CN209589322U - Expand soil layer negative friction conversion coefficient measuring device - Google Patents
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- CN209589322U CN209589322U CN201920334173.5U CN201920334173U CN209589322U CN 209589322 U CN209589322 U CN 209589322U CN 201920334173 U CN201920334173 U CN 201920334173U CN 209589322 U CN209589322 U CN 209589322U
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 33
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- 239000011888 foil Substances 0.000 claims abstract description 30
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 55
- 238000003860 storage Methods 0.000 claims description 14
- 238000007654 immersion Methods 0.000 claims description 7
- 229910000838 Al alloy Inorganic materials 0.000 claims description 5
- 238000004519 manufacturing process Methods 0.000 claims description 5
- 239000004746 geotextile Substances 0.000 claims description 3
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- 229910001018 Cast iron Inorganic materials 0.000 description 2
- 244000137852 Petrea volubilis Species 0.000 description 2
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- 229910052742 iron Inorganic materials 0.000 description 2
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Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The utility model discloses expansion soil layer negative friction conversion coefficient measuring devices, belong to building field, measuring device includes support, steelframe, upper end counterweight basket, cable wire, pulley, upper end pressure sensor, upper end dial gauge, upper end steel plate, floodpipe, expansion soil layer, upper section Model Pile, foil gauge, lower section Model Pile, cabinet, lower end steel plate, lower end pressure sensor, lower end counterweight basket and lower end dial gauge.It is influenced using indoor model test economic performance, strong operability, by complex environment small, there is some superiority in terms of studying the vertical load-bearing stake of single-layer soil, test result can provide reference for practical engineering application.
Description
Technical field
The utility model relates to building fields, more particularly to expansion soil layer negative friction conversion coefficient measuring device.
Background technique
Pile foundation is one of most common base form, is had a wide range of applications in engineering construction field.Single-pile vertical orientation is held
Carry the important topic that power is always domestic and foreign scholars and researcher's concern.Meanwhile as pile foundation engineering is in complex geological condition
Under extensive use, the negative frictional resistance of pile foundation is also increasingly prominent, becomes one of the hot issue of pile foundation research.
Self balanced method negative friction conversion coefficient need to pass through the Comparability test of similar conditions and area according to the actual situation
It is empirically determined.Realized in present engineering when expansion soil layer negative friction conversion coefficient is surveyed higher cost, operability it is not strong, by
Complex environment influences, more difficult measurement.Therefore, it is necessary to design a kind of indoor model test, test result can be Practical Project
Using offer reference.
Utility model content
The purpose of this utility model is to provide expansion soil layer negative friction conversion coefficient measuring devices, solve existing from flat
Weigh the difficult technical problem of test pile negative friction conversion coefficient measurement.
Expand soil layer negative friction conversion coefficient measuring device, including support, steelframe, upper end counterweight basket, cable wire, pulley,
Upper end pressure sensor, upper end dial gauge, upper end steel plate, floodpipe, expansion soil layer, upper section Model Pile, foil gauge, lower section model
Stake, cabinet, lower end steel plate, lower end pressure sensor, lower end counterweight basket and lower end dial gauge, the steelframe are fixed at support
On, on the pulley fixed setting steelframe, the pile crown of the upper section Model Pile and lower section Model Pile is oppositely arranged in cabinet, institute
Floodpipe is stated to be arranged in cabinet, the cabinet bottom inserts microlith layer, fill out expansion soil layer on microlith layer, the cable wire with it is upper
One end of side pressure force snesor connects, and the other end passes through pulley and connect with upper end counterweight basket, and the upper end pressure sensor is another
End is connect with upper section Model Pile top, and the upper end steel plate is arranged on upper section Model Pile top, the upper end dial gauge setting
On the steel plate of upper end；
The bottom of box is provided with water inlet, and the bottom of box offers aperture, protection is provided through in aperture
Pipe, protection pipe top are connect with lower section Model Pile bottom end, and the cable wire passes through protection pipe and connect with the bottom end of lower section Model Pile, institute
It states lower end pressure sensor and lower end counterweight basket is successively set on cable wire, the bottom of protection pipe is arranged in the lower end Interal fixation
End, the lower end dial gauge are arranged on the steel plate of lower end, and the foil gauge is arranged in upper section Model Pile and lower section Model Pile side
On, the foil gauge is connect by conducting wire with external strain instrument.
Further, the upper section Model Pile and lower section Model Pile are submerged in inside expansion soil layer, the upper segment model
Several foil gauges are equidistantly provided in stake and lower section Model Pile.
Further, several holes are offered on the floodpipe, geotextiles, floodpipe bottom is enclosed on the outside of floodpipe
End is arranged under microlith layer, and the upper end of floodpipe is flowed or blow over and cover completely in expansion soil layer, and the quantity of floodpipe is 2-6 root, spaced set
In cabinet.
Further, the quantity of the water inlet is 2-4, is uniformly arranged in the bottom side of cabinet, water inlet and thin
Rock layers connection.
Further, this programme further includes water service hose and water storage container, and described water service hose one end is connect with water inlet,
The other end protrudes into water storage container, and the water level of water is higher than the height of expansion soil layer in the water storage container.
Further, the upper section Model Pile and lower section Model Pile are all made of outer diameter 25mm, and the aluminium alloy of wall thickness 2mm is empty
The depth that the production of heart pipe, upper section Model Pile and lower section Model Pile are embedded in expansion soil layer is 670mm, and upper section Model Pile exposes expansion
The length of soil layer is 30mm, pastes several foil gauges inside upper section Model Pile and lower section Model Pile, foil gauge spacing is uniformly set
For 50mm.
The utility model uses above-mentioned technical proposal, and the utility model has following technical effect that
The utility model using indoor model test economic performance, strong operability, influenced by complex environment small, studying
There is some superiority in terms of the vertical load-bearing stake of single-layer soil, test result can provide reference for practical engineering application, study simultaneously
Self balanced method negative friction characteristic in swelled ground passes through design immersion and two group models test of not soaking, comparative study expansion
Self balanced method and traditional static pressure test pile negative friction characteristic in soil, obtain in swelled ground immersion under two kinds of operating conditions of not soaking not
Same negative friction conversion coefficient, and its reason is analyzed, to realize that building provides good data reference.
Detailed description of the invention
Fig. 1 is the device sectional view of the utility model.
Fig. 2 is the Model Pile structural schematic diagram of the utility model.
Figure label: 1, support；2, steelframe；3, upper end counterweight basket；4, cable wire；5, pulley；6, upper end pressure sensor；7,
Upper end dial gauge；8, upper end steel plate；9, floodpipe；10, soil layer is expanded；11, upper section Model Pile；12, foil gauge；13, lower die
Type stake；14, cabinet；15, water inlet；16, microlith layer；17, lower end steel plate；18, lower end pressure sensor；19, lower end counterweight basket；
20, lower end dial gauge；21, gasket；22, protection pipe.
Specific embodiment
For the purpose of this utility model, technical solution and advantage is more clearly understood, referring to the drawings and enumerate excellent
Embodiment is selected, the utility model is further described.However, it is necessary to illustrate, many details listed in specification
It is specific even without these just for the sake of making reader have a thorough explanation to the one or more aspects of the utility model
Details also may be implemented the utility model these aspect.
As shown in Figure 1, expansion soil layer negative friction conversion coefficient measuring device sectional view according to the present utility model, including
Support 1, steelframe 2, upper end counterweight basket 3, cable wire 4, pulley 5, upper end pressure sensor 6, upper end dial gauge 7, upper end steel plate 8, leaching
Water pipe 9, expansion soil layer 10, upper section Model Pile 11, foil gauge 12, lower section Model Pile 13, cabinet 14, lower end steel plate 17, lower side pressure
Force snesor 18, lower end counterweight basket 19 and lower end dial gauge 20, the steelframe 2 are fixed on support 1, the pulley (5)
It is fixedly installed on steelframe 2, the pile crown of the upper section Model Pile 11 and lower section Model Pile 13 is oppositely arranged in cabinet 14, the leaching
Water pipe 9 is arranged in cabinet 14, and 14 bottom of cabinet inserts microlith layer (16), and expansion soil layer 10, institute are filled out on microlith layer 16
It states cable wire 4 to connect with one end of upper end pressure sensor 6, the other end passes through pulley 5 and connect with upper end counterweight basket 3, the upper end
6 other end of pressure sensor is connect with 11 top of upper section Model Pile, and the upper end steel plate 8 is arranged on 11 top of upper section Model Pile
On, the upper end dial gauge 7 is arranged on upper end steel plate 8；
14 bottom of cabinet is provided with water inlet 15, and 14 bottom of cabinet offers aperture, runs through setting in aperture
There is protection pipe 22,22 top of protection pipe is connect with 13 bottom end of lower section Model Pile, and the cable wire 4 passes through protection pipe 22 and lower section model
The bottom end connection of stake 13, the lower end pressure sensor 18 and lower end counterweight basket 19 are successively set on cable wire 4, the lower end steel
Plate 17 is fixed at the bottom end of protection pipe 22, and the lower end dial gauge 20 is arranged on lower end steel plate 17, the foil gauge 12
It is arranged on 13 side of upper section Model Pile 11 and lower section Model Pile, the foil gauge 12 is connect by conducting wire with external strain instrument.
After cable wire 4 passes through the knotting of upper end steel plate 8 of pile crown double threading openings, passes through single threading opening at stake bottom, connect pressure and pass
Sensor.Protection pipe 22 is PVC protection pipe, and main function is protection cable wire, otherwise cable wire is directly contacted with soil layer, there is friction
Power, load of the load at stake bottom so is no longer pressure sensor measurements, measures pile bottom settlements, stretches out one section convenient for measurement stake
Bottom displacement.Pvc pipe uniformly smears vaseline and reduces itself and soil layer frictional force, and pvc pipe is pacified in steel drum tapping when preventing water leakage soaks
It fills O-shaped coil and removes coil after the completion of immersion when load test.
Upper end pressure sensor 6 measures specific pressure, while upper end dial gauge 7 measures specific displacement situation, immersion
Pipe 9 is arranged more, so that more preferable faster expand expansion soil layer 10, improves the efficiency of experiment.
In the utility model embodiment, the upper section Model Pile 11 and lower section Model Pile 13 are submerged in expansion soil layer 10
Portion is equidistantly provided with several foil gauges 12 in the upper section Model Pile 11 and lower section Model Pile 13.
In the utility model embodiment, several holes are offered on the floodpipe 9, are enclosed with soil on the outside of floodpipe 9
Work cloth, 9 bottom end of floodpipe are arranged under microlith layer 16, and the upper end of floodpipe 9 is flowed or blow over and cover completely in expansion soil layer 10, the number of floodpipe 9
Amount is 2-6 root, is set in qually spaced in cabinet 14.
In the utility model embodiment, the quantity of the water inlet 15 is 2-4, is uniformly arranged on the bottom side of cabinet 14
Bian Shang, water inlet 15 are connected to microlith layer 16.
It further include water service hose and water storage container in the utility model embodiment, described water service hose one end and water inlet
15 connections, the other end protrude into water storage container, and the water level of water is higher than the height of expansion soil layer 10 in the water storage container.
In the utility model embodiment, the upper section Model Pile 11 and lower section Model Pile 13 are all made of outer diameter 25mm, wall thickness
The depth that the aluminum alloy hollow pipe production of 2mm, upper section Model Pile 11 and lower section Model Pile 13 are embedded in expansion soil layer 10 is 670mm,
The length that upper section Model Pile 11 exposes expansion soil layer 10 is 30mm, if pasting inside upper section Model Pile 11 and lower section Model Pile 13
Dry foil gauge 12,12 spacing of foil gauge are uniformly set as 50mm.
Self balanced method in swelled ground and traditional static pressure test pile mechanical characteristic are simulated, by submerging test to pile body
Apply expansive force, pile body loaded using multistage loadings method, carries out following calculate finally by date comprision:
(1) swelled ground does not soak under expansion status, test pile Q-s curve, ultimate bearing capacity, pile shaft force, pile body side frictional resistance
Power and negative friction conversion coefficient；
(2) under swelled ground immersion expansion status, stake, native displacement, test pile Q-s curve, ultimate bearing capacity, pile shaft force, stake
Body side friction and negative friction conversion coefficient；
(3) by under two kinds of operating conditions conversion coefficient and specification in silt, cohesive soil, sand value compare and analyze,
Negative friction conversion coefficient value rule in swelled ground is obtained, taking for negative friction conversion coefficient in swelled ground is then determined
Value.
Upper and lower section stake Z1, Z2 of test model stake tradition static pressed pile C1 and self balanced method are all made of outer diameter 25mm, wall thickness
The aluminum alloy hollow pipe of 2mm makes.Pile body embedded depth is 670mm, and the above length of the soil body is 30mm, side at 20mm under stake top
10mm circular hole is opened up, for drawing foil gauge connecting line.
For measurement pile shaft force distribution, a certain number of foil gauges are pasted inside pile body.To ensure that test data is accurate,
In conjunction with the test pile depth of burying and pile body outlet hole site, foil gauge spacing is uniformly set as 50mm, and compile to each foil gauge
Number.
Test is answered using the 4mm × 5mm connecting terminal and BX120-3AA type of Taizhou of Zhejiang Huangyan test equipment factory production
Become piece.Foil gauge parameter is as follows: grid length × grid width is 3mm × 2mm, 120 ± 0.1 Ω of resistance value, sensitivity coefficient 2.08 ± 1%.
To paste foil gauge, needs using wire cutting method half-and-half to split hollow pipe from center, check that pile body is intact and polished with fine sandpaper
Notch bonds convenient for pile body, it is as shown in Figure 1 to split pile body.Foil gauge position is marked in inside pipe wall, is polished smooth, is applied with sand paper
502 glue are smeared, by connecting terminal and strain gauge adhesion to mark, conducting wire is successively reserved into cable hole from stake top after welding lead
Label is drawn and posted, smears waterproof material epoxy resin at foil gauge and its terminals, while being cutd open with epoxy resin bonding
The model opened.Then epoxy resin is applied on the pile crown for putting on 2mm wirerope, pile crown is positioned on stake top and stake bottom.Pile crown uses
Cast iron is made, and pile crown overall thickness is 15mm, edge of a wing thickness 3mm, outer diameter 25mm, and internal diameter 20mm is provided with single or double a 2mm on pile crown
In addition threading opening pastes one piece of iron plate in pile crown convenient for measurement pile body shifting.Stake top is located at for traditional static pressed pile load(ing) point, because
After double threading openings that this cable wire passes through stake top are knotted with stainless steel clamp, by stake bill kept on file threading opening, hangs counterweight and realize load；
And self-balancing stake load(ing) point is located at " equalization point ", cable wire cabling mode is similar with front.
Pile body is uniformly finally filled into epoxy resin, wraps up in one layer of fine sand.Cable wire passes through pile body, connects counterweight by pulley,
Realize multistage loadings.
The model casing tested using high 880mm, the steel drum of diameter 580mm, wall thickness 3mm as this, model casing bottom are added
The circular steel plate for welding 3mm prevents rammed earth from leading to steel drum deformation of bottom, and the hole of two 20mm is bored in bottom, in model casing two sides the bottom of far from
At portion 20mm, two water inlets, the overhanging 40mm of water inlet, convenient for connection water injection pipe is arranged in parallel.
Model casing is placed on the masonry of high 650mm when test, while the angle bar frame of 1750mm is embedded in masonry.Angle steel
Bracket is located at model casing two sides, wide 200mm, long 300mm, and masonry top steelframe also needs to set up diagonal brace.Connection side on angle bar frame
The fixed pulley of steelframe made of steel, 75mm is fixed on steelframe with wirerope, a set of is firmly made system to be formed.
Often add level-one load by LH-S02 sensor precise measurement in test, in LH-PT600 high speed display instrument panel
Show every grade of peak load.
Dial gauge measurement pile body shifting use range for the dial gauge of 50mm, dial gauge with Magnetic gauge stand be fixed on top surface with
On steelframe.
Using the TST3822EN wireless static of Jiangsu Stettlen electronic equipment manufacturing Co., Ltd production in deformeter test
State strain testing analysis system is monitored the pile strain sheet data in loading procedure.TST3822EN is wireless static strain
Detecting and analysing system is a kind of Engineering-type static resistance deformeter that built-in single-chip microcontroller is controlled, and can directly pass through WiFi and meter
Calculation machine is communicated.Software is analyzed by the wireless static strain testing of TST3822EN in computer, to the number acquired in real time
According to progress simple process and preservation.To constitute be suitble to it is extensive in the various strain stress testing fields such as laboratory, engineering survey
The high speed data sampling and processing system of application.Multiple integral formula A/D converter is housed on TST3822EN is wireless statical strain indicator,
It ensure that the best transition speed and precision of user data.Its working principle is that: resistance strain gage is a kind of resistance sensor,
It reflects mechanical strain that needs measure with the variation of self-resistance.Resistance strain gage is formed into measuring bridge, when bridge arm electricity
When resistive, electric bridge just exports one and it changes the linear voltage of size.By being amplified to the voltage, and it is right
The sensitivity coefficient of resistance strain gage is normalized, and the voltage swing of output and actual strain size can be made corresponding.
Design upper section Model Pile 11, lower section Model Pile 13 and floodpipe 9.
Upper section Model Pile 11 and lower section Model Pile 13 use outer diameter 25mm, and the aluminum alloy hollow pipe of wall thickness 2mm makes, will be empty
Heart pipe is half-and-half splitted from center using wire cutting method, is checked and is polished notch after the hollow pipe pile body of cutting is intact with fine sandpaper, In
Inside pipe wall marks foil gauge position, is polished smooth, spreading glue with sand paper, connecting terminal and foil gauge 12 are affixed to label
Conducting wire is successively reserved cable hole from stake top after welding lead and draws and post label by place, is smeared waterproof material epoxy resin and is existed
At foil gauge and its terminals, while the model splitted is bonded with epoxy resin, then apply on the pile crown for putting on 2mm wirerope
Pile crown is made positioned on stake top and stake bottom, pile crown of cast iron epoxy resin, and pile crown overall thickness is 15mm, edge of a wing thickness 3mm, outside
Diameter 25mm, internal diameter 20mm are provided with single or double a 2mm threading openings on pile crown, in addition paste one piece of iron plate in pile crown convenient for measurement
Pile body shifting；
For floodpipe 9 using the pvc pipe of 16mm, pvc pipe body uniformly bores aperture, then wraps up 1~2 layer with geotextiles and block
Hole guarantees that water energy infilters expansion soil layer 10 and is not blocked.
Experiment support 1 is set, while steelframe 2 is embedded in support 1, the cabinet 14 of upper end opening is set, and 14 bottom of cabinet is opened
If experimental port, side opens up water inlet 15, and cabinet 14 is erected on support 1, and steelframe 2 is located at 14 two sides of cabinet；
It is put into microlith layer 16 toward 14 bottom of cabinet, floodpipe 9 is inserted vertically into microlith layer 16, and upper section Model Pile 11
Mutually setting is placed in cabinet 14 with lower section Model Pile 13,13 bottom of lower section Model Pile is arranged protection pipe 22 and runs through cabinet
The experimental port of 14 bottoms；
Upper end steel plate 8 is fixedly installed at the top of upper section Model Pile 11, upper end dial gauge 7, upper end hundred are set on upper end steel plate 8
Divide table 7 to be fixedly connected with wall or fixed object, passes through connection cable wire 4 and upper end pressure sensing at the top of upper section Model Pile (11)
The connection of 6 one end of device, 6 other end of upper end pressure sensor pass through the pulley 5 being arranged on steelframe 2, and cable wire 4 using cable wire 4
Upper end counterweight basket 3 is arranged in end；
The setting of 13 bottom end of lower section Model Pile is connect by connecting cable wire 4 with 18 one end of lower end pressure sensor, lower end pressure
Lower end counterweight basket 19 is arranged in 18 other end of sensor, and lower end steel plate 17 is arranged in 22 bottom of protection pipe, and the setting of lower end dial gauge 20 exists
On lower end steel plate 17, lower end dial gauge 20 is fixedly connected with wall or fixed object.
Swelled ground layer 10 is laid on toward microlith layer 16, fixed setting upper end steel plate 8 enters swelled ground at the top of upper section Model Pile 11
10 depth of layer are 670mm, and the above length of the soil body is 30mm.
Test load with load, displacement observation, toward upper end counterweight basket 3 and lower end counterweight basket 19 on plus counterweight, every grade load
Be the 1/10 of ultimate load, the first order is loaded with counterweight basket, then add counterweight step by step, using method is maintained at a slow speed, often plus
After level-one, payload data is recorded after data stabilization on pressure sensor instrument board, while recording each dial gauge data, when load
Between continue 1 hour, in first hour after load, five percentage meter readings need to be carried out, time interval every respectively 5,5,10,
10,15,15min, when pile body reaches stable, the difference that front and back reads displacement twice can carry out next stage load when being less than 0.1mm, out
One of existing following situations terminate load: load added by (a) oneself reach test pile ultimate bearing capacity；(b) displacement of next stage load is
5 times of previous stage load-displacement；(c) accumulative displacement is more than 100mm；(d) it is that stable state is not achieved in test pile that test pile, which destroys, is unloaded
Load mode: a point Pyatyi unloads, every grade of unloading 10kg, is divided into one hour between discharge time, equally on pressure sensor instrument board
Payload data is recorded after data stabilization, displacement data reads a data every 30min, all after unloading, reads last every 3 hours
Read data is included in table by secondary data；
Data are collected using wireless static strain testing analysis system, are used by deformeter primary every acquisition in two seconds
The timing acquiring mode of strain data is transmitted to wireless static strain testing analysis system；
Using water service hose and water storage container, water service hose one end is connect with water inlet 15, and the other end protrudes into water storage container
Interior, the water level of water is higher than the height of expansion soil layer 10 in water storage container, using law of connected vessels, in immersion, water storage is kept to hold
Device water level is higher than expansion 10 body surface face of soil layer, until water level remains unchanged in water storage container, shows to expand soil layer 10 in cabinet 14
It has been be saturated that, consolidation need to be bound with wirerope at water inlet 15, prevent leak.
The above is only the preferred embodiment of the utility model, it is noted that for the common skill of the art
For art personnel, without departing from the principle of this utility model, can also make several improvements and retouch, these improve and
Retouching also should be regarded as the protection scope of the utility model.
Claims (6)
1. expanding soil layer negative friction conversion coefficient measuring device, it is characterised in that: including support (1), steelframe (2), upper end weight
Code basket (3), cable wire (4), pulley (5), upper end pressure sensor (6), upper end dial gauge (7), upper end steel plate (8), floodpipe
(9), soil layer (10), upper section Model Pile (11), foil gauge (12), lower section Model Pile (13), cabinet (14), lower end steel plate are expanded
(17), lower end pressure sensor (18), lower end counterweight basket (19) and lower end dial gauge (20), the steelframe (2) are fixed at
On support (1), on pulley (5) fixed setting steelframe (2), the stake of the upper section Model Pile (11) and lower section Model Pile (13)
Head is oppositely arranged in cabinet (14), and in cabinet (14), cabinet (14) bottom inserts microlith for floodpipe (9) setting
Layer (16) fills out expansion soil layer (10) on microlith layer (16), and the cable wire (4) connect with one end of upper end pressure sensor (6),
The other end passes through pulley (5) and connect with upper end counterweight basket (3), upper end pressure sensor (6) other end and upper section Model Pile
(11) top connects, and the upper end steel plate (8) is arranged on upper section Model Pile (11) top, upper end dial gauge (7) setting
On upper end steel plate (8)；
Cabinet (14) bottom is provided with water inlet (15), and cabinet (14) bottom offers aperture, is run through in aperture and is set
It is equipped with protection pipe (22), protection pipe (22) top is connect with lower section Model Pile (13) bottom end, and the cable wire (4) passes through protection pipe
(22) it is connect with the bottom end of lower section Model Pile (13), the lower end pressure sensor (18) and lower end counterweight basket (19) are set gradually
On cable wire (4), the lower end steel plate (17) is fixed at the bottom end of protection pipe (22), lower end dial gauge (20) setting
On lower end steel plate (17), the foil gauge (12) is arranged in upper section Model Pile (11) and lower section Model Pile (13) side, institute
Foil gauge (12) are stated to connect by conducting wire with external strain instrument.
2. expansion soil layer negative friction conversion coefficient measuring device according to claim 1, it is characterised in that: the upper section
Model Pile (11) and lower section Model Pile (13) are submerged in expansion soil layer (10) inside, the upper section Model Pile (11) and lower die
Several foil gauges (12) are equidistantly provided in type stake (13).
3. expansion soil layer negative friction conversion coefficient measuring device according to claim 1, it is characterised in that: the immersion
Several holes are offered on pipe (9), geotextiles are enclosed on the outside of floodpipe (9), floodpipe (9) bottom end is arranged in microlith layer
(16) under, the upper end of floodpipe (9) is flowed or blow over and cover completely in expansion soil layer (10), and the quantity of floodpipe (9) is 2-6 root, spaced set
In cabinet (14).
4. expansion soil layer negative friction conversion coefficient measuring device according to claim 1, it is characterised in that: the water inlet
The quantity of mouth (15) is 2-4, is uniformly arranged in the bottom side of cabinet (14), water inlet (15) is connected to microlith layer (16).
5. expansion soil layer negative friction conversion coefficient measuring device according to claim 1, it is characterised in that: further include leading to
Water hose and water storage container, described water service hose one end are connect with water inlet (15), and the other end protrudes into water storage container, the storage
The water level of water is higher than the height of expansion soil layer (10) in water container.
6. expansion soil layer negative friction conversion coefficient measuring device according to claim 1, it is characterised in that: the upper section
Model Pile (11) and lower section Model Pile (13) are all made of outer diameter 25mm, the aluminum alloy hollow pipe production of wall thickness 2mm, upper section Model Pile
(11) and lower section Model Pile (13) is embedded in the depth of expansion soil layer (10) as 670mm, and upper section Model Pile (11) exposes expansion soil layer
(10) length is 30mm, several foil gauges (12), strain are pasted inside upper section Model Pile (11) and lower section Model Pile (13)
Piece (12) spacing is uniformly set as 50mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920334173.5U CN209589322U (en) | 2019-03-15 | 2019-03-15 | Expand soil layer negative friction conversion coefficient measuring device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920334173.5U CN209589322U (en) | 2019-03-15 | 2019-03-15 | Expand soil layer negative friction conversion coefficient measuring device |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109900406A (en) * | 2019-03-15 | 2019-06-18 | 广西岩土新技术有限公司 | Expand soil layer negative friction conversion coefficient measuring device, design method and measurement method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109900406A (en) * | 2019-03-15 | 2019-06-18 | 广西岩土新技术有限公司 | Expand soil layer negative friction conversion coefficient measuring device, design method and measurement method |
| CN109900406B (en) * | 2019-03-15 | 2024-05-17 | 广西岩土新技术有限公司 | Device for measuring negative friction conversion coefficient of expansive soil layer, design method and measurement method |
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