CN106759220A - The method that coefficient of static earth pressure is quickly determined using static cone penetration resistance - Google Patents
The method that coefficient of static earth pressure is quickly determined using static cone penetration resistance Download PDFInfo
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- CN106759220A CN106759220A CN201710090045.6A CN201710090045A CN106759220A CN 106759220 A CN106759220 A CN 106759220A CN 201710090045 A CN201710090045 A CN 201710090045A CN 106759220 A CN106759220 A CN 106759220A
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- earth pressure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
Abstract
The invention discloses a kind of method that utilization static cone penetration resistance quickly determines coefficient of static earth pressure, including step：1) cone penetration test, the static point resistance parameter q in collection measurement area are carried out to the regional soil layer of measurementcWith static level uw；2) by calculating acquisition coefficient of static earth pressure K0, computing formula is K0=0.4ln (Uc)+0.3；Uc=(σh‑uw)/σ’V；σh=0.45qc, wherein, Uc is that static point resistance normalizes stress ratio, σ 'VIt is vertical effective stress.Can truly reflect proposed place coefficient of static earth pressure with change in depth value using the inventive method, accurately embody uniform reservoir stress historic state, it is actual with engineering to be consistent, on the premise of measuring technology means are not increased, for design provides field measurement data, prospecting and design cycle are shortened, saved prospecting cost, efficiency is improve, with extensive promotional value.
Description
Technical field
It is fast using static cone penetration resistance in particular to one kind the present invention relates to rock-soil engineering in-situ technical field of measurement and test
The method that speed determines coefficient of static earth pressure.
Background technology
Coefficient of static earth pressure K0Based on technical indicator more important in engineering design, to acting on roadbed, bridge
Stress distribution, security and engineering measure and construction costs on the works such as beam, side slope, barricade etc. have a direct impact.Work
Journey practice have shown that, underground structure design analysis when coefficient of static earth pressure K0Value it is very crucial.Due to K0The determination of value is received
To soil nature, many-sided influence such as structural of stress, level of disruption and soil is neutralized, make on-site measurement K0The method of value is few and tired
Difficulty, the main plasticity index I with laboratory test typically in engineering practicepOr effective angle of inner frictionValue application experience formula enters
Row estimation, reliability and security risks are brought to engineering.
At present, both at home and abroad on live in-site detecting K0The technology and equipment of value is less, and external original technology mainly has U.S.
The K in situ of KBS companies of state production0Analyzer (is commonly called as K0Stepping plate), Cambridge is domestic from other pressure instrument, the swollen instrument in Italian paddle side is bored
The patented product effective stress spade that the original Shi Tie forth academies develop.Wherein directly determine K0Value is U.S. KBS original positions K0Analyzer and
The effective stress spade that the iron forth academy develops, and the relatively accurate reliability of achievement, other technologies are to obtain K indirectly0Value, accuracy and can
It is general by property.The horizontal total stress and coefficient of static earth pressure parameter of soil are obtained, at present both at home and abroad in engineering investigation, it is necessary to
Using these technological means, the delay of prospecting time and the increase of expense, efficiency and benefit and economy are inevitably led to
Property be subject to large effect.
Currently, both at home and abroad using static sounding (CPTU) as the technical way of engineering investigation, it is widely used and number
Amount is very big.Foreign scholar attempts research and utilization static sounding parameter and solves horizontal stress and coefficient of static earth pressure, but all the time not
Obtain it really.Domestic each experts and scholars also rarely have and are satisfied with achievement.
The content of the invention
The purpose of the present invention is directed to the technical problem that coefficient of static earth pressure can not be determined using static sounding, and proposes
A kind of method that utilization static cone penetration resistance quickly determines coefficient of static earth pressure.
To achieve the above object, the utilization static cone penetration resistance designed by the present invention quickly determines earth pressure at rest system
Several methods, it is characterized in that, comprises the following steps：
1) cone penetration test, the static point resistance parameter q in collection measurement area are carried out to the regional soil layer of measurementcAnd stationary water
Position uw；
2) by calculating acquisition coefficient of static earth pressure K0, computing formula is：
K0=0.4ln (Uc)+0.3
Uc=(σh-uw)/σ’V0
σh=0.45qc
Wherein, Uc is that static point resistance normalizes stress ratio, σ 'V0It is vertical effective stress.
Preferably, the step 1) specific steps include：
11) the test hole position of quiet inspecting hole is arranged；
12) counterforce device and injection equipment are installed；
13) start injection equipment, with the speed of 20mm/s at the uniform velocity penetration test stratum in, per injection 100mm, collection is once
Injection static point resistance；
14) the static level u of measured zone is gatheredw；
15) gathered injection static point resistance is extracted, and is layered according to mechanical index, obtain each layer of cone resistance
Force parameter qc。
Preferably, the step 13) in injection equipment with the speed of 20mm/s at the uniform velocity penetration test stratum in, per injection
100mm gathers an injection static point resistance.
Preferably, the test hole position is arranged in stress concentration node location suffered by underground structure, or apart from stress collection
At 2~3m of interior joint level interval, the depth of the test hole position enters and is not less than 30m or excavation of foundation pit depth below structure base slab
3 times of degree, so that testing level stress and coefficient of static earth pressure parameter meet design requirement.
Preferably, the step 14) in static level uwMeasuring method to observe and respectively completed after recording 24 hours
The fixed level value of quiet inspecting hole, then the average each fixed level value for having completed quiet inspecting hole is used as test site static level uw,
To improve the accuracy of measurement data
Preferably, the step 15) in each layer of static point resistance parameter qcTo own in each layer of the collection chosen
The average value of the static point resistance value of quiet inspecting hole, reduces interference of the exceptional value to measurement result.
The present invention can not be surveyed for the global problem in the domestic and international Geotechnical Engineering field of long-standing problem using static sounding
The key technical problem of coefficient of static earth pressure is determined, by a large amount of prospecting engineerings, field test, data acquisition, analysis and research work
Make, solve three big key technologies：1) dependency relation of static sounding injection static point resistance and horizontal total stress；2) static sounding
Test the test method of coefficient of static earth pressure；3) static sounding injection cone drag data processing procedure and pattern.The present invention
Theoretical foundation reliability, the flst diatometer by prospecting scene and routine and triaxial consolidation experiment, checking in drill sampling room
Process is rigorous, and measurement result accuracy is high, and implementation result is notable.Can truly reflect the static soil in proposed place using the inventive method
Pressure coefficient accurately embodies uniform reservoir stress historic state with change in depth value, actual with engineering to be consistent, and is not increasing
On the premise of measuring technology means, for design provides field measurement data, prospecting and design cycle are shortened, saved prospecting
Cost, improves efficiency, with extensive promotional value.
Brief description of the drawings
Fig. 1 is a kind of static point resistance parameter q of the inventioncWith horizontal total stress σhRegression relation curve map；
Fig. 2 is horizontal total stress σhWith brill lateral loading test in-situ horizontal stress P certainly0Regression relation curve map；
Fig. 3 is static point resistance normalization stress ratio Uc and coefficient of static earth pressure K0Regression relation curve map；
Fig. 4 is quiet detection examination arrangement of boring holes schematic diagram；JC1~JC11 represents 1~No. 11 test of quiet inspecting hole respectively in figure
Hole position.
Fig. 5 is three method of principal axes and Ip estimation algorithms K0Comparison diagram；
Fig. 6 is three method of principal axes, Ip estimation algorithms and paddle K0Comparison diagram；
Fig. 7 is q of the present inventioncMethod, three method of principal axes and K0Comparison diagram；
Fig. 8 is q of the present inventioncMethod, Ip estimation algorithms and paddle K0Comparison diagram.
Specific embodiment
Below in conjunction with the drawings and specific embodiments, the present invention is described in further detail.
The method that a kind of utilization static cone penetration resistance of the present invention quickly determines coefficient of static earth pressure, by testing number
According to collection, static point resistance parameter qcWith horizontal total stress σhAnalysis, static point resistance normalization stress ratio Uc and coefficient of static earth pressure
K0After analysis, according to measure field data acquisition, by calculating, you can obtain coefficient of static earth pressure K0。
The present invention needs Test Summary to conclude static sounding static point resistance parameter qcWith horizontal total stress σhDependency relation, cone
Sharp resistance normalization stress ratio Uc and coefficient of static earth pressure K0Dependency relation.In order to obtain unfailing test data,
With reference to high ferro, railway traffic prospecting engineering, static(al) spy is carried out to the regional soil layer in more than 30, the whole nation and has been touched experiment and is had effect
The live comparative study of power shovel experiment.Contrast test area cover Wuhan, Kunming, Wenzhou, Taizhou, Huzhou, Shanghai, Lianyun Harbour,
The ground such as Ningde, Guangzhou, Zhuhai, are related to soil layer normal consolidation or the mud of slight overconsolidation, muck soil, silty clay, part
The weakness larger for construction in later period deformation displacement and sedimentation and scall that the engineering such as silt and loose flour sand is paid close attention to,
With extensive District Representative's property.
Experimental stage comprises the following steps：
1) cone penetration test is carried out to the regional soil layer of experiment, while gathering static point resistance parameter qc, horizontal total stress σh、
Coefficient of static earth pressure K0。
2) by the static point resistance parameter q in all experiment areascWith horizontal total stress σhComparative study is carried out, is counted by returning
Calculation obtains both sides relation σh=0.45qc。
Table 1 is static point resistance and horizontal total stress data statistic, and the test data for participating in regression analysis is according to experiment
Regional soil layer takes every layer of average after being layered according to mechanical index.Because soil layer is heteropical, its reclaimed water, air, soil
The density of grain is differed, and makes the test data of collection more accurate by way of averaging.Statistics group number n=32, returns
Return coefficient R=0.86 of analysis, recurrence is calculated both sides relation σh=0.45qc.Static point resistance parameter qcIt is total with level
Stress σhRegression relation curve is shown in Fig. 1.
The static point resistance of table 1 and horizontal total stress data statistic
3) by the static point resistance normalization stress ratio Uc and coefficient of static earth pressure K in all experiment areas0Contrast is carried out to grind
Study carefully, both sides relation K is calculated by returning0=0.4ln (Uc)+0.3。
It can be seen from soil mechanics knowledge, the soil body is by soil particle, water, air three-phase organic composition, the sky between soil particle
Gap is filled by water or air, for rich groundwater and buries shallower regional Ru Jiang, river, lake, the sea more flourishing south of the River and edge
Haiti area, the following soil body of level of ground water actually constitutes duplex structure by soil particle and water.Probe is extruded in penetration process
Soil particle, reduces the space between soil particle, and the hydraulic pressure in space will be raised, and produce pore water pressure, then the water of test
Flat total stress σhBy effective stress σ 'h, pore water pressure △ u, static water pressure uwComposition, i.e.,：σh=σ 'h+△u+uw.Wherein,
For the value of pore water pressure △ u, it is to stop injection using dissipation method that scene is general, and waiting as long in the soil body that particle is suffered should
Power release is complete, after soil structures restructuring △ u are eliminated, completes dissipation process of the test.This method efficiency is low, less economical.Such as
What is the need except pore water pressure influence obtains approximate in-situ horizontal stress, domestic and foreign scholars propose different methods, but without real
Border engineering contrast verification.
In examining on the spot, contrast test is carried out with from the other pressure of brill using effective stress spade experiment, using effective stress
The horizontal total stress σ that shovel scene measureshWith brill lateral loading test in-situ horizontal stress P certainly0It is analyzed, sees Fig. 2.
Found from above-mentioned relation figure, horizontal total stress σhIn-situ horizontal stress P is pressed with from brill is other0In the presence of preferable logarithm
Relation.In-situ horizontal stress P0=σ 'h+uw, in-situ horizontal stress P0Removal hydrostatic pressure uwHorizontal effective stress σ ' is afterwardsh,
Confirm horizontal total stress σhWith horizontal effective stress σ 'hBetween have good logarithm dependency relation.This is contrasted using scene
Test the Key experiments foundation of the elimination △ u values influence for obtaining.
According to Pu that is the very image of to coefficient of static earth pressure K0Definition：σ’VIt is vertical effective stress.Define cone
Resistance normalization stress ratio Uc=(σh-uw)/σ’V.Should using total stress normalization further according to each contrast test area measured data
Power is than logarithm method by UcWith K0Regression analysis is carried out, as shown in Figure 3.Regression data is averagely obtained by stratum, counts number
N=58, coefficient R2=0.93.According to regression relation figure, total stress injection value or calculation of initial value K are can obtain0Formula
K0=0.4ln (Uc)+0.3
Horizontal total stress injection value or initial value are used using above formula, coefficient of static earth pressure K can be quickly obtained0。
Measuring phases comprise the following steps：
1) cone penetration test, the static point resistance parameter q in collection measurement area are carried out to the regional soil layer of measurementcAnd stationary water
Position uw.Specific steps include：
11) arrangement of boring holes is tested.Meeting static sounding routine test requirement, analysis find out bed boundary, soil layer name,
There is provided on the basis of each stratum mechanics index of physics, pay close attention to design, the experiment of soil layer involved by the underground structure of construction
Environment and condition, the test hole position of quiet inspecting hole is arranged in stress concentration node location suffered by underground structure, or distance as far as possible
2~3m of stress concentration knee level spacing arranges that depth should meet wanting for deformation calculating, stability analysis and Groundwater Control
Ask.Hole depth should enter 3 times not less than 30m or excavation of foundation pit depth below structure base slab, refer to each stratum physical mechanics is met
On the basis of target, hole depth can enter 2 times not less than 20m or excavation of foundation pit depth below structure base slab.Answer testing level
Power and coefficient of static earth pressure parameter, meet design requirement.Quiet detection examination arrangement of boring holes schematic diagram is as shown in Figure 4.
12) counterforce device and injection rigging up and debugging.Test site smooth first, secondly installs counterforce device and injection
Equipment, after adjusting equipment level with horizon rule, fastens injection equipment and counterforce device, besides sensor and quiet spy instrumentation
Connection, can injection after the completion of instrument zeroing.
13) data acquisition.During injection equipment is with the speed of 20mm/s at the uniform velocity penetration test stratum, per injection 100mm collections
Once quiet spy static point resistance, notes around here the accuracy of depth metering.After reaching projected depth, instrument completes test parameter with depth
Spend the storage and display of change.
14) each fixed level value for having completed quiet inspecting hole after observing and record 24 hours.
15) gathered injection static point resistance is extracted, and is layered according to mechanical index, obtain each layer of cone resistance
Force parameter qc。
Extract design, build the injection cone Resistance Value of soil layer involved by underground structure, divided according to mechanical index
Layer, rejects each layer exceptional value, the static point resistance value of average each layering or takes 3 upper and lower static point resistance values of design focal point depth
Average value, as the static point resistance parameter q of this layerc。
The average each fixed level value for having completed quiet inspecting hole is used as test site static level uw。
2) by calculating acquisition coefficient of static earth pressure K0, computing formula is：
K0=0.4ln (Uc)+0.3
Uc=(σh-uw)/σ’V
σh=0.45qc
Wherein, UcFor static point resistance normalizes stress ratio, σ 'VIt is vertical effective stress, vertical effective stress σ 'VValue lead to
Cross table look-up or in-site measurement usual manner obtain.
Above-mentioned parameter is calculated and can completed on computers.
Implementation result
In Huangpu River Tunnel Engineering prospecting project of certain high ferro, the method for the present invention is employed, carried out carth pressure at rest
The measure work of force coefficient.In order to verify practical function of the invention, flst diatometer and drill sampling room have been carried out in scene
Interior routine and triaxial consolidation are tested, by triaxial test K0, Ip estimation K0Paddle K0Contrast, makes a concrete analysis of the quality of each method.
Fig. 5 is indoor three axle and Ip estimation algorithm comparison diagrams, and Fig. 6 is indoor three axle, Ip estimation algorithms and paddle comparison diagram.
Knowable to analysis chart 5, three method of principal axes K0It is changed significantly with depth's fluctuation, it may be possible to reflect the stress history of sedimentation not
Together, it is also possible to which indoor normal stress loading does not meet the generation of primordial condition condition, and Ip estimation algorithm change in depth is not obvious, mainly
Be that laboratory test is different for more uniform stratum plasticity index Ip value differences not causing very much, do not reflect during sedimentation should
Power historic state, its reason has the thick of disturbance and water loss in sampling, packaging, transport, sample making course and empirical equation
It is rough to cause.As can be seen from Figure 6, paddle K0Depth has somewhat fluctuations, and uniform reservoir stress historic state is reflected substantially, although
Overall numerical value is less than Ip estimated values, but should be than Ip method reliability.
Fig. 7 is q of the present inventioncMethod, three method of principal axes and K0Comparison diagram, Fig. 8 is q of the present inventioncMethod, Ip estimation algorithms and paddle K0Contrast
Figure.The present invention of analysis chart 7 quickly determines the method i.e. q of coefficient of static earth pressure using static cone penetration resistancecMethod is with depth
Change rises and falls substantially, and amplitude is less than three method of principal axes, also more accurately reflects uniform reservoir stress historic state.Qc methods as can be seen from Figure 8
K0With change in depth be greater than paddle test, overall numerical value between Ip estimation algorithms and paddle value, more accurately and reliably.
In sum, the present invention high ferro prospecting in contrast verification show, can truly reflect plan using the inventive method
Place coefficient of static earth pressure is built with change in depth value, uniform reservoir stress historic state is accurately embodied, with engineering reality
It is consistent, on the premise of measuring technology means are not increased, for design provides field measurement data, shortens prospecting and design week
Phase, prospecting cost is saved, improve efficiency, effect is obvious.
Although being described to the preferred embodiments of the present invention above in conjunction with accompanying drawing, the invention is not limited in upper
The specific real mode stated, above-mentioned specific embodiment is only schematical, is not restricted, the common skill of this area
Art personnel under enlightenment of the invention, in the case of present inventive concept and scope of the claimed protection is not departed from, can be with
The specific conversion of many forms is made, these are belonged in protection scope of the present invention.
Claims (6)
1. a kind of method that utilization static cone penetration resistance quickly determines coefficient of static earth pressure, it is characterised in that including such as
Lower step：
1) cone penetration test, the static point resistance parameter q in collection measurement area are carried out to the regional soil layer of measurementcWith static level uw；
2) by calculating acquisition coefficient of static earth pressure K0, computing formula is：
K0=0.4ln (Uc)+0.3
Uc=(σh-uw)/σ’V
σh=0.45qc
Wherein, Uc is that static point resistance normalizes stress ratio, σ 'VIt is vertical effective stress.
2. the method that utilization static cone penetration resistance according to claim 1 quickly determines coefficient of static earth pressure, its
It is characterised by：The step 1) specific steps include：
11) the test hole position of quiet inspecting hole is arranged；
12) counterforce device and injection equipment are installed；
13) start injection equipment, gather injection static point resistance；
14) the static level u of measured zone is gatheredw；
15) gathered injection static point resistance is extracted, and is layered according to mechanical index, obtain each layer of static point resistance ginseng
Number qc。
3. the method that utilization static cone penetration resistance according to claim 2 quickly determines coefficient of static earth pressure, its
It is characterised by：The step 13) in injection equipment with the speed of 20mm/s at the uniform velocity penetration test stratum in, adopt per injection 100mm
Injection static point resistance of collection.
4. the method that utilization static cone penetration resistance according to claim 2 quickly determines coefficient of static earth pressure, its
It is characterised by：The test hole position is arranged in stress concentration node location suffered by underground structure, or apart from stress concentration node
At 2~3m of level interval, the depth of the test hole position enters and is not less than the 3 of 30m or excavation of foundation pit depth below structure base slab
Times.
5. the method that utilization static cone penetration resistance according to claim 2 quickly determines coefficient of static earth pressure, its
It is characterised by：The step 14) in static level uwMeasuring method to observe and respectively completed quiet inspecting hole after recording 24 hours
Fixed level value, then the average each fixed level value for having completed quiet inspecting hole is used as test site static level uw。
6. the method that utilization static cone penetration resistance according to claim 2 quickly determines coefficient of static earth pressure, its
It is characterised by：The step 15) in each layer of static point resistance parameter qcIt is all quiet inspecting holes in each layer of the collection chosen
Static point resistance value average value.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111912746A (en) * | 2020-06-09 | 2020-11-10 | 广西大学 | Quantitative evaluation method for analyzing concrete workability based on bottom resistance |
| CN114371270A (en) * | 2021-12-03 | 2022-04-19 | 中铁第四勘察设计院集团有限公司 | In-situ test method and system |
| CN114658043A (en) * | 2022-03-07 | 2022-06-24 | 中国电建集团华东勘测设计研究院有限公司 | Pile-soil horizontal static load interaction analysis method based on T-bar p-y curve |
| CN117030977A (en) * | 2023-10-09 | 2023-11-10 | 清华大学深圳国际研究生院 | Clay effective stress friction angle measuring method based on flat shovel side swelling instrument DMT |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2001990C1 (en) * | 1992-01-27 | 1993-10-30 | Khrustalev Evgenij N | Method and device for impact-static sounding of soils |
| CN103174122A (en) * | 2012-08-27 | 2013-06-26 | 东南大学 | Lateral stress pore pressure probe used for testing soil static lateral pressure coefficient |
-
2017
- 2017-02-20 CN CN201710090045.6A patent/CN106759220B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2001990C1 (en) * | 1992-01-27 | 1993-10-30 | Khrustalev Evgenij N | Method and device for impact-static sounding of soils |
| CN103174122A (en) * | 2012-08-27 | 2013-06-26 | 东南大学 | Lateral stress pore pressure probe used for testing soil static lateral pressure coefficient |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111912746A (en) * | 2020-06-09 | 2020-11-10 | 广西大学 | Quantitative evaluation method for analyzing concrete workability based on bottom resistance |
| CN114371270A (en) * | 2021-12-03 | 2022-04-19 | 中铁第四勘察设计院集团有限公司 | In-situ test method and system |
| CN114371270B (en) * | 2021-12-03 | 2024-03-15 | 中铁第四勘察设计院集团有限公司 | In-situ test method and system |
| CN114658043A (en) * | 2022-03-07 | 2022-06-24 | 中国电建集团华东勘测设计研究院有限公司 | Pile-soil horizontal static load interaction analysis method based on T-bar p-y curve |
| CN117030977A (en) * | 2023-10-09 | 2023-11-10 | 清华大学深圳国际研究生院 | Clay effective stress friction angle measuring method based on flat shovel side swelling instrument DMT |
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