CN106436674A - Method for discriminating sand-gravel stratum liquefaction through standard penetration test - Google Patents
Method for discriminating sand-gravel stratum liquefaction through standard penetration test Download PDFInfo
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- CN106436674A CN106436674A CN201610953303.4A CN201610953303A CN106436674A CN 106436674 A CN106436674 A CN 106436674A CN 201610953303 A CN201610953303 A CN 201610953303A CN 106436674 A CN106436674 A CN 106436674A
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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
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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
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
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- Mining & Mineral Resources (AREA)
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Abstract
Provided is a method for discriminating sand-gravel stratum liquefaction through a standard penetration test. The method comprises the steps that a test sand-gravel stratum is drilled 5cm above the elevation of the test sand-gravel stratum; a standard penetration test device is connected and an injection device is put to the bottom of a drill hole after a connector of a feeler lever is inspected; then the injection device is driven into a saturated sand-gravel stratum by 5cm through a pilereing hammer, the standard penetration hammering number starts to be recorded for every 3cm of driving, and the total test range is 30cm and is divided into 10 test sections; a relation curve graph between the hammering number of each test section and the corresponding penetration degree is drawn, the invalid test sections affected by sand gravel of large grain sizes are removed according to the relation curve graph, and the standard penetration hammering number of 30cm of penetration is equivalently converted according to the standard penetration hammering number and the penetration degree of the valid test sections; and seismic liquefaction discrimination of saturated sand gravel is conducted according to the standard penetrate hammering number equivalent to 30cm of penetration into the saturated sand gravel. By adoption of the method for discriminating sand-gravel stratum liquefaction, the defect that in the prior art, the standard penetration hammering number tends to be large due to the effect of the sand gravels of the large grain sizes, and the seismic liquefaction discrimination result tends to unsafe accordingly is overcome.
Description
Technical field
The invention belongs to in-situ test technical field, it is related to a kind of employing standard penetration test (SPT) and differentiates sand gravel layer liquefaction
Method.
Background technology
China's hydroelectric resources more than 80% is distributed in the west area that seismic activity is frequent and intensity is big, and this area riverbed is big
Have cover layer more, in cover layer, be commonly present the sand gravel layer may liquefy under geological process.With strategy to develop western regions
Implement, following increasing earth-rock works are built on sand gravel cover layer, stability under geological process for the sand gravel layer
It is the major issue of the relation engineering safety that must take into.But because sand gravel layer cobble-stone particle diameter is larger, according to method for normalizing
When carrying out standard penetration test (SPT) in sand gravel layer, Standard piercing blow counts are easily affected by the gravel of greater particle size and bigger than normal,
When leading to the standard penetration test (SPT) method in existing specification to be applied to sand gravel layer Liquefaction, result can be led to be partial to uneasiness
Entirely.Therefore, design a kind of improved standard penetration test (SPT) method, differentiate sand gravel layer in design earthquake by field test index
Whether there is earthquake liquefaction under effect, significant to the earth and rockfill dam being built on sand gravel layer or gate dam safety evaluation.
Content of the invention
It is an object of the invention to overcoming the shortcoming that prior art exists, making up existing standard penetration test method can only fit
For the deficiency of the fine grained soil seismic liquefaction evaluation such as sand, silt, seeking design provides one kind to differentiate using standard penetration test (SPT)
The method of sand gravel layer liquefaction.Using the energy that drops hammer by penetrator injection sand gravel layer, hammered according to each examination segment standard injection
Number and pile penetration graph of a relation, reject the invalid examination section that blow counts are affected by gravel, and remaining section Equivalent Conversion of effectively trying is to squeeze into
The Standard piercing blow counts of 30cm in sand gravel layer, then with earthquake liquefaction Critical Standard injection blow countsContrast, differentiates full
Whether liquefy with sand gravel.
To achieve these goals, the present invention realizes in standard penetration test (SPT) device, and it concretely comprises the following steps：
A kind of method using standard penetration test (SPT) differentiation sand gravel layer liquefaction is it is characterised in that comprise the following steps：
Step one, sand gravel layer will be tested using conventional drilling tool hole 5cm above to sand gravel layer absolute altitude, remove in the hole residual
Soil, and carry out mud off；
Step 2, connect standard penetration test (SPT) device, tighten the joint of sounding rod it is ensured that the joint of sounding rod does not get loose, then
Penetrator is put in the hole to bottom hole, and avoids impact opening bottom, measurement obtains drilling depth, keep penetrator, sounding rod, guiding
Bar is in plumbness after connecting；
Step 3, using 63.5kg punching hammer, freely falling away from using automatic drop hammer method, by penetrator with every point with 76cm
The some impacts of clock are buried after middle 5cm, then start recording often squeezes into the Standard piercing blow counts of 3cm, are divided into 10 examination section meters
30cm；
Step 4, draw the Standard piercing hammer with each examination section for the pile penetration according to the above-mentioned Standard piercing blow counts often squeezing into 3cm
Hitting several variation relation curves, if increasing with Standard piercing blow counts, pile penetration with Standard piercing blow counts graph of a relation occurring
Horizontal segment, illustrates that injection blow counts are affected by gravel, then gives up the part between horizontal segment starting point and end point, will remain
Remaining blow countsWith corresponding pile penetration lengthAs effective examination section；Standard piercing is led to hammer for due to gravel impact
The examination section that number increases suddenly, is invalid examination section, is designated as=0,=0；
Step 5, it is calculated as follows Standard piercing blow counts during injection 30cm
（1）
Standard piercing blow counts during injection 30cm；Give up remaining blow counts after horizontal segment；Correspond to
Effective examination segment length；mExamination section number, its value is equal to 10；
Step 6, according to the following formula calculating Liquefaction Criterion in China injection critical count
The value of critical of standard penetration hammering number；Standard piercing blow counts a reference value, basic seismic design acceleration is
Corresponding when 0.10g, 0.15g, 0.20g, 0.30g, 0.40gValue is respectively 7,10,12,16 and 19；Saturation sand gravel
Standard piercing point depth, unit is m；Level of ground water, unit is m；Sticky content percentage, when less than 3, adopts
3；Regulation coefficient, determines corresponding regulation coefficient value according to classification of design earthquake, and first group of earthquake of design takes 0.80, second
Group takes 0.95, and the 3rd group takes 1.05；
Step 7, contrastWithIf,≤, then sand gravel liquefy；If>, then sand gravel do not liquefy.
It is further preferred that described standard penetration test (SPT) device mainly includes punching hammer, pallet, sounding rod and penetrator.
Punching hammers the steel-casting of the 63.5kg that attaches most importance to into shape, and there is the center hole of a diameter 45mm centre, and it is embedded that described guide post passes through center hole
It is arranged in the middle of punching hammer；Described punching hammer carries automatic decoupling device, and its bottom is provided with pallet；The bottom of pallet is adopted
It is fastenedly connected sounding rod with screw thread；The local inclination of described sounding rod is less than 1/1000, and its bottom is fastened with by screwed connection
Penetrator；Described penetrator is made up of penetrator head, soil sampler and penetrator boots three part, and described penetrator crown end is provided with
Apopore.
Additionally, penetrator is impacted, with per minute 15 ~ 30, the middle 5cm that buries.
It is further preferred that the examination section of described step 3 adopts more than 10 examination more than section meter 30m, in described step 4 formula
M value take the corresponding value being more than 10.
Beneficial effects of the present invention：
Compared with prior art, the invention provides a kind of differentiate saturation sand gravel liquefaction standard penetration test (SPT) method, can
When making up existing specification Plays injection blow counts liquifying method and being applied to saturation sand gravel layer and carry out Liquefaction, due to standard
Injection blow counts are affected by the larger gravel of particle diameter, lead to Standard piercing blow counts bigger than normal, and then lead to differentiate result relatively not
The defect of safety, provides crucial for the Geotechnical Engineering sand gravel ground seismic liquefaction evaluation such as highly seismic region Hydraulic and Hydro-Power Engineering
Hold.
Brief description
Fig. 1 is the structural representation of standard penetration test (SPT) device according to the present invention；
Fig. 2 is the flow chart of steps of a kind of method of employing standard penetration test (SPT) differentiation sand gravel layer liquefaction of the present invention.
Reference：1- punching is hammered into shape；2- pallet；3-sounding rod；4-penetrator；5- apopore；6-soil sampler；7 -
Penetrator boots.
Specific embodiment
Technological means, character of innovation, reached purpose and effect for making the present invention realize are easy to understand, below to this
Invention further illustrates.
The embodiment that here is recorded is the specific specific embodiment of the present invention, for the design of the present invention is described, all
It is explanatory and exemplary, should not be construed as the restriction to embodiment of the present invention and the scope of the invention.Except here record
Implement exception, those skilled in the art can also be based on the application claims and specification disclosure of that using aobvious
The other technical schemes being clear to, these technical schemes include any obvious using making of the embodiment that here is recorded
The technical scheme of substitutions and modifications.
The present embodiment is realized by standard penetration test (SPT) device, and experiment process is as shown in Fig. 2 concretely comprise the following steps：
Step one, will be tested using conventional drilling tool saturation sand gravel layer hole to test the above 5cm of saturation sand gravel layer absolute altitude,
Remove in the hole surflaes, and carry out mud off；
Step 2, connect standard penetration test (SPT) device, tighten the joint of sounding rod 3 it is ensured that the joint of sounding rod 3 does not get loose,
Again penetrator 4 is put in the hole to bottom hole, and avoid impact opening bottom, measurement obtains drilling depth, keep penetrator 4, sounding rod
3rd, guide post is in plumbness after connecting；
Step 3, using with automatic decoupling device, weight 63.5kg punching hammer 1, freely falling away from using automatic drop hammer with 76cm
Method, penetrator is impacted, with per minute 15 ~ 30, the middle 5cm that buries, then start recording often squeezes into the Standard piercing blow counts of 3cm, altogether
Divide 10 examination section meter 30cm, the present invention can also be using following experiment method as being divided into more than 10 examination sections, 30cm altogether
More than, according to the described step in lower section（5）It is converted into 30cm Standard piercing blow counts constantly, continue step（6）And step（7）I.e.
Can；
Step 4, draw the Standard piercing hammer with each examination section for the pile penetration according to the above-mentioned Standard piercing blow counts often squeezing into 3cm
Hitting several variation relation curves, if increasing with Standard piercing blow counts, pile penetration with Standard piercing blow counts graph of a relation occurring
Horizontal segment, illustrates that injection blow counts are affected by gravel, then gives up the part between horizontal segment starting point and end point, will remain
Remaining blow countsWith corresponding pile penetration lengthAs effective examination section；Standard piercing is led to hammer for due to gravel impact
The examination section that number increases suddenly, is invalid examination section, is designated as=0,=0；
Step 5, it is calculated as follows Standard piercing blow counts during injection 30cm
In this formula,Standard piercing blow counts during injection 30cm；Give up remaining blow counts after horizontal segment；—
Correspond toEffective examination segment length；mExamination section number, if examination section overall length is 30cm, m is equal to 10, if examination section overall length is more than
30cm, then m is more than 10；
Step 6, according to the following formula calculating Liquefaction Criterion in China injection critical count
The value of critical of standard penetration hammering number；Standard piercing blow counts a reference value, basic seismic design acceleration is
Corresponding when 0.10g, 0.15g, 0.20g, 0.30g, 0.40gValue is respectively 7,10,12,16 and 19；Saturation sand gravel
Standard piercing point depth（m）；Level of ground water（m）；Sticky content percentage, when less than 3, adopts 3；Adjustment
Coefficient, determines corresponding regulation coefficient value according to classification of design earthquake, specifically can be according to《Earthquake In China moves parameter zoning
Figure》（GB18306-2015）The classification of design earthquake dividing, one group of earthquake of design takes 0.80, and second group takes 0.95, and the 3rd group takes
1.05；
Step 7, contrastWithIf,≤, then sand gravel liquefy；If>, then sand gravel do not liquefy.
If step 8 need to carry out the penetration test of next depth, repeat aforesaid operations step and tested；This example relates to
And standard penetration test (SPT) apparatus structure as shown in figure 1, mainly including punching hammer 1, sounding rod 3 and penetrator 4.Punching hammers 1 into shape
The steel-casting of weight 63.5kg, there is the center hole of a diameter 45mm centre, passes through center hole installation by adhering for placing guide post
In the middle of punching hammer 1, for controlling the free-falling direction of punching hammer；The bottom of the punching hammer 1 with automatic decoupling device sets
It is equipped with pallet 2, punching hammer 1 energy freely falling body, on pallet, falls away from 76cm；The bottom of pallet 2 is fastenedly connected with directly using screw thread
The sounding rod 3 of footpath 42mm；The local inclination of sounding rod 3 is less than 1/1000, and sounding rod 3 is provided with graduation mark, sees for directly perceived
Survey depth of penetration；The penetrator 4 of the hollow metal tubular construction with cutting edge and sounding rod 3 are fastened by screwed connection, by penetrator
Head, soil sampler（Split pipe）6 and penetrator boots 7 three part composition, the long 145mm of penetrator head, top is provided with a diameter of 30mm
Apopore 5, soil sampler（Split pipe）6 long 500mm, external diameter is 51mm, and internal diameter is 35mm, penetrator boots 7 length 55mm, cutting edge
20 degree of angle, cutting edge single-blade thickness 2.5mm.
The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all spirit in the present invention and
Within principle, any modification, equivalent substitution and improvement made etc., should be included within the scope of the present invention.
Claims (5)
1. a kind of method using standard penetration test (SPT) differentiation sand gravel layer liquefaction is it is characterised in that comprise the following steps：
Step one, sand gravel layer will be tested using conventional drilling tool hole 5cm above to sand gravel layer absolute altitude, remove in the hole residual
Soil, and carry out mud off；
Step 2, connect standard penetration test (SPT) device, tighten sounding rod（3）Joint it is ensured that sounding rod（3）Joint not loose
De-, then by penetrator（4）Put in the hole to bottom hole, and avoid impact opening bottom, measurement obtains drilling depth, keep penetrator（4）、
Sounding rod（3）, guide post connect after be in plumbness；
Step 3, using 63.5kg punching hammer, freely falling away from using automatic drop hammer method, by penetrator with 76cm（4）With every
The some impacts of minute are buried after middle 5cm, then start recording often squeezes into the Standard piercing blow counts of 3cm, are divided into 10 examination section meters
30cm；
Step 4, draw the Standard piercing hammer with each examination section for the pile penetration according to the above-mentioned Standard piercing blow counts often squeezing into 3cm
Hitting several variation relation curves, if increasing with Standard piercing blow counts, pile penetration with Standard piercing blow counts graph of a relation occurring
Horizontal segment, illustrates that injection blow counts are affected by gravel, then gives up the part between horizontal segment starting point and end point, will remain
Remaining blow countsWith corresponding pile penetration lengthAs effective examination section；Standard piercing is led to hammer for due to gravel impact
The examination section that number increases suddenly, is invalid examination section, is designated as=0,=0；
Step 5, it is calculated as follows Standard piercing blow counts during injection 30cm
（1）
Standard piercing blow counts during injection 30cm；Give up remaining blow counts after horizontal segment；Correspond to's
Effectively examination segment length；mExamination section number, its value is equal to 10；
Step 6, according to the following formula calculating Liquefaction Criterion in China injection critical count
The value of critical of standard penetration hammering number；Standard piercing blow counts a reference value, basic seismic design acceleration is
Corresponding when 0.10g, 0.15g, 0.20g, 0.30g, 0.40gValue is respectively 7,10,12,16 and 19；Saturation sand gravel
Standard piercing point depth, unit is m；Level of ground water, unit is m；Sticky content percentage, when less than 3, adopts
3；Regulation coefficient, determines corresponding regulation coefficient value according to classification of design earthquake, and first group of earthquake of design takes 0.80, second
Group takes 0.95, and the 3rd group takes 1.05；
Step 7, contrastWithIf,≤, then sand gravel liquefy；If>, then sand gravel do not liquefy.
2. as claimed in claim 1 a kind of employing standard penetration test (SPT) differentiate sand gravel layer liquefaction method it is characterised in that：
Described standard penetration test (SPT) device mainly includes punching hammer（1）, pallet（2）, sounding rod（3）And penetrator（4）.
3. punching hammer（1）Attach most importance to the steel-casting of 63.5kg, there is the center hole of a diameter 45mm centre, and described guide post passes through punching
Hole installation by adhering is hammered into shape in punching（1）Middle；Described punching hammer（1）With automatic decoupling device, and its bottom is provided with hammer
Pad（2）；Pallet（2）Bottom sounding rod is fastenedly connected using screw thread（3）；Described sounding rod（3）Local inclination be less than 1/
1000, its bottom is fastened with penetrator by screwed connection（4）；Described penetrator（4）By penetrator head, soil sampler（6）With pass through
Enter device boots（7）Three part compositions, described penetrator crown end is provided with apopore（5）.
4. as claimed in claim 1 a kind of employing standard penetration test (SPT) differentiate sand gravel layer liquefaction method it is characterised in that：
By penetrator（4）Impact the middle 5cm that buries with per minute 15 ~ 30.
5. a kind of employing standard penetration test (SPT) described in claim 1 ~ 3 any one described in differentiates the side of sand gravel layer liquefaction
Method it is characterised in that：The examination section of described step 3 adopts more than 10 examination more than section meter 30m, described step 4 formula（1）In
M value takes the corresponding value being more than 10.
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Cited By (7)
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|---|---|---|---|---|
| CN107190720A (en) * | 2017-06-07 | 2017-09-22 | 深圳市工勘岩土集团有限公司 | Observation of groundwater levels is bored into well |
| CN107829422A (en) * | 2017-09-28 | 2018-03-23 | 上海申元岩土工程有限公司 | A kind of method that non-damage drive terrace disease and quick micro- damage repair terrace disease |
| CN108797553A (en) * | 2018-05-02 | 2018-11-13 | 北京城建勘测设计研究院有限责任公司 | A kind of Ge Ailu sandy soils foundation bearing capacity acquisition methods |
| CN110879190A (en) * | 2019-12-04 | 2020-03-13 | 中国水利水电科学研究院 | Portable working degree tester and testing method for working degree of cemented sand gravel |
| CN111368382A (en) * | 2018-12-06 | 2020-07-03 | 中国石油天然气股份有限公司 | Method and system for determining earthquake liquefaction index |
| CN113720766A (en) * | 2021-06-24 | 2021-11-30 | 河北工程大学 | Indoor compaction test method for evaluating liquefaction potential of sandy soil earthquake |
| CN115478525A (en) * | 2022-08-23 | 2022-12-16 | 长江岩土工程有限公司 | In-hole standard penetration test hammer applied to deep stratum test and test method |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107190720A (en) * | 2017-06-07 | 2017-09-22 | 深圳市工勘岩土集团有限公司 | Observation of groundwater levels is bored into well |
| CN107829422A (en) * | 2017-09-28 | 2018-03-23 | 上海申元岩土工程有限公司 | A kind of method that non-damage drive terrace disease and quick micro- damage repair terrace disease |
| CN108797553A (en) * | 2018-05-02 | 2018-11-13 | 北京城建勘测设计研究院有限责任公司 | A kind of Ge Ailu sandy soils foundation bearing capacity acquisition methods |
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| CN111368382B (en) * | 2018-12-06 | 2022-10-04 | 中国石油天然气股份有限公司 | Method and system for determining earthquake liquefaction index |
| CN110879190A (en) * | 2019-12-04 | 2020-03-13 | 中国水利水电科学研究院 | Portable working degree tester and testing method for working degree of cemented sand gravel |
| CN113720766A (en) * | 2021-06-24 | 2021-11-30 | 河北工程大学 | Indoor compaction test method for evaluating liquefaction potential of sandy soil earthquake |
| CN113720766B (en) * | 2021-06-24 | 2024-03-08 | 河北工程大学 | Indoor compaction test method for evaluating earthquake liquefaction potential of sandy soil |
| CN115478525A (en) * | 2022-08-23 | 2022-12-16 | 长江岩土工程有限公司 | In-hole standard penetration test hammer applied to deep stratum test and test method |
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