CN113378275B - Method for predicting piling force of precast pile end in case of boulder - Google Patents

Method for predicting piling force of precast pile end in case of boulder Download PDF

Info

Publication number
CN113378275B
CN113378275B CN202110674781.2A CN202110674781A CN113378275B CN 113378275 B CN113378275 B CN 113378275B CN 202110674781 A CN202110674781 A CN 202110674781A CN 113378275 B CN113378275 B CN 113378275B
Authority
CN
China
Prior art keywords
pile
boulder
determining
piling
water level
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN202110674781.2A
Other languages
Chinese (zh)
Other versions
CN113378275A (en
Inventor
陈华艳
罗才松
王枫轩
詹金武
付朝江
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Fujian University of Technology
Original Assignee
Fujian University of Technology
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Fujian University of Technology filed Critical Fujian University of Technology
Priority to CN202110674781.2A priority Critical patent/CN113378275B/en
Publication of CN113378275A publication Critical patent/CN113378275A/en
Application granted granted Critical
Publication of CN113378275B publication Critical patent/CN113378275B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • GPHYSICS
    • G06COMPUTING; CALCULATING; COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00Computer-aided design [CAD]
    • G06F30/10Geometric CAD
    • G06F30/13Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • GPHYSICS
    • G06COMPUTING; CALCULATING; COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14Force analysis or force optimisation, e.g. static or dynamic forces

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

Method for predicting pile driving force of end of precast pile when encountering boulder
The technical field is as follows:
the invention belongs to the field of infrastructure, 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 to improve the problems existing 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 method for predicting pile driving force when an end of a precast pile meets an boulder comprises the following steps:
step S1: determining the length L of the pile to be driven0Pile diameter d;
step S2: determining the diameter D of the boulder;
step S3: determining dynamic cohesion c of soil around piledAngle of dynamic internal friction
Step S4: determining effective internal friction angle of soil around pile
Step S5: determining static soil pressure coefficient K of soil body around pile0
Step S6: determining the gravity gamma above the underground water level of the soil mass around the pile0And heavy gamma below ground water levelsat
Step S7: determining pile length L above ground water level1And length L of pile below ground water level2
Step S8: determining the effective weighted average weight gamma of the soil body in the pile length range according to the depth,wherein, γwTaking 9.8kN/m as the gravity of underground water3
Step S9: determining the resistance R of the soil body around the pile to piling1
Step S10: determining the mean vertical stress σ to which the lower half of the boulder is subjectedz1And mean horizontal stress σx1
σz1=(L0+0.855D)γ,σx1=σz1K0
Step S11: determining the mean positive stress σ of the lower half of the boulder1
σ1=(σz1x1)/2;
Step S12: determining the average shear strength tau of the lower half of the boulder1
Step S13: determining the resistance R of the lower half of the boulder to piling2
R2=2τ1D2
Step S14: mean vertical stress σ to which the upper half of the boulder is subjectedz2And mean horizontal stress σx2
σz2=(L0+0.145D)γ,σx2=σz2K0
Step S15: determination of the mean positive stress σ of the upper half of the boulder2
σ2=(σz2x2)/2;
Step S16: determination of the average shear strength τ of the Upper half of the boulder2
Step S17: determining the upper half of the boulderResistance to piling R3
R3=2τ2(0.715D)2
Step S18: determining the piling force R when the end of the precast pile meets the boulder,
R=R1+R2+R3
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 piledAngle 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 water level by a drilling machine and transported back to the laboratory for density experiments, and the density ρ is measured0And ρsatDensity ρ0And ρsatMultiplying the gravity acceleration to respectively obtain the gravities gamma above the underground water level0And heavy gamma below groundwater levelsat
Further, 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 level1H, length L of pile under ground water level2=L0-H。
Compared with the prior art, the invention has the following effects: the method has reasonable design, can determine the piling force required when the end part 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. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive 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 soil around the pile to the precast pile, the resistance of soil at the lower half part of the boulder to the piling, the resistance of soil 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 top precast pile, and specifically comprises the following steps:
step S1: determining the length L of the pile to be driven0Pile diameter d;
determining the two parameters (pile length L) according to the pile foundation construction scheme0And 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.
Step S3: determining dynamic cohesion c of soil around piledAngle of dynamic internal friction
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 cdAngle of dynamic internal friction
Step S4: determining effective internal friction angle of soil around pile
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 pile0
Step S6: determining the weight gamma of the soil body around the pile above the groundwater level0And heavy gamma below ground water levelsat
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 rho0And ρsatDensity ρ0And ρsatMultiplying the gravity acceleration to respectively obtain the gravities gamma above the underground water level0And heavy gamma below ground water levelsat
Step S7: determining pile length L above ground water level1And length L of pile below ground water level2(wherein the total pile length is L0The length of the pile below the underground water level is the total pile length minus the buried depth of the underground water level);
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 level1H, length L of pile under ground water level2=L0-H。
Step S8: determining the effective weighted average gravity gamma of the soil mass in the pile length range according to the depth,wherein, γwThe weight of underground water is 9.8kN/m3(ii) a Taking weighted average according to depth, multiplying the depth of soil above the underground water level by the gravity to be gamma0L1The depth of the soil below the groundwater level multiplied by the gravity is (gamma)satw)L2Total length of L0
Step S9: determining the resistance R of the soil body around the pile to piling1
Wherein the perimeter of the pile is pi d, and the area around the pile is pi dL0The vertical soil pressure at the pile end is gamma L0Horizontal earth pressure is K0γL0The average horizontal earth pressure in the length of the pile body isPile body frictional resistance ofResistance provided by cohesion is cdTherefore, 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 subjectedz1And mean horizontal stress σx1
σz1=(L0+0.855D)γ,σx1=σz1K0
Wherein, because the boulder is in the shape of a circular arc, the average depth of the bottom of the boulder is L0+0.855D, multiplied by the gravity to give the average vertical stress σz1Multiplying by the horizontal soil pressure coefficient to obtain the average horizontal stress sigmax1
Step S11: determining the mean positive stress σ of the lower half of the boulder1(i.e. the vertical and horizontal stresses are averaged),
σ1=(σz1x1)/2。
step S12: determining the average shear strength tau of the lower half of the boulder1
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 piling2
R2=2τ1D2
Wherein the area of two sides of the periphery is 2D2Then multiplied by the shear strength τ1Obtaining the resistance R of the lower half part of the boulder to piling2
Step S14: mean vertical stress σ to which the upper half of the boulder is subjectedz2And mean horizontal stress σx2
σz2=(L0+0.145D)γ,σx2=σz2K0
Similarly, the average depth of the upper half of the boulder is L0+0.145D, multiplied by the dead weight to give the average vertical stress σz2Multiplying by the horizontal soil pressure coefficient to obtain the average horizontal stress sigmax2
Step S15: determination of the mean positive stress σ of the upper half of the boulder2(i.e. the vertical and horizontal stresses are averaged),
σ2=(σz2x2)/2。
step S16: determination of the average shear strength τ of the Upper half of the boulder2
Similarly, the average shear strength tau of the upper half part of the boulder is obtained according to a coulomb shear strength formula2
Step S17: determining the resistance R of the upper part of the boulder to piling3
R3=2τ2(0.715D)2
Similarly, the area of the upper half of the boulder is 2(0.715D)2Multiplied by the average shear strength τ2
Step S18: determining the piling force R (the sum of the three resistivities is the piling force) when the end of the precast pile meets the boulder,
R=R1+R2+R3
the specific implementation process comprises the following steps:
in the weathered and residual soil area of granite in China, a high-rise building is constructed, the foundation adopts precast piles, and the driving force needs to be predicted when the piles meet the boulder so as to reasonably arrange the pile driving 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 foundation012m, 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 piled127kPa, 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 pile0Is 0.485; 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 rho0Is 1.85g/cm3,ρsatIs 1.93g/cm3Multiplying the gravity acceleration to respectively obtain the gravities gamma above the underground water level0Is 18.13kN/m3Heavy gamma below ground water levelsatIs 18.91kN/m3(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 report12.7m, pile length L below ground water level2Is 9.3 m; determining pile length rangeThe effective weighted average weight gamma of the inner soil body according to the depth is 11.14kN/m3(ii) a Determining the resistance R of the soil body around the pile to piling12834.4 kN; determining the mean vertical stress σ to which the lower half of the boulder is subjectedz1143.2kPa, mean horizontal stress σx169.4 kPa; determining the mean positive stress σ of the lower half of the boulder1106.3 kPa; determining the average shear strength tau of the lower half of the boulder1327.0 kPa; determining the resistance R of the lower half of the boulder to piling2653.9 kN; determining the mean vertical stress σ to which the upper half of the boulder is subjectedz2135.3kPa, mean horizontal stress σx265.6 kPa; determination of the mean positive stress σ of the upper half of the boulder2100.4 kPa; determination of the average shear strength τ of the Upper half of the boulder2315.9 kPa; determining the resistance R of the upper half of the boulder to piling3325.7 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 the equivalent changes and modifications made according to 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 driven0Pile diameter d;
step S2: determining the diameter D of the boulder;
step S3: determining dynamic cohesion c of soil around piledAngle of dynamic internal friction
Step S4: determining effective internal friction angle of soil around pile
Step S5: determining static soil pressure coefficient K of soil body around pile0
Step S6: determining the weight gamma of the soil body around the pile above the groundwater level0And heavy gamma below ground water levelsat
Step S7: determining pile length L above ground water level1And length L of pile below ground water level2
Step S8: determining the effective weighted average weight gamma of the soil body in the pile length range according to the depth,wherein, γwTaking 9.8kN/m as the gravity of underground water3
Step S9: determining the resistance R of the soil body around the pile to piling1
Step S10: determining the mean vertical stress σ to which the lower half of the boulder is subjectedz1And mean horizontal stress σx1
σz1=(L0+0.855D)γ,σx1=σz1K0
Step S11: determining the mean positive stress σ of the lower half of the boulder1
σ1=(σz1x1)/2;
Step S12: determining the average shear strength tau of the lower half of the boulder1
Step S13: determining the resistance R of the lower half of the boulder to piling2
R2=2τ1D2
Step S14: mean vertical stress σ to which the upper half of the boulder is subjectedz2And mean horizontal stress σx2
σz2=(L0+0.145D)γ,σx2=σz2K0
Step S15: determination of the mean normal stress σ of the upper half of the boulder2
σ2=(σz2x2)/2;
Step S16: determination of the average shear strength τ of the Upper half of the boulder2
Step S17: determining the resistance R of the upper part of the boulder to piling3
R3=2τ2(0.715D)2
Step S18: determining the piling force R when the end of the precast pile meets the boulder,
R=R1+R2+R3
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 end-of-pile 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 dynamic triaxial experiment, and the dynamic cohesion c of the soil around the pile is measureddAngle 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 measured0And ρsatDensity ρ0And ρsatMultiplying the gravity acceleration to respectively obtain the gravities gamma above the underground water level0And heavy gamma below ground water levelsat
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 underground water level buried depth H and the pile length L above the underground water level1H, length L of pile under ground water level2=L0-H。
CN202110674781.2A 2021-06-18 2021-06-18 Method for predicting piling force of precast pile end in case of boulder Active CN113378275B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202110674781.2A CN113378275B (en) 2021-06-18 2021-06-18 Method for predicting piling force of precast pile end in case of boulder

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202110674781.2A CN113378275B (en) 2021-06-18 2021-06-18 Method for predicting piling force of precast pile end in case of boulder

Publications (2)

Publication Number Publication Date
CN113378275A CN113378275A (en) 2021-09-10
CN113378275B true CN113378275B (en) 2022-06-21

Family

ID=77577601

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202110674781.2A Active CN113378275B (en) 2021-06-18 2021-06-18 Method for predicting piling force of precast pile end in case of boulder

Country Status (1)

Country Link
CN (1) CN113378275B (en)

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8579548B1 (en) * 2013-05-07 2013-11-12 Harold F Schmidt Method of piling remediation
CN103938660A (en) * 2014-04-14 2014-07-23 天津大学 Method for determining pile foundation bearing capacity after pile slipping
CN107220471A (en) * 2017-07-31 2017-09-29 青岛理工大学 The determination method that friction pile groups lay out pile with Bearing Capacity of Composite Foundation
CN108625408A (en) * 2017-03-22 2018-10-09 天津大学 A kind of bearing capacity of pile foundation restoration evaluation and computational methods
CN110080317A (en) * 2019-05-24 2019-08-02 福建工程学院 Artesian water stratum bottom of foundation ditch soil layer pile foundation reinforcement pilespacing and the long prediction technique of stake
CN110889235A (en) * 2019-05-13 2020-03-17 江苏建亨工程管理咨询有限公司 Underground pile foundation construction engineering design method
CN112632657A (en) * 2020-11-30 2021-04-09 四川建筑职业技术学院 Prestressed pipe pile matching system and method based on BIM technology

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8579548B1 (en) * 2013-05-07 2013-11-12 Harold F Schmidt Method of piling remediation
CN103938660A (en) * 2014-04-14 2014-07-23 天津大学 Method for determining pile foundation bearing capacity after pile slipping
CN108625408A (en) * 2017-03-22 2018-10-09 天津大学 A kind of bearing capacity of pile foundation restoration evaluation and computational methods
CN107220471A (en) * 2017-07-31 2017-09-29 青岛理工大学 The determination method that friction pile groups lay out pile with Bearing Capacity of Composite Foundation
CN110889235A (en) * 2019-05-13 2020-03-17 江苏建亨工程管理咨询有限公司 Underground pile foundation construction engineering design method
CN110080317A (en) * 2019-05-24 2019-08-02 福建工程学院 Artesian water stratum bottom of foundation ditch soil layer pile foundation reinforcement pilespacing and the long prediction technique of stake
CN112632657A (en) * 2020-11-30 2021-04-09 四川建筑职业技术学院 Prestressed pipe pile matching system and method based on BIM technology

Non-Patent Citations (3)

* Cited by examiner, † Cited by third party
Title
Dynamic behavior of a running crack crossing mortar-rock interface under impacting load;Luo Caisong et al.;《Engineering Fracture Mechanics》;20200709;第240卷;1-18 *
桩侧阻力与抗剪强度的关系及其随深度的变化;刘卡伟等;《勘察科学技术》;20180220(第01期);9-12 *
碎石桩软土复合地基整体抗剪强度研究;陈健等;《水运工程》;20160525(第05期);146-148+161 *

Also Published As

Publication number Publication date
CN113378275A (en) 2021-09-10

Similar Documents

Publication Publication Date Title
CN105242028B (en) One kind is taken out filling by skyscraper load and subsoil water and causes soil body delaminating deposition model test apparatus and test method
Hong et al. Base stability of multi-propped excavations in soft clay subjected to hydraulic uplift
KR101064655B1 (en) Excitation device and downhole seismic test method using it
Bozbey et al. Correlation of standard penetration test and pressuremeter data: a case study from Istanbul, Turkey
CN108376188A (en) The evaluation computational methods of collapsibility of loess
CN102912780A (en) Sandy soil water-immersion testing method for loess collapsible deformation
Strelec et al. Implementation of in-situ and geophysical investigation methods (ERT & MASW) with the purpose to determine 2D profile of landslide.
CN104632244A (en) Method for determining influences of land subsidence on subway tunnel settlement and protecting tunnel structure
Ngah et al. Evaluation of sub-soil geotechnical properties for shallow foundation design in onne, Rivers state, Nigeria
Grellier et al. Correlation between electrical resistivity and moisture content of municipal solid waste in bioreactor landfill
Fattah et al. Load distribution in pile group embedded in sandy soil containing cavity
Decký et al. In situ determination of load bearing capacity of soils on the airfields
CN113378275B (en) Method for predicting piling force of precast pile end in case of boulder
CN110046470A (en) A kind of shield driving causes ground settlement method for determination of amount after work
Zhang et al. Buoyancy reduction coefficients for underground silos in sand and clay
Evans et al. Vane shear tests to evaluate in situ stress state of a soil-bentonite slurry trench wall
CN204439038U (en) A kind of ultrasound wave pile bottom sediment thickness measurement equipment
Moayed et al. Subgrade reaction modulus of Tehran alluvium
Liu et al. Experimental study on seismic response of a large-span and column-free subway station in composite strata
Akinrinmade et al. Geophysical and geotechnical investigation of River Ero, Ajuba, southwestern Nigeria for dam development
Mingfeng et al. Design method of slurry volume–weight in trenching construction of underground diaphragm wall in soft stratum
Whiteley et al. Evaluating the effectiveness of rolling impact compaction at a brownfield site with high and low frequency seismic surface waves and geotechnical testing
CN201713803U (en) On-site water injection testing device
CN201852945U (en) Automatic leveling mechanism for radiodetector
CN102033243B (en) Automatic leveling detector

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant