CN208568471U - Static lateral coefficient of earth pressure K0 in-situ testing device - Google Patents
Static lateral coefficient of earth pressure K0 in-situ testing device Download PDFInfo
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- CN208568471U CN208568471U CN201820754711.1U CN201820754711U CN208568471U CN 208568471 U CN208568471 U CN 208568471U CN 201820754711 U CN201820754711 U CN 201820754711U CN 208568471 U CN208568471 U CN 208568471U
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Abstract
The utility model relates to a kind of static lateral coefficient of earth pressure K0In-situ testing device, including pore pressure gauge, Vertical Earth Pressure, sensor wire, soil lateral pressure meter, hammer lever and sensor fastening device；Sensor fastening device includes vertical pasting boards, horizontal pasting boards and hammering plate, and setting hammering plate, hammers and deep floor is arranged below plate at the top of vertical pasting boards, and horizontal pasting boards are arranged in vertical pasting boards bottom；Messenger wire hole is arranged in vertical pasting boards upper end, and pore pressure gauge fixation hole is arranged in vertical pasting boards lower part, and cable protection hole is arranged in horizontal pasting boards one end；Soil lateral pressure meter is arranged in vertical pasting boards side.The beneficial effects of the utility model are: with traditional laboratory test tested K0Coefficient is compared, and the present apparatus is not limited, and field test is not limited by stratum character, various stratum can be carried out test using live in-situ test by the sample defect of laboratory test.
Description
Technical field
The utility model belongs to geotechnical engineering testing field, is related to a kind of static lateral coefficient of earth pressure K of foundation soil0's
In-situ testing device.
Background technique
According to " engineering geology handbook ", coefficient of static earth pressure K0Physical significance be in the feelings for being not allow for lateral deformation
Under condition, soil sample is by axial compressive force increment Delta σ1It will cause the corresponding increment Delta σ of lateral pressure3, ratios delta σ3/Δσ1Referred to as
Earth lateral pressure coefficient ξ or coefficient of static earth pressure K0。
Coefficient of static earth pressure K0As a basic parameter of geotechnical engineering design, it is widely used in foundation pit, gear
Among the actual engineering designs such as cob wall, dykes and dams, mine, soil deformation, tunnel, can accurately it determine to engineering design, engineering
Cost, security reliability degree have a direct impact, in recent years the height increasingly by civil engineering and geotechnical engineering circle
Pay attention to.At this stage, native static lateral pressure coefficient K0Test method be divided into laboratory test and two kinds of in-situ test:
1, laboratory test
Experimental Method in Laboratory mainly has experience equation, compressometer method and triaxial apparatus method.Lateral pressure instrument method is sample
Do not allow that lateral deformation occurs after applying pressure at right angle, i.e., vertically to straining, with this condition sample equal with bulk strain
The ratio between pressure that side is born and vertical stress i.e. static lateral pressure coefficient, the side wall of the method are rubber membrane water pocket.Three axis
Compressometer method is to install lateral deformation indicator in the sample side of rubber membrane package, is when applying axial compressive force for being reflected in
It is no that lateral deformation can occur, if having the tendency that lateral deformation, increases lateral pressure immediately or reduce axial compressive force, sample is kept to exist
Lateral deformation does not occur during axial pressure.
(1) empirical formula method
K is calculated by effective angle of inner friction0The formula that value uses Jaky to provide:
In formula:For the effective angle of inner friction of soil.
Three institute of iron is set forth by plasticity index IPCalculate K0The empirical equation of value is as follows:
K0=0.0171IP+0.1745
(2) compressometer method
Sensor equipped with measurement lateral pressure in having confined compression instrument.
Application No. is a kind of " soil static lateral pressure coefficient analyzer " patent of invention of [201210473962.X] propositions
A kind of static lateral pressure coefficient analyzer provides a kind of easy to use, the accurate static lateral pressure coefficient of measurement result and surveys
Determine instrument.Application No. is " a kind of improved soil static lateral pressure coefficient analyzers " of [201610560098.5] to provide one kind
Improved soil static lateral pressure coefficient analyzer increases by four ballast sensors on the basis of existing analyzer, weighing connects
Wire box and weighing displaying controller.
(3) triaxial apparatus method
When applying axial compressive force, while increasing lateral pressure, sample is made not generate lateral deformation.Compressometer method and three axis
Compressometer method can all show that the relation curve of axial compressive force and lateral pressure, G-bar are earth lateral pressure coefficient.
Application No. is " a kind of coefficient of static earth pressure measuring method and device " patents of invention of [201210286046.5]
A kind of coefficient of static earth pressure measuring method and device are proposed, provides a kind of easy to operate, can facilitate and obtain static soil
The method of pressure coefficient.
Three of the above laboratory test results all rely on taken soil sample, and the quality of soil sample directly affects test result,
Three of the above test method is required to the soil sample character of load test uniformly and cannot have any flaw, and these three test sides
Method is not suitable for the poor powder sandy soil of plasticity.Often soil property is unevenly distributed and adulterates all kinds of impurity to actual formation, so
Laboratory test results are only applicable to the more uniform stratum of clay distribution.
2, in-situ test
K0Measurement in-situ test mainly has lateral loading test and Flat Dilatometer Test.
(1) lateral loading test
Lateral loading test can directly be tested to obtain in-situ horizontal stress σh, vertical stress σ in situ is calculated according to formulav, two
The ratio of person is static lateral pressure coefficient K0。
The pressure born outside Membrane cover when other depressor elastic membrane starts to expand, and hole wall just starts to generate radial strain is i.e.
For the in-situ horizontal stress σ of soilh, vertical stress σ in situvCalculation formula it is as follows:
σ ' when more than level of ground waterv=γ h
σ ' when below level of ground waterv=γ h1+γ′h2
In formula: γ is the severe of soil；γ ' is the buoyant weight degree of soil；H is test depth；h1For groundwater level depth；h2For examination
Test section to level of ground water distance.
Since lateral loading test is higher to operation technological requirement, the static lateral pressure coefficient discreteness measured is larger, so answering
With less.
(2) Flat Dilatometer Test
In flat chisel gauge head injection soil, extruding is generated to surrounding soil, therefore it is in situ initial directly measurement cannot to be tested by flat chisel
Lateral stress can establish static side pressure COEFFICIENT K by experience0With plane stress field KDEmpirical equation:
1989, Lunne et al. proposed following equation again:
Recent deposit clay
Old clay
There is scholar according to Norway's testing data, propose:
In formula: m is coefficient, to high plastic clay m=0.44；To low-plastic soil m=0.64.
In different regions, static side pressure COEFFICIENT K0With plane stress field KDEmpirical equation be different, use Shi Yingjin
Row amendment.Amendment of the District of Shanghai according to existing engineering experience, to muck soil are as follows:
In formula: the value of n --- Muddy Bottoms silty clay takes 0.44, and Muddy Bottoms clay takes 0.60.
To isabelline crust layer and silt, the amendment of sand are as follows:
In formula: the value of n --- isabelline crust layer takes 0.54, and silty soil and sand take 0.47.
In conclusion Flat Dilatometer Test can not directly measure static lateral pressure coefficient K0, and for calculating K0The warp of coefficient
It tests formula and relevant parameter is many kinds of.China region is wide, and strata condition is multifarious, so above listed calculation formula
And K0The method of determination may not apply to any one location, any stratum.
Utility model content
The purpose of the utility model is to overcome deficiencies in the prior art, provide a kind of static lateral coefficient of earth pressure K0It is former
Bit test device and test method.
This static lateral coefficient of earth pressure K0In-situ testing device, including pore pressure gauge, Vertical Earth Pressure, biography
Sensor cable, soil lateral pressure meter, hammer lever and sensor fastening device；Sensor fastening device includes vertical pasting boards, water
Flat pasting boards and hammering plate, the setting of vertical pasting boards top hammer plate, setting deep floor, vertical pasting boards bottom below hammering plate
Horizontal pasting boards are arranged in portion；Messenger wire hole is arranged in vertical pasting boards upper end, and vertical pasting boards lower part setting pore pressure gauge is fixed
Cable protection hole is arranged in hole, horizontal pasting boards one end；Soil lateral pressure meter is arranged in vertical pasting boards side, and the other side uses hole
The fixed galvanized wire of water pressure gauge passes through the fixed pore pressure gauge of pore pressure gauge fixation hole；Horizontal pasting boards bottom setting is vertical
Earth pressure gauge；Hammer lever includes hammering head and hammer lever connecting screw, the hammering overhead WELD NUTS of T shape cylinder, hammer lever
Connecting screw one end have nut, will be stitched together between the hammer lever connecting screw with nut for needing quantity and with hammering
The nut of head is connected.
As preferred: the messenger wire hole tether rope of vertical pasting boards upper end.
As preferred: for sensor wire all from Base top contact, the sensor wire for drawing ground passes through different colours
Spray painting is marked in cable and damper ends.
As preferred: horizontal pasting boards are divided into three sections of regions, and front microcephaly is equipped with cable protection hole, horizontal pasting boards middle part
Most wide, section welding orthogonal with vertical pasting boards, level pastes postlaminar part, and portion is wide earlier above, this section withstands the point of pore pressure gauge
Cephalic par.
The beneficial effects of the utility model are:
1, with traditional laboratory test tested K0Coefficient is compared, and the present apparatus is using live in-situ test, not by laboratory test
The limitation of sample defect, and field test is not limited by stratum character, various stratum can be carried out test.
2, with conventional on-site in-situ test tested K0Coefficient is compared, and the present apparatus is easy to operate, is required without higher technique,
K can directly be calculated by on-the-spot test0Coefficient, test result are not influenced by empirical equation.
3, long-term observation can be carried out after the completion of the present apparatus is embedded, so can test to obtain the K after stratum is stablized0Coefficient is kept away
Influence of the ground disturbance to test result when having exempted from live embedded.
4, present apparatus cost of manufacture is lower, and embedded simple process, and the embedded labor intensive in scene is less, overall cost compared with
It is low, to be conducive to promote and apply.
Detailed description of the invention
Fig. 1 is K0Oblique view before test device；
Fig. 2 is K0Test device rear oblique view；
Fig. 3 is K0The horizontal pasting boards of test device；
Fig. 4 is K0The vertical pasting boards schematic diagram of test device；
Fig. 5 is sensor fastening device schematic diagram；
Fig. 6 is K0Test device side view；
Fig. 7 is K0Test device rearview；
Fig. 8 is hammer lever schematic diagram；
Fig. 9 is hammering head schematic diagram；
Figure 10 is hammer lever connecting screw schematic diagram；
Figure 11 is K0Device buries schematic diagram；
Figure 12 is log sheet.
Description of symbols: 1- hammers plate, 2- messenger wire hole, the vertical pasting boards of 3-, 4- pore pressure gauge, the stickup of 5- level
Plate, 6- Vertical Earth Pressure, 7- sensor wire, 8- soil lateral pressure meter, 9- cable protection hole, 10- pore pressure gauge are solid
Determine hole, the fixed galvanized wire of 11- pore pressure gauge, 12- hammer lever connecting screw, 13- hammering head, 14- formation testing, 15- Huang
Sand, 16- bentonite, 17- deep floor.
Specific embodiment
The utility model is described further below with reference to embodiment.The explanation of following embodiments is only intended to help to manage
Solve the utility model.It should be pointed out that for those skilled in the art, not departing from the utility model principle
Under the premise of, several improvements and modifications can be made to this utility model, these improvement and modification also fall into the utility model
In scope of protection of the claims.
Embodiment 1
The static lateral coefficient of earth pressure K0In-situ testing device, including hammering plate 1, vertical pasting boards 3, pore water
Pressure gauge 4, horizontal pasting boards 5, Vertical Earth Pressure 6, sensor wire 7, soil lateral pressure meter 8.First by the steel plate of 3mm thickness
Horizontal pasting boards 5, vertical pasting boards 3, hammering plate 1 and deep floor 17 is made by wire cutting, it is viscous in level with lathe bench drill
It drills on pasting board 5 and vertical pasting boards 3, horizontal pasting boards 5, vertical pasting boards 3, hammering plate 1 and deep floor 17 is mutually welded
It connects.Vertical Earth Pressure 6, soil lateral pressure meter 8 are respectively adhered on horizontal pasting boards 5, on vertical pasting boards 3 with metal-to-metal adhesive,
Pore pressure gauge 4 is fixed into the pore pressure gauge fixation hole 10 that galvanized wire 11 passes through vertical pasting boards 3 with pore pressure gauge
It is fixed on vertical pasting boards 3.Each one of two tens meters of long ropes two fastened at the top of vertical pasting boards 3 are hung
In string holes 2.An outer-hexagonal nut is welded at the top of the hammering head 13 of T shape stainless steel cylinder, in the hammer of every 1m long stainless steel
It hits 12 one end of bar connecting screw and screws on outer-hexagonal nut, the hammer lever connecting screw 12 with nut of quantity will be needed to splice
Come and be connected with the nut of hammering head 13, hammer lever connecting screw 12 should all be wrapped with certain thickness raw material before revolving nut
Band.Mark is carried out with spray painting to the top 3m range of three sensor wires 7 of device to be distinguished.
As shown in Figures 3 to 5, sensor fastening device is made of vertical pasting boards 3, horizontal pasting boards 5 and hammering plate 1.
Horizontal pasting boards 5 are long and width is 110mm, and front microcephaly has the aperture of diameter 10mm, and the aperture is for wearing bottom earth pressure gauge
Cable, play the role of cable protection when putting drilling under sensor fastening device.Horizontal 5 middle part width 30mm of pasting boards, should
Section welding orthogonal with vertical pasting boards 3.Horizontal 5 rear portion of pasting boards is used to withstand the pointed end of pore pressure gauge 4, and prevents
Kong Shiyou mud is put under sensor fastening device into be deposited in outside the permeable stone of pore pressure gauge 4.Vertical pasting boards 3 are high
350mm, wide 110mm, there are two the aperture of diameter 10mm, the two apertures are consolidated for connecting decentralization sensor at pasting boards top
Determine the cord of device.There are two the aperture of diameter 10mm, the two apertures are fixed with pore pressure gauge for vertical 3 lower part of pasting boards
Galvanized wire 11 passes through and pore pressure gauge 4 is fixed on vertical pasting boards 3.The top of vertical pasting boards 3 be welded with 60mm ×
The hammering plate 1 of 60mm.The buoyant weight degree of the soil pressure that the earth pressure gauge that horizontal pasting boards 5 are pasted measures actually foundation soil, the buoyant weight
The pore water pressure force value that degree need to be measured plus pore pressure gauge 4 can just obtain cladding earth pressure.Two earth pressure gauges and one
The end of the cable of pore pressure gauge 4 is all sprayed with colored paint and is numbered, and wherein the cable of pore pressure gauge 4 is with red
Color, the cable green of soil lateral pressure meter 8, bottom Vertical Earth Pressure 6 cable blue.
As shown in Fig. 8 to Figure 10, hammer lever is made of hammering head 13 and hammer lever connecting screw 12, hammer lever connecting screw
12 are made of the outer-hexagonal nut of the screw rod and long 30mm of long 1m outer diameter 6mm, and hammer lever connecting screw 12 can be spliced into arbitrarily long
The connecting rod of degree.Hammering head 13 is welded by the T shape cylinder and outer-hexagonal nut of outer diameter 70mm.Hammering head 13 passes through outer-hexagonal
Nut forms hammer lever after connecting with hammer lever connecting screw 12.
1. scene is embedded: arranging drilling machine to be secured in position on formation testing 14, the posture for debugging drilling machine platform bores drilling machine
Bar is vertical.The drill bit aperture of 136mm diameter is selected, drilling rod is continuously crept into the default depth of burying.Drilling rod should make drill bit afterwards on earth
It is detained bottom hole under rotation status for a period of time to ensure that bottom hole is smooth.The rope tie-down of elongated sufficient length is being glued vertically
Two messenger wire holes 2 at 3 top of pasting board.Test device, is gradually put into the hole being drilled by one end that cord is firmly grasped with hand, to device
It is put into after bottom hole and rams hammering plate 1 with the hammering head 13 of hammer lever.Yellow sand 15 and bentonite 16 are backfilled, until being backfilled to aperture.
So far, work is buried to have completed.The self-vibration frequency of two earth pressure gauges and pore pressure gauge 4 is tested with hand-held frequency recorder
K is obtained by calculation in rate0Coefficient.
Embedded related attentional item is as follows:
(1) when earth pressure gauge is placed straight down, actual test obtains being to place depth sensor panel contiguously
The upward top lift of layer, the top lift are equal to the buoyant weight of the superstratum at sensor buried depth.Because of K0The calculating of coefficient needs
Vertical soil body total stress at test buried depth is passed so being mounted with pore water pressure sensor on device by pore water pressure
The pore water pressure that sensor is tested is w, is σ ' by the soil pressure that bottom of device earth pressure test obtainsv, the vertical soil body
Total stress σv=σ 'v+w。
(2) test accuracy to guarantee vertical earth pressure and soil lateral pressure, it is necessary to so that test device is put into bottom hole
Trailing flank and bottom earth pressure gauge panel keeps vertical and horizontal direction respectively.The present apparatus is provided with vertical and horizontal direction and pastes
Plate, the orthogonal welding of two pieces of pasting boards, it is ensured that two pieces of pasting boards are orthogonal.Two earth pressure gauges are respectively adhered on pasting boards
On, this ensures that the posture of two earth pressure gauge panels keeps vertical and horizontal direction.Outside present apparatus horizontal direction pasting boards
Connecing circular diameter is about 120mm, to ensure after device lower opening that deviation does not occur in its posture, the diameter of drilling machine pore-forming no more than
150mm。
(3) after due to drilling machine pore-forming, bottom hole can deposit more block stone and blocky soil, so that device is put to bottom hole
Afterwards, the earth pressure gauge panel of bottom of device cannot be contacted completely with bottom stratum, and then affect the test of soil pressure.To protect
Vertical earth pressure panel can well be contacted with bottom stratum after card device is put into hole, and hammering plate 1, hammering are provided at the top of the present apparatus
The size of plate 1 is 60mm × 60mm × 3mm, hammers and has welded 40mm × 40mm × 3mm deep floor 17 below plate 1.Hammering
Bar is made of hammering head 13 and hammer lever connecting screw 12.Head 13 is hammered by the T shape stainless steel cylinder and outer-hexagonal of outer diameter 70mm
Nut is welded, and wherein the internal thread diameter of outer-hexagonal nut is 6mm, nut length 30mm.Hammer lever connecting screw 12 by
The stainless steel screw rod and outer-hexagonal nut of 1m length diameter 6mm forms.By the splicing of any amount hammer lever connecting screw 12,
The length of hammer lever connecting screw 12 also can be controlled arbitrarily.
(4) device is transferred to bottom hole, will be put into hole by hammer lever, when hammering head 13 touches the hammering at the top of device
When plate 1, by checking whether the splicing radical of hammer lever connecting screw 12 transfers with regard to knowable device to bottom hole.Not such as device
Transfer to bottom hole then should re-start decentralization, if device has been put to bottom hole, then use by device by the messenger wire pull-up at the top of device
The hammer lever hammering plate 1 at the top of hammering device repeatedly, it is ensured that bottom earth pressure gauge panel and bottom solum completely attach to.
(5) cable protection
The cable protection hole 9 of bottom earth pressure gauge is provided on horizontal direction pasting boards, anti-locking apparatus transfers cable when into hole
It is pulled apart by hole wall soil layer.With 3 kinds of differences within the scope of the two earth pressure gauge cables and pore pressure gauge cable head 3m of device
Color indicated, wherein the primary colors of pore pressure gauge cable is red, and the primary colors of earth pressure gauge cable is blue, therefore
And it is soil lateral pressure meter cable is green with spray painting spraying.
2. on-the-spot test: testing the natural frequency of vibration of two earth pressure gauges and pore pressure gauge 4 with hand-held frequency recorder, lead to
It crosses and K is calculated0Coefficient.Calculation formula is as follows:
In formula: Earth Pressure are as follows:σHFor soil lateral pressure；σ′VFor effective vertical soil pressure
Power； kσFor earth pressure gauge calibration parameter；f1For earth pressure gauge test frequency；f0For earth pressure gauge original frequency.
Pore water pressure calculates formula are as follows:W is pore water pressure；kwFor the rate of pore pressure gauge
Determine parameter；p1For pore pressure gauge test frequency；p0For pore pressure gauge original frequency.
When on-the-spot test, first week just buried can be surveyed for 2 days 1, and second week can be surveyed for 1 week 2, and general third weekly data is
Stablize, can only survey 1 time.
Embodiment 2
Lake Dongqian rolling stock section transition station is No. 4 line engineering circuit souths of Ningbo rail traffic intermediate station small ocean river station, away from south
Hold terminus Lake Dongqian station 2.11km.Double crossover access main track is set between two main track of small ocean Jiang Zhanhou, is entered and left section line and is crossed by intersecting
Line end is drawn, upper across extending introducing surface car section after main track.Rolling stock section's roadbed mainly includes entering and leaving section line and rolling stock section road
Base, enter and leave section line with tunnel demarcate (boundary mileage is DC2K0+855) be separation.In order to optimize the design of shield tunnel, adopt
The coefficient of static earth pressure K of each soil layer is measured with in-situ test method0, test site is located at Ningbo City Lake Dongqian town, formation
As shown in figure 12.
2. to the place2aMud, 3.2Silty clay, 4.1aVery soft sill clay and 4.2aFour stratum of clay are divided into
6 depth are tested, and are chosen a position in the place and are carried out flat scoop bilge, K respectively0Soil sample is taken in device on-the-spot test
Carry out laboratory test.Wherein, laboratory test tests effective angle of inner friction and K with triaxial apparatus respectively0Value.Test result such as following table institute
Show:
1 K of table0Test data contrast table
As can be seen from the table, except 3.2Outside silty clay, interior three number of axle evidence and K on remaining each stratum0Device scene is surveyed
Data are tried more to coincide, and 3.2The flat scoop bilge data and K of silty clay0Device field test data is consistent.By to scene
3. the observation of soil sample can be seen that2Silty clay stratum uniformity is poor, is mingled with more flour sand.The stratum soil sample into
When row triaxial test, for the ease of instrument test, soil sample must choose more uniform part in soil layer, thereby result in indoor examination
Result is tested higher than site test results.And 3. field test embodies well2The K on silty clay stratum0Value.
Claims (4)
1. a kind of static lateral coefficient of earth pressure K0In-situ testing device, which is characterized in that including pore pressure gauge (4), vertically
Earth pressure gauge (6), sensor wire (7), soil lateral pressure meter (8), hammer lever and sensor fastening device；The fixed dress of sensor
It sets including vertical pasting boards (3), horizontal pasting boards (5) and hammering plate (1), vertical pasting boards (3) top setting hammering plate (1),
It hammers and deep floor (17) is set below plate (1), horizontal pasting boards (5) are arranged in vertical pasting boards (3) bottom；Vertical pasting boards
(3) pore pressure gauge fixation hole (10) are arranged in upper end setting messenger wire hole (2), vertical pasting boards (3) lower part, horizontal pasting boards
(5) one end setting cable protection hole (9)；Vertical pasting boards (3) side setting soil lateral pressure meter (8), the other side use hole
Water pressure gauge fixed galvanized wire (11) is fixed pore pressure gauge (4) by pore pressure gauge fixation hole (10)；Horizontal pasting boards
(5) bottom setting Vertical Earth Pressure (6)；Hammer lever includes hammering head (13) and hammer lever connecting screw (12), T shape cylinder
Hammer WELD NUTS at the top of head (13), hammer lever connecting screw (12) one end has nut, by need quantity with nut
It is stitched together between hammer lever connecting screw (12) and is connected with the nut of hammering head (13).
2. static lateral coefficient of earth pressure K according to claim 10In-situ testing device, which is characterized in that vertical to paste
Messenger wire hole (2) tether rope of plate (3) upper end.
3. static lateral coefficient of earth pressure K according to claim 10In-situ testing device, which is characterized in that pickup wire
Cable (7) all from Base top contact, marked by the spray painting of different colours in cable and damper ends by the sensor wire (7) for drawing ground
Note.
4. static lateral coefficient of earth pressure K according to claim 10In-situ testing device, which is characterized in that level is pasted
Plate (5) is divided into three sections of regions, and front microcephaly is equipped with cable protection hole (9), most wide in the middle part of horizontal pasting boards (5), the section and vertical
The orthogonal welding of pasting boards (3), horizontal pasting boards (5) rear portion is wide compared with front, which withstands the tip end of pore pressure gauge (4)
Portion.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108489814A (en) * | 2018-05-21 | 2018-09-04 | 宁波大学 | Static lateral coefficient of earth pressure K0In-situ testing device and test method |
| CN111520127A (en) * | 2020-04-30 | 2020-08-11 | 武汉大学 | In-situ testing device for engineering rock mechanical parameter advanced drilling and application method thereof |
-
2018
- 2018-05-21 CN CN201820754711.1U patent/CN208568471U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108489814A (en) * | 2018-05-21 | 2018-09-04 | 宁波大学 | Static lateral coefficient of earth pressure K0In-situ testing device and test method |
| CN111520127A (en) * | 2020-04-30 | 2020-08-11 | 武汉大学 | In-situ testing device for engineering rock mechanical parameter advanced drilling and application method thereof |
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Effective date of registration: 20230925 Address after: 100037 Xicheng District, Beijing million Village Street 2 A Patentee after: BEIJING MTR CONSTRUCTION ADMINISTRATION Corp. Address before: 315032 Building 3, No. 538, Kangzhuang South Road, Jiangbei District, Ningbo, Zhejiang Patentee before: Ningbo Youxin Construction Co.,Ltd. |
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