CN113378275A  Method for predicting pile driving force of end of precast pile when encountering boulder  Google Patents
Method for predicting pile driving force of end of precast pile when encountering boulder Download PDFInfo
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 CN113378275A CN113378275A CN202110674781.2A CN202110674781A CN113378275A CN 113378275 A CN113378275 A CN 113378275A CN 202110674781 A CN202110674781 A CN 202110674781A CN 113378275 A CN113378275 A CN 113378275A
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Abstract
The invention relates to a method for predicting pile driving force when an end of a precast pile meets an boulder, which comprises the following parameters: the length and diameter of the driven pile; the diameter of the boulder; dynamic cohesion of the soil body around the pile, dynamic internal friction angle, effective internal friction angle, static soil pressure coefficient, the weight above the ground water level and the weight below the ground water level; pile lengths above and below ground water level; the effective weighted average weight of the soil body in the pile length range according to the depth; resistance of the soil body around the pile to piling; the average vertical stress, the average horizontal stress and the average normal stress on the lower half part of the boulder; average shear strength of the lower half of the boulder; the resistance of the lower half of the boulder to piling; the average vertical stress and the average horizontal stress to which the upper half is subjected; average normal stress, average shear strength, resistance to piling of the upper half of the boulder; the pile driving force is generated when the end of the precast pile meets the boulder. The method can determine the piling force required when the end of the precast pile meets the boulder, timely determine and adjust the construction scheme, and is convenient to use.
Description
The technical field is as follows:
the invention belongs to the field of foundation construction, and particularly relates to a method for predicting pile driving force when an end of a precast pile meets an boulder.
Background art:
in the case that the precast pile can be smoothly driven to a predetermined depth, the judgment is mostly made by experience at present, and a reliable method for determining the driving force is not available for prediction.
The invention content is as follows:
the invention is an improvement aiming at the problems in the prior art, namely the technical problem to be solved by the invention is to provide a method for predicting the pile driving force when the end of a precast pile meets an orphan stone.
In order to achieve the purpose, the invention adopts the technical scheme that: a pile driving force prediction method for an end of a precast pile encountering an orphan stone comprises the following steps:
step S1: determining the length L of the pile to be driven_{0}Pile diameter d;
step S2: determining the diameter D of the boulder;
Step S5: determining static soil pressure coefficient K of soil body around pile_{0}，
Step S6: determining the weight gamma of the soil body around the pile above the groundwater level_{0}And heavy gamma below ground water level_{sat}；
Step S7: determining pile length L above ground water level_{1}And length L of pile below ground water level_{2}；
Step S8: determining the effective weighted average weight gamma of the soil body in the pile length range according to the depth,wherein, γ_{w}Taking 9.8kN/m as the gravity of underground water^{3}；
Step S9: determining the resistance R of the soil body around the pile to piling_{1}，
Step S10: determining the mean vertical stress σ to which the lower half of the boulder is subjected_{z1}And mean horizontal stress σ_{x1}，
σ_{z1}＝(L_{0}+0.855D)γ，σ_{x1}＝σ_{z1}K_{0}；
Step S11: determining the mean positive stress σ of the lower half of the boulder_{1}，
σ_{1}＝(σ_{z1}+σ_{x1})/2；
Step S12: determining the average shear strength tau of the lower half of the boulder_{1}，
Step S13: determining the resistance R of the lower half of the boulder to piling_{2}，
R_{2}＝2τ_{1}D^{2}；
Step S14: mean vertical stress σ to which the upper half of the boulder is subjected_{z2}And mean horizontal stress σ_{x2}，
σ_{z2}＝(L_{0}+0.145D)γ，σ_{x2}＝σ_{z2}K_{0}；
Step S15: determining the upper half of the boulderMean positive stress of section σ_{2}，
σ_{2}＝(σ_{z2}+σ_{x2})/2；
Step S16: determination of the average shear strength τ of the Upper half of the boulder_{2}，
Step S17: determining the resistance R of the upper part of the boulder to piling_{3}，
R_{3}＝2τ_{2}(0.715D)^{2}；
Step S18: determining the piling force R when the end of the precast pile meets the boulder,
R＝R_{1}+R_{2}+R_{3}。
further, in step S2, a diameter D of the toe boulder is detected by a geophysical prospecting method.
Further, in step S3, a drilling machine is used to take a typical soil sample around the pile, and the soil sample is transported back to the laboratory for dynamic triaxial test to measure the dynamic cohesion c of the soil around the pile_{d}Angle of dynamic internal friction
Further, in step S4, the soil mass retrieved around the pile is subjected to a consolidation drainage triaxial test to measure the effective internal friction angle of the soil mass
Further, in step S6, a typical soil sample is taken above and below the ground water level by a drilling machine and transported back to the laboratory for density testing, and the density ρ is measured_{0}And ρ_{sat}Density ρ_{0}And ρ_{sat}Multiplying the gravity acceleration to respectively obtain the gravities gamma above the underground water level_{0}And heavy gamma below ground water level_{sat}。
Further, in step S7, a geological survey is utilizedInforming that the length L of the pile above the underground water level is determined by determining the buried depth H of the underground water level_{1}H, length L of pile under ground water level_{2}＝L_{0}H。
Compared with the prior art, the invention has the following effects: the method has reasonable design, can determine the pile driving force required when the end of the precast pile meets the boulder, determines and adjusts the construction scheme in time, saves the construction cost, and has the advantages of strong flow, convenient use and reliable result.
The specific implementation mode is as follows:
in order to make the technical solutions in the embodiments of the present application better understood, the technical solutions in the embodiments of the present application are clearly and completely described below, and it is obvious that the described embodiments are only some embodiments of the present application, not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
It is noted that the terms first, second and the like in the description and in the claims of the present application are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It should be understood that the data so used may be interchanged under appropriate circumstances such that embodiments of the application described herein may be used. Moreover, the terms "comprises," "comprising," and any other variation thereof, are intended to cover a nonexclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed, but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.
In this application, the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", "inner", "outer", "middle", "vertical", "horizontal", "lateral", "longitudinal", and the like, indicate an orientation or positional relationship based on that shown. These terms are used primarily to better describe the present application and its embodiments, and are not used to limit the indicated devices, elements or components to a particular orientation or to be constructed and operated in a particular orientation.
Moreover, some of the above terms may be used to indicate other meanings besides the orientation or positional relationship, for example, the term "on" may also be used to indicate some kind of attachment or connection relationship in some cases. The specific meaning of these terms in this application will be understood by those of ordinary skill in the art as appropriate.
Furthermore, the terms "mounted," "disposed," "provided," "connected," and "sleeved" are to be construed broadly. For example, it may be a fixed connection, a removable connection, or a unitary construction; can be a mechanical connection, or an electrical connection; may be directly connected, or indirectly connected through intervening media, or may be in internal communication between two devices, elements or components. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail with reference to examples.
The invention discloses a method for predicting the piling force when the end of a precast pile meets an boulder, which has the working principle that when the precast pile meets the boulder, the piling must overcome three forces, namely the resistance of the soil body around the pile to the precast pile, the resistance of the soil body at the lower half part of the boulder to the piling, the resistance of the soil body at the upper half part of the boulder to the piling, and the sum of the three resistances is the piling force applied by the precast pile at the top part, and specifically comprises the following steps:
step S1: determining the length L of the pile to be driven_{0}Pile diameter d;
determining the two parameters (pile length L) according to the pile foundation construction scheme_{0}And a pile diameter d. )
Step S2: determining the diameter D of the boulder;
and detecting the diameter D of the boulder at the pile end by using a geophysical prospecting method.
Taking a typical soil sample around the pile by using a drilling machine, transporting the soil sample back to a laboratory for a dynamic triaxial experiment, and measuring the dynamic cohesion c_{d}Angle of dynamic internal friction
Carrying out consolidation drainage triaxial experiment on the soil body taken back around the pile to measure the effective internal friction angle of the soil body
Step S5: determining static soil pressure coefficient K of soil body around pile_{0}，
Step S6: determining the weight gamma of the soil body around the pile above the groundwater level_{0}And heavy gamma below ground water level_{sat}；
Respectively taking typical soil samples above and below the underground water level by using a drilling machine, transporting the typical soil samples back to a laboratory, performing density experiments, and respectively measuring the density rho_{0}And ρ_{sat}Density ρ_{0}And ρ_{sat}All multiply by the gravity acceleration to respectively obtain the weight gamma above the underground water level_{0}And heavy gamma below ground water level_{sat}。
Step S7: determining pile length L above ground water level_{1}And length L of pile below ground water level_{2}(wherein the total pile length is L_{0}The total pile length is reduced by the pile length below the underground water levelRemoving underground water level and burying deeply);
determining the buried depth H of the underground water level by using a geological survey report, and determining the pile length L above the underground water level_{1}H, length L of pile under ground water level_{2}＝L_{0}H。
Step S8: determining the effective weighted average weight gamma of the soil body in the pile length range according to the depth,wherein, γ_{w}Taking 9.8kN/m as the gravity of underground water^{3}(ii) a Taking weighted average according to depth, and multiplying the depth of soil above the ground water level by the gravity to be gamma_{0}L_{1}The depth of the soil below the groundwater level multiplied by the gravity is (gamma)_{sat}γ_{w})L_{2}Total length of L_{0}。
Step S9: determining the resistance R of the soil body around the pile to piling_{1}，
Wherein the perimeter of the pile is pi d, and the area around the pile is pi dL_{0}The vertical soil pressure at the pile end is gamma L_{0}Horizontal earth pressure is K_{0}γL_{0}The average horizontal earth pressure in the length of the pile body isThe pile body has frictional resistance ofResistance provided by cohesion is c_{d}Therefore, the total resistance is multiplied by the pile circumference (frictional resistance + cohesion).
Step S10: determining the mean vertical stress σ to which the lower half of the boulder is subjected_{z1}And mean horizontal stress σ_{x1}，
σ_{z1}＝(L_{0}+0.855D)γ，σ_{x1}＝σ_{z1}K_{0}，
Wherein, the boulder is a circular arcShape, so the average depth of the bottom of the boulder is L_{0}+0.855D, multiplied by the gravity to give the average vertical stress σ_{z1}Multiplying by the horizontal soil pressure coefficient to obtain the average horizontal stress sigma_{x1}。
Step S11: determining the mean positive stress σ of the lower half of the boulder_{1}(i.e. the vertical and horizontal stresses are averaged),
σ_{1}＝(σ_{z1}+σ_{x1})/2。
step S12: determining the average shear strength tau of the lower half of the boulder_{1}，
According to the coulomb shear strength formula, the average shear strength is calculated by the above formula.
Step S13: determining the resistance R of the lower half of the boulder to piling_{2}，
R_{2}＝2τ_{1}D^{2}，
Wherein the area of two sides of the periphery is 2D^{2}Then multiplied by the shear strength τ_{1}Obtaining the resistance R of the lower half part of the boulder to piling_{2}。
Step S14: mean vertical stress σ to which the upper half of the boulder is subjected_{z2}And mean horizontal stress σ_{x2}，
σ_{z2}＝(L_{0}+0.145D)γ，σ_{x2}＝σ_{z2}K_{0}，
Similarly, the average depth of the upper half of the boulder is L_{0}+0.145D, multiplied by the dead weight to give the average vertical stress σ_{z2}Multiplying by the horizontal soil pressure coefficient to obtain the average horizontal stress sigma_{x2}。
Step S15: determination of the mean positive stress σ of the upper half of the boulder_{2}(i.e. the vertical and horizontal stresses are averaged),
σ_{2}＝(σ_{z2}+σ_{x2})/2。
step S16: determination of the average shear strength τ of the Upper half of the boulder_{2}，
Similarly, the average shear strength tau of the upper half part of the boulder is obtained according to a coulomb shear strength formula_{2}。
Step S17: determining the resistance R of the upper part of the boulder to piling_{3}，
R_{3}＝2τ_{2}(0.715D)^{2}，
Similarly, the area of the upper half of the boulder is 2(0.715D)^{2}Multiplied by the average shear strength τ_{2}。
Step S18: determining the piling force R (the sum of the resistance of the prefabricated pile end and the boulder is the piling force),
R＝R_{1}+R_{2}+R_{3}。
the specific implementation process comprises the following steps:
in the weathered and residual soil area of granite in China, a highrise building is constructed, the foundation adopts precast piles, and when boulders are encountered during piling, the piling force needs to be predicted so as to reasonably arrange piling equipment. The method of the invention is adopted to predict the piling force in the project:
determining the length L of the pile to be driven according to the construction scheme of the pile foundation_{0}12m, the pile diameter d is 0.4 m; detecting the diameter D of the boulder at the pile end to be 1.0m by using a geophysical prospecting method; taking a typical soil sample around the pile by using a drilling machine, transporting the typical soil sample back to a laboratory for a dynamic triaxial experiment, and measuring the dynamic cohesion c of the soil body around the pile_{d}127kPa, dynamic internal friction angleIs 62 degrees; carrying out consolidation drainage triaxial experiment on the soil body taken back around the pile to measure the effective internal friction angle of the soil bodyIs 31 degrees; determining static soil pressure coefficient K of soil body around pile_{0}Is 0.485; using a drilling machine at the ground water levelRespectively taking typical soil samples below the upper water level and the underground water level, transporting the typical soil samples back to a laboratory, carrying out density experiments, and respectively measuring the density rho_{0}Is 1.85g/cm^{3}， ρ_{sat}Is 1.93g/cm^{3}Multiplying the gravity acceleration to respectively obtain the gravities gamma above the underground water level_{0}Is 18.13kN/m^{3}Heavy gamma below ground water level_{sat}Is 18.91kN/m^{3}(ii) a Determining the buried depth H of the underground water level to be 2.7m and the pile length L above the underground water level by using a geological survey report_{1}2.7m, pile length L below ground water level_{2}Is 9.3 m; determining the effective weighted average weight gamma of the soil body according to the depth within the pile length range to be 11.14kN/m^{3}(ii) a Determining the resistance R of the soil body around the pile to the pile driving_{1}2834.4 kN; determining the mean vertical stress σ to which the lower half of the boulder is subjected_{z1}143.2kPa, mean horizontal stress σ_{x1}69.4 kPa; determining the mean positive stress σ of the lower half of the boulder_{1}106.3 kPa; determining the average shear strength tau of the lower half of the boulder_{1}327.0 kPa; determining the resistance R of the lower half of the boulder to piling_{2}653.9 kN; determining the mean vertical stress σ to which the upper half of the boulder is subjected_{z2}135.3kPa, average horizontal stress σ_{x2}65.6 kPa; determination of the mean positive stress σ of the upper half of the boulder_{2}100.4 kPa; determination of the average shear strength tau of the upper half of the solitary rock_{2}315.9 kPa; determining the resistance R of the upper part of the boulder to piling_{3}325.7 kN; and determining the piling force R of the end of the precast pile to be 3814.0kN when the end of the precast pile meets the boulder.
The invention has the advantages that: required pile driving force when can determining the precast pile tip and meetting the boulder in time confirms and adjusts the construction scheme, practices thrift construction cost, has simultaneously that the flow nature is strong, convenient to use and the reliable advantage of result.
The above description is only a preferred embodiment of the present invention, and all equivalent changes and modifications made in accordance with the claims of the present invention should be covered by the present invention.
Claims (6)
1. A method for predicting pile driving force when an end of a precast pile meets an boulder is characterized in that: the method comprises the following steps:
step S1: determining the length L of the pile to be driven_{0}Pile diameter d;
step S2: determining the diameter D of the boulder;
Step S5: determining static soil pressure coefficient K of soil body around pile_{0}，
Step S6: determining the weight gamma of the soil body around the pile above the groundwater level_{0}And heavy gamma below ground water level_{sat}；
Step S7: determining pile length L above ground water level_{1}And length L of pile below ground water level_{2}；
Step S8: determining the effective weighted average weight gamma of the soil body in the pile length range according to the depth,wherein, γ_{w}Taking 9.8kN/m as the gravity of underground water^{3}；
Step S9: determining the resistance R of the soil body around the pile to piling_{1}，
Step S10: determining the mean vertical stress σ to which the lower half of the boulder is subjected_{z1}And mean horizontal stress σ_{x1}，
σ_{z1}＝(L_{0}+0.855D)γ，σ_{x1}＝σ_{z1}K_{0}；
Step S11: determining the mean positive stress σ of the lower half of the boulder_{1}，
σ_{1}＝(σ_{z1}+σ_{x1})/2；
Step S12: determining the average shear strength tau of the lower half of the boulder_{1}，
Step S13: determining the resistance R of the lower half of the boulder to piling_{2}，
R_{2}＝2τ_{1}D^{2}；
Step S14: mean vertical stress σ to which the upper half of the boulder is subjected_{z2}And mean horizontal stress σ_{x2}，
σ_{z2}＝(L_{0}+0.145D)γ，σ_{x2}＝σ_{z2}K_{0}；
Step S15: determination of the mean positive stress σ of the upper half of the boulder_{2}，
σ_{2}＝(σ_{z2}+σ_{x2})/2；
Step S16: determination of the average shear strength τ of the Upper half of the boulder_{2}，
Step S17: determining the resistance R of the upper part of the boulder to piling_{3}，
R_{3}＝2τ_{2}(0.715D)^{2}；
Step S18: determining the piling force R when the end of the precast pile meets the boulder,
R＝R_{1}+R_{2}+R_{3}。
2. the method for predicting the piling force when the end of the precast pile meets the boulder as claimed in claim 1, wherein: in step S2, the diameter D of the endofpile boulder is detected by a geophysical prospecting method.
3. The method for predicting the piling force when the end of the precast pile meets the boulder as claimed in claim 1, wherein: in step S3, a drilling machine is used to take a typical soil sample around the pile, the soil sample is transported back to a laboratory for a dynamic triaxial experiment, and the dynamic cohesion force c of the soil around the pile is measured_{d}Angle of dynamic internal friction
4. The method for predicting the piling force when the end of the precast pile meets the boulder as claimed in claim 1, wherein: in step S4, the soil mass retrieved around the pile is subjected to a consolidation drainage triaxial test to measure the effective internal friction angle of the soil mass
5. The method for predicting the piling force when the end of the precast pile meets the boulder as claimed in claim 1, wherein: in step S6, a typical soil sample is taken above and below the ground water level by a drilling machine and transported back to the laboratory for density experiments, and the density rho is measured_{0}And ρ_{sat}Density ρ_{0}And ρ_{sat}Multiplying the gravity acceleration to respectively obtain the gravities gamma above the underground water level_{0}And heavy gamma below ground water level_{sat}。
6. The method for predicting the piling force when the end of the precast pile meets the boulder as claimed in claim 1, wherein: in step S7, the geological survey report is used to determine the depth H of the water level buried, and the pile length L above the water level_{1}H, length L of pile under ground water level_{2}＝L_{0}H。
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