CN110258498A - A kind of construction method of large area field direct shear test equipment - Google Patents
A kind of construction method of large area field direct shear test equipment Download PDFInfo
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- CN110258498A CN110258498A CN201910560548.4A CN201910560548A CN110258498A CN 110258498 A CN110258498 A CN 110258498A CN 201910560548 A CN201910560548 A CN 201910560548A CN 110258498 A CN110258498 A CN 110258498A
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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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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a kind of construction methods of large area field direct shear test equipment, belong to construction test field.Successively the following steps are included: the multiple test locations of selection excavate and test pits and reserve the low bank of earth between fields；The severe and moisture content that sample soil is drafted before measurement test, prepare earth pillar sample since one end of the reserved low bank of earth between fields；Shearing force box is pressed into earth pillar sample bottom end；Direct shear test equipment is installed and soil body sample is classified and applies Normal stress, after Normal stress reaches maximum value, the Normal stress during entire test is remained unchanged；After pre-add Normal stress reaches stable, tangential shearing stress is applied to the soil body sample, the present invention can more meet native state compared with laboratory test, the test result obtained is more in line with the technical requirements of Practical Project, the present invention gives full play to the potential on basis and Rock And Soil or improves the safety of engineering design simultaneously, realizes the high efficiency of iron tower of power transmission line foundation.
Description
Technical field
The present invention relates to construction test fields, and in particular to a kind of construction method of large area field direct shear test equipment.
Background technique
In the evaluation of foundation bearing capacity, soil-slope and subgrade stability, the Shear Strength Index of Rock And Soil is most important
Mechanics parameter.As the Rock And Soil of structure foundation, if generate sliding or part cut up area's development cause it is excessive or uneven
Even foundation deformation can all cause the destruction of superstructure or influence its normal use.The test site of existing direct shear test is big
Part is laboratory test, and the undisturbed of laboratory test is usually to be obtained at the scene with sleeve, is then pressed into sample with jack
In shearing force box, or lower sleeve is first unloaded, be then placed in shearing force box, the undisturbed that this mode obtains easily is disturbed, cannot be complete
The virtual condition for reflecting the live soil body indoors in shear history, if volume change occurs for sample, can generate at its contact point
Frictional force, and the frictional force can not in test measure, so that direct stress and practical additional direct stress on shear surface
It is inconsistent, affect the correct test of soil strength.
Summary of the invention
In view of the deficiencies of the prior art, the present invention proposes a kind of construction method of large area field direct shear test equipment,
Specific technical solution is as follows:
A kind of construction method of large area field direct shear test equipment, successively the following steps are included:
(S1): selecting multiple test locations, test pits according to test depth excavation, and the reserved low bank of earth between fields；
(S2): taking undisturbed soil sample as sample soil is drafted beside the low bank of earth between fields in testing pits, sample soil is drafted before measurement test
Severe and moisture content, earth pillar sample is prepared since one end of the reserved low bank of earth between fields；
(S3): shearing force box is pressed into earth pillar sample bottom end, after shearing force box cutting edge portion reaches shearing force position to be measured, then
It modifies the top surface of earth pillar sample and makes it beyond shearing force box upper limb 8mm-12mm；
(S4): installation direct shear test equipment, and soil body sample is classified and applies Normal stress, when Normal stress reaches predetermined
Maximum value after, the Normal stress during entire test remains unchanged；
(S5): after pre-add Normal stress reaches stable, i.e., tangential shearing stress being applied to the soil body sample, until test carries out
Loading environment is terminated to meeting to standardize；
(S6): other earth pillar samples being classified and apply Normal stress, and to the Normal stress that each earth pillar sample applies
Maximum value equal difference be incremented by；
(S7): soil sample and preservation after taking test, the severe and natural moisture content of the soil sample after measurement test.
The present invention directly tests at the scene, therefore can more meet native state compared with laboratory test, the examination obtained
Test the technical requirements that result is more in line with Practical Project, at the same the ground ground horizontal shear coefficient of present invention test actual measurement and
It is compared referring to local experience and related specifications recommendation, the degree of safety of the foundation pile in engineering design is checked, to previous base
Stake horizontal force design carries out security evaluation and finds its inner link and rule by being concluded, being analyzed to test result, summarized
Rule, so as to when the mountain area on steep mound carries out power transmission line iron tower foundation design, for different mima type microrelief landforms and formation lithology,
It proposes accurate foundation pile horizontal applied force design parameter, give full play to the potential on basis and Rock And Soil or improves engineering design
Safety, realize iron tower of power transmission line foundation high efficiency.
Preferably, the side of earth pillar sample described in step (S2) is vertical by shear surface with earth pillar sample.
The present invention by the way that the side of earth pillar sample is vertical by shear surface with earth pillar sample, avoid the present invention because of inertia or
Bias load-bearing caused by the reasons such as dislocation is mobile and influence test result.
Preferably, the length of earth pillar sample described in step (S2) be 760mm-800mm, width 760mm-800mm,
The spacing of adjacent earth pillar sample need to meet its 1.5 times that are greater than earth pillar sample minimum side length.
The present invention avoids adjacent earth pillar sample in test process by the way that there are enough spacing between adjacent earth pillar sample
In interfere and test structure impacted, and then reduce test error.
Preferably, step (S2) if in there is defect in earth pillar sample preparation, filled up using original soil or Extra-fine sand
Defect.
There is the defects of concave surface, unfilled corner by being filled up in earth pillar sample preparation with original soil or Extra-fine sand in the present invention, protects
The integrality of earth pillar sample during the test is demonstrate,proved, earth pillar sample is avoided to result in its mechanical property because of the defects of concave surface, unfilled corner
It can reduce.
Preferably, the gap in step (S3) between shearing force box and earth pillar sample is tamped using Extra-fine sand, earth pillar sample
Cracking at shear surface should be the 1/3~1/4 of the minimum grain size of Extra-fine sand.
It is thin that the present invention passes through the powder being arranged between shearing force box and sample and for filling gap between shearing force box and sample
Layer of sand avoids the gap between shearing force box and sample from impacting test, reduces test error.
Preferably, in earth pillar specimen surface sanding, hitting reality before installation direct shear test equipment in step (S4) and smoothing out
It is whole to shearing force box surface.
The present invention keeps rolling skateboard bottom parallel with box top is sheared by thin sand, avoids eccentric load-bearing.
Preferably, terminated in step (S5) loading environment include soil body sample with deformation increases and shear stress no longer increases
Add, soil body sample is shear-deformable reaches 35mm-70mm.
The invention has the following advantages:
The present invention directly tests at the scene, therefore can more meet native state compared with laboratory test, the examination obtained
Test the technical requirements that result is more in line with Practical Project, at the same the ground ground horizontal shear coefficient of present invention test actual measurement and
It is compared referring to local experience and related specifications recommendation, the degree of safety of the foundation pile in engineering design is checked, to previous base
Stake horizontal force design carries out security evaluation and finds its inner link and rule by being concluded, being analyzed to test result, summarized
Rule, so as to when the mountain area on steep mound carries out power transmission line iron tower foundation design, for different mima type microrelief landforms and formation lithology,
It proposes accurate foundation pile horizontal applied force design parameter, give full play to the potential on basis and Rock And Soil or improves engineering design
Safety, realize iron tower of power transmission line foundation high efficiency.
Detailed description of the invention
Fig. 1 is the structural schematic diagram tested pits in the present invention；
Fig. 2 is the structural schematic diagram for the direct shear test equipment that the present invention is tested；
Fig. 3 is the partial enlarged view in Fig. 2 at A.
In figure: 1- is tested pits；2- earth pillar sample；3- shearing force box；4- rolls slide plate；5- normal direction jack；6- counterforce device；7-
Press steel plate；The tangential jack of 8-；9- back seat steel plate；10- sedimentometer；11- horizontal displacement instrument.
Specific embodiment
The principle and features of the present invention will be described below with reference to the accompanying drawings, and the given examples are served only to explain the present invention, and
It is non-to be used to limit the scope of the invention.
Embodiment 1
Referring to Fig. 1 to Fig. 3；The present invention carry out direct shear test direct shear test equipment include from shearing force box 3 from bottom to up according to
Rolling slide plate 4, normal direction jack 5, the counterforce device 6 of secondary setting；The back seat steel plate 9 of crater wall is set, is arranged in back seat steel plate 9
On tangential jack 8 and the press steel plate 7 that is arranged between tangential jack 8 and shearing force box 3；On the rolling slide plate 4
Equipped with two groups of sedimentometers 10, the shearing force box 3 is equipped with horizontal displacement instrument 11 far from tangential 8 side of jack.First with shearing
Installation rolls slide plate 4 on the earth pillar sample 2 of box 3, and normal direction jack 5 is installed on the top for rolling slide plate 4, in normal direction jack 5
Normal direction strain gauge is installed, normal stress sensor receives the active force of normal direction jack 5 and transmitting acts on instead on piston
Power device 6, counterforce device 6 use earth anchor girder steel formula, and first installation girder steel passes through earth anchor again and is screwed into soil, further reinforcing steel beam；
Then the solid wood of muti-piece 0.9cm-1.1cm is set in the side of shearing force box 3 installation press steel plate 7 and in press 7 bottom of steel plate pad,
Tangential jack 8 is installed, the force application center of tangential jack 8 is made to be directed at shear surface and is located on sample middle line, and tangential thousand
Back seat steel plate 9 is installed between jin top 8 and 1 wall of testing pits, and the gap between back seat steel plate 9 and experimental tank wall is tamped；It then will amount
The sedimentometer 10 for surveying 2 normal deformation of earth pillar sample be mounted on roll slide plate 4 two it is diagonal on, the shearing of earth pillar sample 2 will be measured and become
The horizontal displacement instrument 11 of shape is mounted on the other side of 3 stress surface of shearing force box.
The reaction force position of counterforce device 6,5 force application center of normal direction jack, is rolled and is slided 10 measuring center of sedimentometer
4 center of plate, 2 center of earth pillar sample should be maintained on same central axes, and vertical with predetermined shear surface.The present invention passes through will be anti-
The reaction force position of power device 6,5 force application center of normal direction jack, rolls 4 center of slide plate, soil at 10 measuring center of sedimentometer
2 center of column sample should be maintained on same central axes, and vertical with predetermined shear surface, and the present invention is avoided to move because of inertia or dislocation
Bias load-bearing caused by the reasons such as dynamic and influence test result.
A kind of construction method of large area field direct shear test equipment, successively the following steps are included:
(S1): selecting multiple test locations, test pits according to test depth excavation, and the reserved low bank of earth between fields；
Specifically: the multiple test locations of selection, which are excavated, tests pits 1, and 1 working face dimensions length of testing pits is 5000mm, and width is
2000mm.Stop full-face tunneling to from when requiring test depth 315mm when testing pits 1 excavation, reserves a wide 800mm, high 315mm
The low bank of earth between fields to make earth pillar sample 2；
(S2): taking undisturbed soil sample as sample soil is drafted beside the low bank of earth between fields in testing pits, sample soil is drafted before measurement test
Severe and moisture content, earth pillar sample is prepared since one end of the reserved low bank of earth between fields；
Specifically: stopping taking undisturbed soil sample beside sample in drafting in 1 of testing pits after full-face tunneling, take back laboratory and survey
The severe and natural moisture content that sample soil is drafted before fixed test, prepare earth pillar sample 2 since one end of the reserved low bank of earth between fields, first will be pre-
It stays the top surface rough hewing of the low bank of earth between fields to keep it parallel with the shear surface for drafting sample, then the reserved low bank of earth between fields is cut into three earth pillar samples
2；The side of the earth pillar sample 2 is vertical by shear surface with earth pillar sample 2.
The present invention avoids the present invention because of inertia by the way that the side of earth pillar sample 2 is vertical by shear surface with earth pillar sample 2
Or bias load-bearing caused by the reasons such as dislocation is mobile and influence test result.The length of the earth pillar sample 2 is 780mm, width
Its 1.5 times greater than the minimum side length of earth pillar sample 2 need to be met for the spacing of 780mm, adjacent earth pillar sample 2.The present invention by
There are enough spacing between adjacent earth pillar sample 2, adjacent earth pillar sample 2 is avoided to interfere during the test and to test
Structure impacts, and then improves test error.
(S3): shearing force box is pressed into earth pillar sample bottom end, after shearing force box cutting edge portion reaches shearing force position to be measured, then
It modifies the top surface of earth pillar sample and makes it beyond shearing force box upper limb 8mm-12mm；
Specifically: shearing force box 3 being sleeved on 2 upper end of earth pillar sample and cuts earth pillar sample 2 with native knife essence is cut, cuts process in essence
In shearing force box 3 pressed into 2 bottom end of earth pillar sample simultaneously, after 3 cutting edge portion of shearing force box reaches predetermined position, refinish earth pillar examination
The top surface of sample 2 simultaneously makes it beyond 3 upper limb 10mm of shearing force box；
(S4): installation direct shear test equipment, and soil body sample is classified and applies Normal stress, when Normal stress reaches maximum
After value, the Normal stress during entire test is remained unchanged；
Specifically: after installation direct shear test equipment, Normal stress is applied to a soil body sample classification, point 5 grades of applications, often
Grade 30kPa maximum Normal stress is 150kPa.Classification is further applied load to after predetermined pressure, and every 10min measures a sedimentometer
Reading.Think stable when interior soil body sample variation per minute is less than 0.05mm, then applies next stage load.Work as Normal stress
After reaching maximum value, the Normal stress during entire test should be remained unchanged；
(S5): after pre-add Normal stress reaches stable, i.e., tangential shearing stress being applied to the soil body sample, until test carries out
Loading environment is terminated to meeting to standardize；
Specifically: after pre-add Normal stress reaches stable, i.e., tangential shearing stress, control tangential thousand being applied to the soil body sample
Jin top 8 makes continuously applying for its thrust-neutral, and every 20s estimates a secondary shear stress and shear-deformable during the test, until
Test proceeds to satisfaction specification and terminates loading environment, terminate loading environment include soil body sample with deformation increases and shear stress not
It is further added by or soil body sample is shear-deformable reaches 35mm-70mm.
(S6): other earth pillar samples being classified and apply Normal stress, and the maximum value of Normal stress is gradually incremented by；
Specifically: to other direct shear tests of two earth pillar samples 2 under different vertical load action, one of normal direction
5 grades of load point, every grade of 40kPa, maximum Normal stress 200kPa apply；Another Normal stress point 5 grades, every grade of 50kPa, maximum
Normal stress 250kPa applies.
(S7): soil sampling simultaneously saves, and takes back the severe and natural moisture content of soil sample after laboratory's measurement test.
Counterforce device 6 plays reversed supporting role to normal direction jack 5 in the present invention, to rolling after the starting of normal direction jack 5
Slide plate 4 and earth pillar sample 2 apply normal pressure, and tangential pressure jack is using 1 crater wall of testing pits as counter-force pedestal, and tangential thousand
Jin top 8 is on the central point that the point of application on shearing force box 3 is placed in shearing force box 3.The forced direction of tangential jack 8 passes through soil
2 preshearing face center of column sample, tangential jack 8 apply pressure to shearing force box 3 and carry out shearing test to earth pillar sample 2.Simultaneously
Sedimentometer 10 and horizontal displacement instrument 11 are respectively observed the displacement of 2 normal direction of earth pillar sample and horizontal direction.The present invention be
What scene was directly tested, therefore can more meet native state compared with laboratory test, the test result obtained is more in line with reality
The technical requirements of engineering.The present invention is with the ground ground horizontal shear coefficient of test actual measurement and referring to local experience and related specifications
Recommendation compares, and checks the degree of safety of the foundation pile in engineering design, carries out safety to previous foundation pile horizontal force design and comments
Estimate, by being concluded, being analyzed to test result, summarized, its inner link and rule is found, to carry out in the mountain area on steep mound
When power transmission line iron tower foundation designs, for different mima type microrelief landforms and formation lithology, propose that accurate foundation pile is horizontal
Active force design parameter gives full play to the potential on basis and Rock And Soil or improves the safety of engineering design, realizes transmission line of electricity
The high efficiency of steel tower foundation.
Embodiment 2
The construction method of the large area field direct shear test equipment of the present embodiment is substantially the same manner as Example 1, and difference is,
Step (S2) if in there is the defects of concave surface, unfilled corner in 2 preparation process of earth pillar sample, need to be filled up with original soil or Extra-fine sand.This hair
It is bright the defects of concave surface, unfilled corner occur by being filled up in 2 preparation process of earth pillar sample with original soil or Extra-fine sand, guarantee earth pillar sample 2
Integrality during the test avoids earth pillar sample 2 from resulting in the reduction of its mechanical property because of the defects of concave surface, unfilled corner.
Embodiment 3
The construction method of the large area field direct shear test equipment of the present embodiment is substantially the same manner as Example 1, and difference is,
Gap in step (S3) between shearing force box 3 and earth pillar sample 2 is tamped using Extra-fine sand, can be to gap during tamping near
Box wall tap vibration, inject Extra-fine sand slowly, cracking at 2 shear surface of earth pillar sample should be the 1/3~1/ of minimum grain size
4.The present invention passes through the fine sand layer being arranged between shearing force box 3 and sample and for filling gap between shearing force box 3 and sample,
It avoids the gap between shearing force box 3 and sample from impacting test, reduces test error.
Embodiment 4
The construction method of the large area field direct shear test equipment of the present embodiment is substantially the same manner as Example 1, and difference is,
Before installation rolls slide plate 4 in step (S4), in 2 surface sanding of earth pillar sample, hits reality and smooth out whole to shearing force box surface；Simultaneously
5 piston of normal direction jack should reserve enough strokes.The present invention is rolled between 4 bottom surface of slide plate and sample top surface by being arranged in
Thin sand keeps rolling 4 bottom surface of slide plate parallel with 3 top surface of shearing force box, avoids eccentric load-bearing.5 piston of normal direction jack is pre- simultaneously
Stay enough strokes to avoid stroke forms insufficient and leads to test failure.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (7)
1. a kind of construction method of large area field direct shear test equipment, which is characterized in that successively the following steps are included:
(S1): selecting multiple test locations, test pits according to test depth excavation, and the reserved low bank of earth between fields；
(S2): taking undisturbed soil sample as sample soil is drafted beside the low bank of earth between fields in testing pits, the weight of sample soil is drafted before measurement test
Degree and moisture content, prepare earth pillar sample since one end of the reserved low bank of earth between fields；
(S3): shearing force box being pressed into earth pillar sample bottom end, after shearing force box cutting edge portion reaches shearing force position to be measured, is refinished
The top surface of earth pillar sample simultaneously makes it beyond shearing force box upper limb 8mm-12mm；
(S4): installation direct shear test equipment, and to soil body sample be classified apply Normal stress, when Normal stress reach it is scheduled most
After big value, the Normal stress during entire test is remained unchanged；
(S5): tangential shearing stress being applied to the soil body sample, terminates loading environment until test proceeds to satisfaction specification；
(S6): other earth pillar samples being classified and apply Normal stress, and most to the Normal stress of each earth pillar sample application
Big value equal difference is incremented by；
(S7): soil sample and preservation after taking test, the severe and natural moisture content of the soil sample after measurement test.
2. the construction method of large area field direct shear test equipment according to claim 1, which is characterized in that step (S2)
Described in earth pillar sample side it is vertical by shear surface with earth pillar sample.
3. the construction method of large area field direct shear test equipment according to claim 1, which is characterized in that step (S2)
Described in the length of earth pillar sample be 760mm-800mm, width 760mm-800mm, the spacing of adjacent earth pillar sample is greater than soil
1.5 times of column sample minimum side length.
4. the construction method of large area field direct shear test equipment according to claim 1, which is characterized in that step (S2)
There is defect in earth pillar sample preparation in if, defect is filled up using original soil or Extra-fine sand.
5. the construction method of large area field direct shear test equipment according to claim 1, which is characterized in that step (S3)
Gap between middle shearing force box and earth pillar sample is tamped with Extra-fine sand, and cracking at earth pillar sample shear surface should be Extra-fine sand most
The 1/3~1/4 of small particle.
6. the construction method of large area field direct shear test equipment according to claim 1, which is characterized in that step (S4)
Before middle installation direct shear test equipment, in earth pillar specimen surface sanding, hits reality and smooth out whole to shearing force box surface.
7. the construction method of large area field direct shear test equipment according to claim 1, which is characterized in that step (S5)
Middle termination loading environment include soil body sample with deformation increases and shear stress is not further added by or soil body sample is shear-deformable reaches
35mm-70mm。
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| US20150033842A1 (en) * | 2013-08-05 | 2015-02-05 | The United States Department of Transportation, Federal Highway Administration | In-Situ Scour Testing Device |
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Address after: 610056 Wuye 107 Shuanglin Road, Chengdu City, Sichuan Province Applicant after: Sichuan Metallurgical Construction Engineering Quality Inspection Co.,Ltd. Applicant after: CHENGDU SURVEYING GEOTECHNICAL RESEARCH INSTITUTE Co.,Ltd. OF MCC Address before: 610056 Wuye 107 Shuanglin Road, Chengdu City, Sichuan Province Applicant before: Sichuan Metallurgical Construction Engineering Quality Co.,Ltd. Applicant before: CHENGDU SURVEYING GEOTECHNICAL RESEARCH INSTITUTE Co.,Ltd. OF MCC |
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