system comprehensively considering shearing resistance and supporting effect, which comprises the following steps: and a data measurement step, wherein the following road surface data are obtained through measurement: road width and weight of road surface, uniform load of road surface, inclination angle of weak structural surface in roadbed rock mass and internal friction angle of weak structural surface
Stabilizing the road length on the bedrock, the self weight of the sliding bedrock and the weight of the top road; a first stress analysis step of establishing a calculation equation of the down-sliding force of the sliding mass base rock, a calculation equation of the down-sliding force of the sliding mass base rock and the residual down-sliding forceA slip force calculation equation; a second stress analysis step, namely establishing a vertical force balance equation and a horizontal balance equation; and obtaining a horizontal shear resistance calculation equation integrally borne by all the steel pipe piles according to the residual glide force calculation formula, the vertical force balance equation and the horizontal balance equation, and finally obtaining the minimum arrangement number of the steel pipe piles.
Description
Technical Field
The invention belongs to the field of rock design, and particularly relates to a design method of a steel pipe pile supporting system comprehensively considering shearing resistance and supporting effects.
Background
In order to meet the demand of rapid development of social economy, highway infrastructure construction is vigorously developed in various regions, and in the southwest region of China, geological conditions are complex, rainfall is abundant, and roadbed stability is greatly tested. The roadbed is exposed in the natural environment for a long time, the soil body dead weight, the driving load, the rainwater infiltration and other factors cause the uneven deformation of the roadbed, the driving quality and the driving safety are influenced, and the road subsidence occurs in serious cases, the road surface is damaged, and the traffic is interrupted. In particular, the road subsidence caused by the liquefaction and softening phenomena of the road foundation soil has higher difficulty in treating the foundation. The traditional reinforcement treatment means such as large-range filling and replacement, grouting, dynamic compaction reinforcement, discrete material piles, rigid piles and the like usually have high construction difficulty, large mechanical, material and manpower investment and high construction cost, and are difficult to adapt to emergent and local road settlement emergency support.
Disclosure of Invention
The invention aims to provide a method for designing a steel pipe pile support system comprehensively considering shearing resistance and support effects, which can ensure the reliability of reinforcement engineering at a foundation collapse position by calculating the minimum number of steel pipe piles.
To solve the above problems, the present invention providesA design method of a steel pipe pile supporting system comprehensively considering shearing resistance and supporting effect is provided, which comprises the following steps: and a data measurement step, wherein the following road surface data are obtained through measurement: l road width of road surface, G weight, q load of road surface, theta dip angle of weak structural plane in roadbed rock mass, and internal friction angle of weak structural plane
Stabilizing road length L on bedrock 2 The weight W of the sliding bedrock and the weight G of the top road 2 (ii) a A first stress analysis step of performing stress analysis on the sliding body bedrock of the unit width of the road, and establishing a calculation equation of the lower sliding force of the sliding body bedrock, a calculation equation of the lower sliding force of the sliding body bedrock and a calculation equation of the residual lower sliding force; a second stress analysis step, wherein a system formed by the sunk road and the steel pipe pile is subjected to stress analysis, and a vertical force balance equation and a horizontal balance equation are established; and obtaining a horizontal shearing resistance calculation equation wholly borne by all the steel pipe piles according to the residual slip force calculation formula, the vertical force balance equation and the horizontal balance equation, and finally obtaining the minimum arrangement number of the steel pipe piles.
Further, in the method for designing the steel pipe pile support system comprehensively considering the shearing resistance and the support effect, the minimum arrangement number of the steel pipe piles is as follows:
wherein f is b Is the yield strength of the steel material, d 1 Is the outer diameter of the steel pipe pile, d 2 Is the inside diameter of the steel pipe pile, f c As compressive strength of concrete, F st To design safety factors, c 0 And E is the elastic modulus of the steel pipe pile for known determination of the constant.
Further, in the method for designing the steel pipe pile support system comprehensively considering the shearing resistance and the supporting effect, the equation for calculating the lower sliding force of the sliding body base rock is as follows: t = (W + W) p ) sin theta; the calculation equation of the lower sliding force of the sliding body bedrock is as follows:
the calculation equation of the residual glide force is as follows: p = T × F st -R。
Further, in the method for designing the steel pipe pile support system comprehensively considering the shearing resistance and the supporting effect, the vertical force balance equation is as follows: f cr + N = G + qL; the horizontal balance equation is: f ak ＝P h -f。
Further, in the method for designing the steel pipe pile support system comprehensively considering the shearing resistance and the supporting effect, the horizontal shearing resistance calculation equation borne by the whole steel pipe pile is as follows:
the technical scheme of the invention has the following beneficial technical effects: the steel pipe pile is arranged at the sinking end aiming at the road sinking caused by the bedding landslide of the roadbed, and grouting is performed through the drill hole at the top of the road, so that the steel pipe pile is rigidly and effectively connected with the road, and further the road load is transmitted to a deep stable rock bearing layer, and the steel pipe pile can also resist the gliding thrust generated by an upper sliding body, thereby not only ensuring the overall stability of the rock roadbed of the road, but also rapidly controlling the road to generate overlarge sinking deformation, and the reinforcement engineering can be more reliable and stable through calculation, and the possibility of secondary sinking is reduced.
Drawings
FIG. 1 is a schematic view of supporting and reinforcing a steel pipe pile of a sunk road in the embodiment of the invention;
FIG. 2 is a diagram of the stress analysis of the lower sliding mass bedrock in the embodiment of the invention;
FIG. 3 is a diagram of the constraint and stress analysis of the steel pipe pile support system of the sunk road in the embodiment of the invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail with reference to the accompanying drawings in conjunction with the following detailed description. It should be understood that the description is intended to be exemplary only, and is not intended to limit the scope of the present invention. Moreover, in the following description, descriptions of well-known structures and techniques are omitted so as to not unnecessarily obscure the concepts of the present invention.
As shown in figure 1, the existing highway is formed by pouring concrete, the known road width is L, the thickness is H, the weight is G, the uniformly distributed load on the road surface is q, the roadbed bearing layer is a medium-weathered shale foundation according to the survey data, a soft structural plane exists in the roadbed rock mass, the inclination angle is theta, the cohesive force is c, and the internal friction angle is
It is well within the road range that the road length on the stable bedrock is known to be L 2 The length of the road on the sliding bedrock is L 1 The permeable surface water and the road surface vibration load cause the gasified shale in the roadbed to slide along the soft gliding surface, thereby inducing the front end of the road to overturn and sink;
as shown in fig. 1, n steel pipe piles are arranged within the width of m at the front end of the road for reinforcing and supporting, and the elastic modulus of the steel pipe pile is known as E, and the outer diameter is known as d 1 Inner diameter of d 2 The top of the concrete road is embedded into the concrete road through drilling and grouting, the embedding length is H, the hole diameter of the drilling hole is D, and the length of the middle part of the concrete road is l when the middle part of the concrete road is positioned in the sliding body bedrock.
As shown in figure 2, the sliding body bedrock with unit width is taken for stress analysis, and the sliding body bedrock is subjected to the self weight W and the top road weight G 2 Uniformly distributed load qL on road surface 2 And receiving the gliding force T at the potential slip surface, the gliding force T of the sliding body bedrock is as follows:
T＝(W+W p )sinθ (1)
wherein, W p For adding a load, W, to the inside of the slide p ＝G 2 +qL 2 。
The sliding resistance R is as follows:
wherein L is the length of the sliding surface, and L = L 2 secθ。
The remaining slip force P is given by:
P＝T×F st -R (3)
wherein, F st For designing the safety coefficient, the safety coefficient can be obtained by looking up a table through the technical specification GB 50330-2013 of the building slope engineering.
Substituting the formula (1) and the formula (2) into the formula (3), and obtaining the product after arrangement:
the remaining horizontal component of the glide force is then given by:
referring to fig. 3, a system composed of a sunk road and steel pipe piles is subjected to stress analysis, the sunk road is subjected to gravity G and road surface load qL, the rear end of the road is subjected to stable bedrock supporting force N and friction force F, and the whole bottom of the steel pipe pile group is subjected to stable bedrock supporting force F cr The middle part of the bed rock of the sliding body remains the horizontal component force P of the residual sliding force h The vertical force balance equation is established as follows:
F cr +N＝G+qL (6)
wherein, F cr The maximum vertical pressure value which can be borne by the steel pipe pile,
c 0 and determining a constant for knowing, wherein the value of the constant is determined according to the constraint and stress form of the compression bar system and can be solved through MATLAB scientific calculation software or a casio calculator.
The horizontal force balance equation is established as follows:
F ak ＝P h -f (7)
wherein, F ak The horizontal shearing resistance is borne by the whole steel pipe pile group; and f = N × mu, mu is the friction coefficient of the stroke shale and the concrete road.
The formula (5), the formula (6) and the formula (7) are combined, and the horizontal shearing resistance F borne by the whole steel pipe pile group ak The following formula:
then, the number n of arranged steel pipe piles is as follows:
wherein f is g The characteristic value of the shear ultimate bearing capacity of the steel pipe pile is usually related to the shear strength of the outer steel pipe and the core concrete, and can be expressed as f g ＝A b f b +A c f c Wherein
f b The yield strength of the steel can be obtained by looking up a table according to steel structure design specification GB 50017-2017, A c Is the cross-sectional area of the concrete,
f c for concrete compressive strength, look-up tables of concrete structural design specifications GB50010-2010 (2015 edition) can be obtained, and all the tables are put into arrangement to obtain
Then
Namely, the minimum arrangement amount is:
it should be understood that the above-described embodiments of the present invention are merely illustrative of or explaining the principles of the invention and are not to be construed as limiting the invention. Therefore, any modification, equivalent replacement, improvement and the like made without departing from the spirit and scope of the present invention should be included in the protection scope of the present invention. Further, it is intended that the appended claims cover all such variations and modifications as fall within the scope and boundaries of the appended claims or the equivalents of such scope and boundaries.
Claims (5)
1. A design method of a steel pipe pile supporting system comprehensively considering shearing resistance and supporting effect is characterized by comprising the following steps:
and a data measurement step, wherein the following road surface data are obtained through measurement: l road width of road surface, G weight, q load of road surface, theta dip angle of weak structural plane in roadbed rock mass, and internal friction angle of weak structural plane
Stabilizing road length L on bedrock 2 The weight W of the sliding bedrock and the weight G of the top road 2 ；
A first stress analysis step of performing stress analysis on the sliding body bedrock of the unit width of the road, and establishing a calculation equation of the lower sliding force of the sliding body bedrock, a calculation equation of the lower sliding force of the sliding body bedrock and a calculation equation of the residual lower sliding force;
a second stress analysis step, wherein stress analysis is carried out on a system formed by the sunk road and the steel pipe pile, and a vertical force balance equation and a horizontal balance equation are established;
and obtaining a horizontal shearing force calculation equation integrally borne by all the steel pipe piles according to the remaining slip force calculation formula, the vertical force balance equation and the horizontal balance equation, and finally obtaining the minimum arrangement number of the steel pipe piles.
2. The method for designing a steel pipe pile support system comprehensively considering shearing resistance and support effects according to claim 1, which is characterized by comprising the following steps of:
the minimum arrangement quantity of the steel pipe piles is as follows:
wherein f is b Is the yield strength of the steel, d 1 Is the outer diameter of the steel pipe pile, d 2 Is the inside diameter of the steel pipe pile, f c Compressive strength of concrete, F st To design safety factors, c 0 And E is the elastic modulus of the steel pipe pile for known determination of the constant.
3. The method for designing a steel pipe pile support system comprehensively considering shearing resistance and support effects according to claim 2, characterized by comprising the following steps:
the calculation equation of the lower sliding force of the sliding body base rock is as follows: t = (W + W) p )sinθ；
The calculation equation of the lower sliding force of the sliding body bedrock is as follows:
the calculation equation of the residual glide force is as follows: p = T × F st -R。
4. The method for designing a steel pipe pile support system comprehensively considering shearing resistance and support effects according to claim 3, characterized by comprising the following steps:
the vertical force balance equation is: f cr +n＝G+qL；
The horizontal balance equation is: f ak ＝P h -f。
5. The method for designing a steel pipe pile support system comprehensively considering shearing resistance and support effects according to claim 4, characterized by comprising the following steps:
the horizontal shear resistance calculation equation borne by the whole steel pipe pile is as follows:
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| CN202211586712.7A CN115717387A (en) | 2022-12-10 | 2022-12-10 | Design method of steel pipe pile supporting system comprehensively considering shearing resistance and supporting effect |
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