CN106759220B - The method of coefficient of static earth pressure is quickly measured using static cone penetration resistance - Google Patents
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- 230000003068 static effect Effects 0.000 title claims abstract description 106
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- 239000002689 soil Substances 0.000 claims abstract description 29
- 238000004364 calculation method Methods 0.000 claims abstract description 6
- 238000002347 injection Methods 0.000 claims description 28
- 239000007924 injection Substances 0.000 claims description 28
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- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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Abstract
The invention discloses a kind of methods that coefficient of static earth pressure is quickly measured using static cone penetration resistance, comprising steps of acquisition measures the static point resistance parameter q in area 1) to regional soil layer progress cone penetration test is measuredcWith static level uw；2) coefficient of static earth pressure K is obtained by calculating0, calculation formula 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 'VFor vertical effective stress.It can really reflect proposed place coefficient of static earth pressure with change in depth value using the method for the present invention, accurately embody uniform reservoir stress historic state, with engineering is practical is consistent, under the premise of not increasing measuring technology means, field measurement data are provided for design, prospecting and design cycle is shortened, has saved prospecting cost, efficiency is improved, there is extensive promotional value.
Description
Technical field
The present invention relates to rock-soil engineering in-situ the field of test technology, in particular to a kind of fast using static cone penetration resistance
The method of speed measurement coefficient of static earth pressure.
Background technique
Coefficient of static earth pressure K0As technical indicator more important in basic engineering design, to acting on roadbed, bridge
Stress distribution, safety and engineering measure and project cost etc. on the works such as beam, side slope, barricade 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 by
To soil nature, neutralize stress, level of disruption and soil it is structural etc. it is many-sided influence, make on-site measurement K0The method of value is few and tired
Difficulty generally mainly uses the plasticity index I of laboratory test in engineering practicepOr effective angle of inner frictionBe worth application experience formula into
Row estimation, brings reliability and security risks to engineering.
Currently, both at home and abroad about live in-site detecting K0The technology and equipment of value is less, and external original technology mainly has beauty
The K in situ of KBS company of state production0Analyzer (is commonly called as K0Stepping plate), instrument, the swollen instrument in Italian paddle side are pressed from side is bored in Cambridge, domestic
Original is the patented product effective stress spade that the iron forth academy develops.Wherein directly measure K0Value is the U.S. original position KBS K0Analyzer and
The effective stress spade that the iron forth academy develops, and achievement is relatively accurate reliable, other technologies only obtain K indirectly0Value, accuracy and can
It is general by property.The horizontal total stress and coefficient of static earth pressure parameter for obtaining soil, 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 are inevitably led to, efficiency and benefit and economy
Property is by large effect.
Currently, it is widely used and counts using static sounding (CPTU) as the technical way of engineering investigation both at home and abroad
Amount is very big.Foreign scholar attempts research and utilization static sounding parameter and solves horizontal stress and coefficient of static earth pressure, but always not
Obtain its fruit.Domestic each experts and scholars, which also rarely have, is satisfied with achievement.
Summary of the invention
The technical issues of the purpose of the present invention is for coefficient of static earth pressure cannot be measured using static sounding, and propose
A method of coefficient of static earth pressure is quickly measured using static cone penetration resistance.
To achieve the above object, the utilization static cone penetration resistance designed by the present invention quickly measures earth pressure at rest system
Several methods, is characterized in that, includes the following steps:
1) to regional soil layer progress cone penetration test is measured, acquisition measures the static point resistance parameter q in areacAnd stationary water
Position uw；
2) coefficient of static earth pressure K is obtained by calculating0, calculation formula are as follows:
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 'V0For vertical effective stress.
Preferably, the specific steps of the step 1) include:
11) the test hole location of quiet inspecting hole is arranged；
12) counterforce device and injection equipment are installed；
13) start injection equipment, in the speed of 20mm/s at the uniform velocity penetration test stratum, every injection 100mm acquisition is primary
Injection static point resistance；
14) the static level u of measured zone is acquiredw；
15) injection static point resistance collected is extracted, and is layered according to mechanical index, each layer of cone resistance is obtained
Force parameter qc。
Preferably, injection equipment is in the step 13) in the speed of 20mm/s at the uniform velocity penetration test stratum, every injection
100mm acquires an injection static point resistance.
Preferably, the test hole location is arranged in stress centralized node position suffered by underground structure, or apart from stress collection
At 2~3m of interior joint horizontal space, it is deep not less than 30m or excavation of foundation pit that the depth of the test hole location enters structure base slab or less
3 times of degree, so that testing level stress and coefficient of static earth pressure parameter meet design requirement.
Preferably, static level u in the step 14)wMeasurement method be observe and record 24 hours after be respectively completed
The fixed level value of quiet inspecting hole, then the average fixed level value that quiet inspecting hole is respectively completed is as test site static level uw,
To improve the accuracy of measurement data
Preferably, each layer of static point resistance parameter q in the step 15)cTo own in each layer of the acquisition of selection
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 is directed to the global problem in the domestic and international geotechnical engineering field of long-standing problem, i.e., cannot be surveyed using static sounding
The key technical problem for determining coefficient of static earth pressure, by largely reconnoitring engineering, field test, data acquisition, analysis and research work
Make, solves three big key technologies: the 1) correlativity 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 treatment process and mode.The present invention
Theoretical foundation is reliable, tests by routine in the live flst diatometer of prospecting and drill sampling room and triaxial consolidation, verifying
Process is rigorous, and measurement result accuracy is high, and implementation result is significant.It can really reflect the static soil in proposed place using the method for the present invention
Pressure coefficient accurately embodies uniform reservoir stress historic state with change in depth value, and engineering is practical is consistent, and is not increasing
Under the premise of measuring technology means, field measurement data are provided for design, prospecting and design cycle is shortened, has saved prospecting
Cost improves efficiency, has extensive promotional value.
Detailed description of the invention
Fig. 1 is a kind of static point resistance parameter q of the present inventioncWith horizontal total stress σhRegression relation curve graph；
Fig. 2 is horizontal total stress σhWith brill lateral loading test in-situ horizontal stress P certainly0Regression relation curve graph；
Fig. 3 is that static point resistance normalizes stress ratio Uc and coefficient of static earth pressure K0Regression relation curve graph；
Fig. 4 is quiet detection prospect hole position arrangement schematic diagram；JC1~JC11 respectively represents the test of 1~No. 11 quiet inspecting hole in figure
Hole location.
Fig. 5 is three method of principal axes and Ip estimation algorithm K0Comparison diagram；
Fig. 6 is three method of principal axes, Ip estimation algorithm and paddle K0Comparison diagram；
Fig. 7 is qcMethod, three method of principal axes and Ip estimation algorithm K0Comparison diagram；
Fig. 8 is qcMethod, Ip estimation algorithm and paddle K0Comparison diagram.
Specific embodiment
Below in conjunction with the drawings and specific embodiments, the present invention is described in further detail.
The present invention relates to a kind of methods that coefficient of static earth pressure is quickly measured using static cone penetration resistance, pass through examination
Test data acquisition, static point resistance parameter qcWith horizontal total stress σhAnalysis, static point resistance normalization stress ratio Uc and earth pressure at rest
COEFFICIENT K0It after analysis, is acquired according to measure field data, by calculating, can be obtained coefficient of static earth pressure K0。
The present invention needs Test Summary to conclude static sounding static point resistance parameter qcWith horizontal total stress σhCorrelativity, cone
Sharp resistance normalization stress ratio Uc and coefficient of static earth pressure K0Correlativity.In order to obtain unfailing test data,
Engineering is reconnoitred in conjunction with high-speed rail, railway traffic, static(al) spy touching test has been carried out to the soil layer in more than 30 areas in the whole nation and has effect
The live comparative study of power shovel test.Comparative test area cover Wuhan, Kunming, Wenzhou, Taizhou, Huzhou, Shanghai, Lianyun Harbour,
The ground such as Ningde, Guangzhou, Zhuhai are related to the mud, muck soil, silty clay, part of soil layer normal consolidation or slight overconsolidation
And the scall biggish weak for construction in later period deformation displacement and sedimentation that the engineerings such as silt and loose flour sand are paid close attention to,
With extensive District Representative's property.
Experimental stage includes the following steps:
1) cone penetration test is carried out to the regional soil layer of test, while acquires 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 test areascWith horizontal total stress σhResearch is compared, 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 test
Regional soil layer takes every layer of mean value after being layered according to mechanical index.Due to soil layer be it is heteropical, wherein water, air, soil
Grain density be it is different, made by way of being averaged acquisition test data it is more acurrate.Statistics group number n=32 is returned
Return coefficient R=0.86 of analysis, both sides relation σ is calculated in recurrenceh=0.45qc.Static point resistance parameter qcIt is total with level
Stress σhRegression relation curve is shown in Fig. 1.
1 static point resistance of table 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 test areas0It compares and grinds
Study carefully, both sides relation K is calculated by recurrence0=0.4ln (Uc)+0.3。
According to soil mechanics knowledge it is found that the soil body is the sky by soil particle, water, air three-phase organic composition, between soil particle
Gap is filled by water or air, for rich groundwater and buries shallower regional Ru Jiang, river, lake, extra large more developed Jiangnan and edge
Haiti area, the following soil body of level of ground water actually form duplex structure by soil particle and water.Probe squeezes in penetration process
Soil particle reduces the gap between soil particle, and the hydraulic pressure in gap will increase, and pore water pressure is generated, then the water tested
Flat total stress σhBy effective stress σ 'h, pore water pressure △ u, static water pressure uwComposition, it may be assumed that σh=σ 'h+△u+uw.Wherein,
For the value of pore water pressure △ u, scene generally stops injection using dissipation method, falls into a long wait in the soil body and answer suffered by particle
Power release completely, after soil structures recombinate △ u elimination, completes dissipation test process.This method low efficiency, it is less economical.Such as
What is the need except pore water pressure influences to obtain approximate in-situ horizontal stress, domestic and foreign scholars propose different methods, but without real
Border engineering contrast verification.
In examining on the spot, comparative test is carried out with from the other pressure of brill using effective stress spade test, 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.
It is found from above-mentioned relation figure, horizontal total stress σhIn-situ horizontal stress P is pressed with from brill is other0There are preferable logarithms
Relationship.In-situ horizontal stress P0=σ 'h+uw, in-situ horizontal stress P0Remove hydrostatic pressure uwIt is afterwards horizontal effective stress σ 'h,
Confirm horizontal total stress σhWith horizontal effective stress σ 'hBetween have good logarithm correlativity.This is to utilize scene comparison
The Key experiments foundation eliminating △ u value and influencing that test obtains.
According to Pu that is the very image of to coefficient of static earth pressure K0Definition:σ’VFor vertical effective stress.Define cone
Resistance normalizes stress ratio Uc=(σh-uw)/σ’V.It is answered further according to each comparative test area measured data using total stress normalization
Power is than logarithm method by UcWith K0Regression analysis is carried out, as shown in Figure 3.Regression data is averagely obtained by stratum, and number is counted
N=58, coefficient R2=0.93.According to regression relation figure, total stress injection value or calculation of initial value K can be obtained0Formula
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 include the following steps:
1) to regional soil layer progress cone penetration test is measured, acquisition measures the static point resistance parameter q in areacAnd 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,
On the basis of each stratum mechanics index of physics is provided, the test of soil layer involved by the underground structure of design, construction is paid close attention to
Environment and condition, the test hole location of quiet inspecting hole are arranged in stress centralized node position or distance suffered by underground structure as far as possible
Stress 2~3m of centralized node horizontal space arrangement, depth should meet wanting for deformation calculating, stability analysis and Groundwater Control
It asks.Hole depth should enter 3 times that structure base slab or less is not less than 30m or excavation of foundation pit depth, refer to meeting each stratum physical mechanics
On the basis of target, hole depth can enter 2 times that structure base slab or less is not less than 20m or excavation of foundation pit depth.Answer testing level
Power and coefficient of static earth pressure parameter, meet design requirement.Quiet detection prospect hole position arrangement schematic diagram is as shown in Figure 4.
12) counterforce device and injection rigging up and debugging.Secondly counterforce device and injection are installed in test site smooth first
Equipment fastens injection equipment and counterforce device, besides sensor and quiet spy special instrument after horizontal ruler adjustment equipment level
Connection, can injection after the completion of instrument zeroing.
13) data acquire.Injection equipment is in the speed of 20mm/s at the uniform velocity penetration test stratum, every injection 100mm is acquired
Primary quiet spy static point resistance, pays attention to around here the accuracy of depth metering.After reaching projected depth, instrument completes test parameter with depth
Spend the storage and display of variation.
14) the fixed level value of quiet inspecting hole is respectively completed after observing and recording 24 hours.
15) injection static point resistance collected is extracted, and is layered according to mechanical index, each layer of cone resistance is obtained
Force parameter qc。
The injection cone Resistance Value for extracting soil layer involved by design, construction underground structure, is divided according to mechanical index
Layer, rejects each layer exceptional value, the static point resistance value of average each layering or 3 static point resistance values for taking design focal point depth or more
Average value, the static point resistance parameter q as this layerc。
The average fixed level value that quiet inspecting hole is respectively completed is as test site static level uw。
2) coefficient of static earth pressure K is obtained by calculating0, calculation formula are as follows:
K0=0.4ln (Uc)+0.3
Uc=(σh-uw)/σ’V
σh=0.45qc
Wherein, UcStress ratio, σ ' are normalized for static point resistanceVFor vertical effective stress, vertical effective stress σ 'VValue it is logical
Cross table look-up or the usual manner of in-site measurement obtain.
Above-mentioned parameter calculating can be completed on computers.
Implementation result
In Huangpu River Tunnel Engineering prospecting project of certain high-speed rail, using method of the invention, carth pressure at rest has been carried out
The measurement 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 test, pass through triaxial test K0, Ip estimate K0Paddle K0Comparison, makes a concrete analysis of the superiority and inferiority of each method.
Fig. 5 is indoor three axis and Ip estimation algorithm comparison diagram, and Fig. 6 is indoor three axis, Ip estimation algorithm and paddle comparison diagram.
Analysis chart 5 is it is found that 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 load does not meet the generation of primordial condition condition, and Ip estimation algorithm change in depth is unobvious, mainly
It is that laboratory test is different for more uniform stratum plasticity index Ip value difference not causing very much, does not reflect answering during sedimentation
Power historic state, reason have the thick of sampling, packaging, transport, the disturbance in sample making course and water loss and empirical equation
It is rough to cause.As can be seen from Figure 6, paddle K0Depth has slightly fluctuations, reflects uniform reservoir stress historic state substantially, although
Whole numerical value is less than Ip estimated value, but should be more reliable than Ip method.
Fig. 7 is qcMethod, three method of principal axes and Ip estimation algorithm K0Comparison diagram, Fig. 8 qcMethod, Ip estimation algorithm and paddle K0Comparison diagram.Point
Analysis Fig. 7 present invention quickly measures the method i.e. q of coefficient of static earth pressure using static cone penetration resistancecMethod rises with change in depth
Volt is obvious, and amplitude also relatively accurately reflects uniform reservoir stress historic state less than three method of principal axes.Qc method K as can be seen from Figure 80With depth
Degree variation is greater than paddle test, and whole numerical value is between Ip estimation algorithm and paddle value, more accurately and reliably.
In conclusion the present invention high-speed rail prospecting in contrast verification show really reflect using the method for the present invention it is quasi-
Place coefficient of static earth pressure is built with change in depth value, accurately embodies uniform reservoir stress historic state, with engineering reality
It is consistent, under the premise of not increasing measuring technology means, provides field measurement data for design, shorten prospecting and design week
Phase has saved prospecting cost, improves efficiency, and effect is obvious.
Although the preferred embodiment of the present invention is described above in conjunction with attached drawing, the invention is not limited to upper
The specific real mode stated, the above mentioned embodiment is only schematical, is not restrictive, the common skill of this field
Art personnel under the inspiration of the present invention, without breaking away from the scope protected by the purposes and claims of the present invention, can be with
The specific transformation of many forms is made, these all belong to the scope of protection of the present invention interior.
Claims (6)
1. a kind of method for quickly measuring coefficient of static earth pressure using static cone penetration resistance, which is characterized in that including such as
Lower step:
1) to regional soil layer progress cone penetration test is measured, acquisition measures the static point resistance parameter q in areacWith static level uw；
2) coefficient of static earth pressure K is obtained by calculating0, calculation formula are as follows:
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 'VFor vertical effective stress.
2. the method according to claim 1 that coefficient of static earth pressure is quickly measured using static cone penetration resistance,
Be characterized in that: the specific steps of the step 1) include:
11) the test hole location of quiet inspecting hole is arranged；
12) counterforce device and injection equipment are installed；
13) start injection equipment, acquire injection static point resistance；
14) the static level u of measured zone is acquiredw；
15) injection static point resistance collected is extracted, and is layered according to mechanical index, each layer of static point resistance ginseng is obtained
Number qc。
3. the method according to claim 2 that coefficient of static earth pressure is quickly measured using static cone penetration resistance,
Be characterized in that: injection equipment is in the step 13) in the speed of 20mm/s at the uniform velocity penetration test stratum, every injection 100mm is adopted
Collect an injection static point resistance.
4. the method according to claim 2 that coefficient of static earth pressure is quickly measured using static cone penetration resistance,
Be characterized in that: the test hole location is arranged in stress centralized node position suffered by underground structure, or apart from stress centralized node
At 2~3m of horizontal space, the depth of the test hole location enters structure base slab or less is not less than 30m or excavation of foundation pit depth 3
Times.
5. the method according to claim 2 that coefficient of static earth pressure is quickly measured using static cone penetration resistance,
It is characterized in that: static level u in the step 14)wMeasurement method be observe and record 24 hours after quiet inspecting hole is respectively completed
Fixed level value, then the average fixed level value that quiet inspecting hole is respectively completed is as test site static level uw。
6. the method according to claim 2 that coefficient of static earth pressure is quickly measured using static cone penetration resistance,
It is characterized in that: each layer of static point resistance parameter q in the step 15)cAll quiet inspecting holes in each layer for the acquisition of selection
Static point resistance value average value.
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