CN204789161U - A one -dimensional consolidation apparatus for testing soil body consolidation deformation and osmotic coefficient - Google Patents
A one -dimensional consolidation apparatus for testing soil body consolidation deformation and osmotic coefficient Download PDFInfo
- Publication number
- CN204789161U CN204789161U CN201520418935.1U CN201520418935U CN204789161U CN 204789161 U CN204789161 U CN 204789161U CN 201520418935 U CN201520418935 U CN 201520418935U CN 204789161 U CN204789161 U CN 204789161U
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- consolidation
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- permeable stone
- water
- cutting ring
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- 239000002689 soil Substances 0.000 title claims abstract description 53
- 238000012360 testing method Methods 0.000 title claims abstract description 37
- 238000007596 consolidation process Methods 0.000 title claims abstract description 29
- 230000003204 osmotic effect Effects 0.000 title abstract description 6
- 239000004575 stone Substances 0.000 claims abstract description 48
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 23
- 230000008595 infiltration Effects 0.000 claims description 20
- 238000001764 infiltration Methods 0.000 claims description 20
- 229920001971 elastomer Polymers 0.000 claims description 7
- 230000035699 permeability Effects 0.000 abstract description 7
- 239000012466 permeate Substances 0.000 abstract description 3
- 238000002474 experimental method Methods 0.000 abstract description 2
- 238000004519 manufacturing process Methods 0.000 abstract 1
- 238000012669 compression test Methods 0.000 description 9
- 229920006395 saturated elastomer Polymers 0.000 description 8
- 238000006243 chemical reaction Methods 0.000 description 4
- 238000009736 wetting Methods 0.000 description 4
- 102000019384 Aquaporin 9 Human genes 0.000 description 3
- 108050006914 Aquaporin 9 Proteins 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 239000011521 glass Substances 0.000 description 2
- 238000010998 test method Methods 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000013486 operation strategy Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
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 an one -dimensional consolidation apparatus for testing soil body consolidation deformation and osmotic coefficient is including pressurization cap, sleeve, base, the stone cistern that permeates water, cutting ring, percentage table skeleton, percentage table, change flood peak pipe, water pressure measuring apparatu, the utility model discloses a simple structure, manufacturing convenience, can can only carry out consolidation test, can only carry out permeability test according to the experiment needs, also can accomplish the jointly survey of the compressing deformation volume of solidifying and the osmotic coefficient in secondary consolidation stage simultaneously, simultaneously, can do flood peak saturation device simultaneously, can accurate record the osmotic coefficient of the soil body under the pressurized condition, have very big superiority.
Description
Technical field
The utility model relates to a kind of one dimension consolidation apparatus for testing Consolidation Deformation of Soil and infiltration coefficient, belongs to Geotechnical Engineering Experimental Method in Laboratory field.
Background technology
The deformation parameter of the soil body and infiltration coefficient are geotechnical engineering design and the important parameter that must determine of constructing, they can change with the change of extraneous load under actual site condition, and not isolated change, but change along with densification after soil body load-bearing simultaneously.Conventional indoor test method can not reflect consolidation deformation and infiltration coefficient over time.Traditional general analysis, often supposes infiltration coefficient
kfor constant, thus single on means of testing, a soil sample can only be determined under a certain particular state
k, cannot implement for test continually varying situation, thus there is obvious defect.At present, because the variability of soil sample is strong, soil sample has non-reproduction, there is not the soil of identical character, indoor conventional method is then that test tests consolidation deformation or infiltration coefficient respectively with incomplete same soil sample, cannot set up direct association between test result so; And state's automatic checkout system of advanced person cannot extensively be promoted because of high cost in engineering.
In line with the aim for engineering practice extension service, research and develop the bad defect that with low cost, multiple functional instrument and equipment can make up instrument on scientific research and engineering test.
The utility model device, can solve the soil body while consolidation deformation is measured, and the infiltration coefficient test under corresponding states, especially can for the follow-on test of weak soil secondary consolidation stage permeate coefficient.The geological parameter test under different soil sample depth information can be considered simultaneously, widened operation strategies, facilitated scientific research and engineering test.
Summary of the invention
Technical problem to be solved in the utility model is to provide a kind of one dimension consolidation apparatus for testing Consolidation Deformation of Soil and infiltration coefficient.
The utility model comprises for the one dimension consolidation apparatus testing Consolidation Deformation of Soil and infiltration coefficient and adds pressure cap 1, sleeve 2, base 3, permeable stone cistern 4, cutting ring 6, indicator bracket 10, dial gauge 11, varying head pipe 13, water-pressure survey instrument 14; Its middle sleeve 2 is connected by bolt 7 with base 3, intake tunnel 8 and exhalant canal 9 are set in base 3, base 3 has permeable stone cistern 4, intake tunnel 8 is communicated with permeable stone cistern 4 with exhalant canal 9, cutting ring 6 to be arranged in sleeve 2 and to be positioned at above permeable stone cistern 4, O type rubber band 5 hermetic seal is set between cutting ring 6 and base 3, intake tunnel 8 is communicated with varying head pipe 13, water delivering orifice 9 is communicated with water-pressure survey instrument 14, dial indicator bracket 10 arranges on the base 3, dial gauge is arranged on dial indicator bracket 10, adds pressure cap 1 and is arranged on sleeve 2;
Described base 3 is provided with the annular groove 12 for placing O type rubber band 9.
Described cutting ring 6 is inverted and is embedded in sleeve 2, and sleeve 2 internal diameter is consistent with cutting ring.
Described intake tunnel 8 and exhalant canal 9 are provided with valve.
Described varying head pipe 13 for a scale can retaining the transparent glass tube of infiltration water is provided.
During use, in the permeable stone cistern 4 of base 3, place moistening permeable stone, and place filter paper above it again, then place on the base 3 by the cutting ring 6 installing soil sample, soil sample is alignd with permeable stone 4, and soil sample placing height is 2-4cm, soil sample places adjustment permeable stone 17 again, and thickness is 0-2cm; Result after adjustment is the overall height of soil sample in cutting ring 6 and adjustment permeable stone 17 is 4cm, and adjustment permeable stone 17 places filter paper, then on filter paper, place the wetting permeable stone of one deck; Sleeve 2 is carefully enclosed within cutting ring 6 and also fixes on the base 3, finally tight a bolt 7; When doing compression test, consolidation apparatus is placed on consolidometer, installs the dial gauge 11 on indicator bracket 10 according to compression test standard process, adjustment dial gauge 11 range.Shut the valve that intake tunnel 8 is other, exhalant canal 9 is connected with water-pressure survey instrument 14, open the valve that exhalant canal 9 is other, confirm that aquaporin 9 is connected intact with water-pressure survey instrument 14.Just by consolidometer to adding pressure cap 1 load application, soil sample decrement (i.e. dial gauge 11 reading) and soil sample hole pressure changing value (i.e. water-pressure survey instrument 14 reading) can be recorded on schedule subsequently, after experimental data gathers, terminating compression test; When doing permeability test, open the valve that intake tunnel 8 is other, pass into water by intake tunnel 8, the permeable stone 15 of water in permeable stone cistern 4, flow out from exhalant canal 9 and take away the air in base 3, when no longer including bubble spilling in exhalant canal 9, shutting the valve on exhalant canal 9; Water permeable stone from the permeable stone cistern of base from bottom to top permeates to soil sample 16 to be measured afterwards, start to survey initial head height and initial time in record varying head pipe 13 when soil sample upper surface adds and has water to overflow around pressure cap 1, interval record head height and the change of time on schedule, and survey note outlet temperature.By varying head pipe 13 middle water level conversion height, survey note head height and time variations again after treating stable level, revision test 5-6 time.When difference starts the infiltration coefficient that measures under head when allowing in difference range, terminate test.Infiltration coefficient computing formula is:
（a）
A-water source device basal area in formula
The conversion coefficient of 2.3-ln and log
L-soil sample height
T
1, t
2-be respectively the initial sum termination time of surveying and reading head
H-
1, H
2-initial sum stops head;
The utility model has the following advantages:
1, test is efficient, can test different-thickness Consolidation Deformation of Soil amount and infiltration coefficient over time simultaneously;
2, according to test demand, consolidation can be carried out separately, carries out permeability test separately;
3, require low to soil sample, if saturated sample then can straightway testing; If unsaturation sample is undertaken saturated by head pressure after then can installing;
4, parts are simple, easy to assembly, operate basic simple possible.
5, equipment is cheap, and use standard osmotic cutting ring, current infiltration coefficient method of testing used is all applicable, is adapted at promoting in engineering.
Accompanying drawing explanation
Fig. 1 is structural representation of the present utility model;
Fig. 2 is the utility model 2cm soil sample test using state schematic diagram;
Fig. 3 is the utility model 4cm soil sample test using state schematic diagram;
Fig. 4 is the utility model middle sleeve structural representation;
Fig. 5 is understructure schematic diagram in the utility model;
In figure: 1-adds pressure cap; 2-sleeve; 3-base; The permeable stone cistern of 4-; 5-O type rubber band; 6-cutting ring; 7-bolt; 8-intake tunnel; 9-exhalant canal; 10-dial indicator bracket; 11-dial gauge; 12-groove; 13-varying head pipe; 14-water-pressure survey instrument; 15-permeable stone; 16-soil sample to be measured; 17-adjusts permeable stone.
Embodiment
Below by drawings and Examples, the utility model is described in further detail, but protection domain of the present utility model is not limited to described content.
Embodiment 1: as shown in Fig. 1,4,5, the utility model comprises and adds pressure cap 1, sleeve 2, base 3, permeable stone cistern 4, cutting ring 6, indicator bracket 10, dial gauge 11, varying head pipe 13, water-pressure survey instrument 14; Its middle sleeve 2 is connected by bolt 7 with base 3, intake tunnel 8 and exhalant canal 9 are set in base 3, base 3 has permeable stone cistern 4, intake tunnel 8 is communicated with permeable stone cistern 4 with exhalant canal 9, cutting ring 6 to be arranged in sleeve 2 and to be positioned at above permeable stone cistern 4, O type rubber band 5 hermetic seal is set between cutting ring 6 and base 3, intake tunnel 8 is communicated with varying head pipe 13, water delivering orifice 9 is communicated with water-pressure survey instrument 14, dial indicator bracket 10 arranges on the base 3, dial gauge is arranged on dial indicator bracket 10, adds pressure cap 1 and is arranged on sleeve 2; Described base 3 is provided with the annular groove 12 for placing O type rubber band 9, intake tunnel 8 and exhalant canal 9 are provided with valve; Described varying head pipe 13 for a scale can retaining the transparent glass tube of infiltration water is provided.
First cut common cutting ring sample, then paste filter paper with the adjustment permeable stone 17 of wetting 2cm model and be placed on cutting ring cutting edge end, adjustment permeable stone 17 is advanced cutting ring 6 by balanced applied thrust, is excised by soil more than cutting ring 6 other end and namely completes sample preparation.As need saturated then can by saturator according to specification saturated; If unsaturated, then to carry out head saturated for available device of the present utility model.Then in the permeable stone cistern 4 of base 3, moistening permeable stone is placed, and place filter paper above it again, then place on the base 3 by the cutting ring 6 installing soil sample, soil sample 16 to be measured is alignd with permeable stone cistern 4, soil sample placing height is 2cm, and adjustment permeable stone 17 thickness is 2cm; Result after adjustment is the overall height of soil sample 16 in cutting ring 6 and adjustment permeable stone 17 is 4cm, and adjustment permeable stone 17 places filter paper, then on filter paper, place the wetting permeable stone of one deck; Sleeve 2 to be carefully enclosed within cutting ring 6 and to be fixed on base, finally tighting a bolt 7.When doing permeability test, pass into water by varying head pipe 13 through intake tunnel 8, the permeable stone of water in permeable stone cistern 4, flows out and takes away the air in base 3 from exhalant canal 9, when no longer including bubble spilling in exhalant canal 9, shut the valve on exhalant canal 9.Water is from bottom to top permeated to soil sample 16 to be measured from the permeable stone cistern of base by permeable stone afterwards, start to survey initial head height and initial time in record varying head pipe 13 when soil sample upper surface adds and has water to overflow around pressure cap 1, interval record head and the change of time on schedule, and survey note outlet temperature; By varying head pipe 13 middle water level conversion height, survey note head and time variations again after treating stable level, revision test 5-6 time.When difference starts the infiltration coefficient that measures under head when allowing in difference range, terminate permeability test.When doing compression test, consolidation apparatus is placed on consolidometer, installs the dial gauge 11 on indicator bracket 10 according to compression test standard process, adjustment dial gauge 11 range.Shut the valve that intake tunnel 8 is other, exhalant canal 9 is connected with water-pressure survey instrument 14, open the valve that exhalant canal 9 is other, confirm that aquaporin 9 is connected intact with water-pressure survey instrument 14.Subsequently just can by consolidometer to adding pressure cap 1 load application, record soil sample decrement (i.e. dial gauge 11 reading) and soil sample hole pressure changing value (i.e. water-pressure survey instrument 14 reading) on schedule, after experimental data gathers, terminate compression test (see figure 2).
Embodiment 2: the present embodiment apparatus structure is with embodiment 1; For 4cm high soil sample osmotic coefficient investigating, first cut 4cm high soil sample with standard cutting ring, as need saturated then can by saturated according to specification in saturator, if unsaturated, then to carry out head saturated for available device of the present utility model; Then in the permeable stone cistern 4 of base 3, moistening permeable stone 15 is placed, and place filter paper above it, then place on the base 3 by the cutting ring 6 installing soil sample, soil sample is alignd with permeable stone cistern, then in soil sample, place filter paper, then on filter paper, place the wetting permeable stone 1 of one deck; Sleeve 2 to be carefully enclosed within cutting ring 6 and to be fixed on base, finally tighting a bolt 7; When doing permeability test, pass into water by varying head pipe 13 through intake tunnel 8, the permeable stone 15 of water in permeable stone cistern, flows out and takes away the air in base 3 from exhalant canal 9, when no longer including bubble spilling in exhalant canal 9, shut the valve on exhalant canal 9.Water is from bottom to top permeated to soil sample 16 from the permeable stone cistern of base by permeable stone 15 afterwards, start to survey initial head height and initial time in record varying head pipe 13 when soil sample upper surface adds and has water to overflow around pressure cap 1, interval record head and the change of time on schedule, and survey note outlet temperature.By varying head pipe 13 middle water level conversion height, survey note head and time variations again after treating stable level, revision test 5-6 time.When difference starts the infiltration coefficient that measures under head when allowing in difference range, terminate permeability test.
When doing compression test, consolidation apparatus is placed on consolidometer, installs the dial gauge 11 on indicator bracket 10 according to compression test standard process, adjustment dial gauge 11 range.Shut the valve that intake tunnel 8 is other, exhalant canal 9 is connected with water-pressure survey instrument 14, open the valve that exhalant canal 9 is other, confirm that aquaporin 9 is connected intact with water-pressure survey instrument 14.Subsequently just can by consolidometer to adding pressure cap 1 load application, record soil sample decrement (i.e. dial gauge 11 reading) and soil sample hole pressure changing value (i.e. water-pressure survey instrument 14 reading) on schedule, after experimental data gathers, terminate compression test (see figure 3).
Claims (3)
1. for testing an one dimension consolidation apparatus for Consolidation Deformation of Soil and infiltration coefficient, it is characterized in that: comprise and add pressure cap (1), sleeve (2), base (3), permeable stone cistern (4), cutting ring (6), indicator bracket (10), dial gauge (11), varying head pipe (13), water-pressure survey instrument (14), its middle sleeve (2) is connected by bolt (7) with base (3), intake tunnel (8) and exhalant canal (9) are set in base (3), base (3) has permeable stone cistern (4), intake tunnel (8) is communicated with permeable stone cistern (4) with exhalant canal (9), cutting ring (6) to be arranged in sleeve (2) and to be positioned at permeable stone cistern (4) top, O type rubber band (5) hermetic seal is set between cutting ring (6) and base (3), intake tunnel (8) is communicated with varying head pipe (13), water delivering orifice (9) is communicated with water-pressure survey instrument (14), dial indicator bracket (10) is arranged on base (3), dial gauge (10) is arranged on dial indicator bracket (10), add pressure cap (1) to be arranged on sleeve (2).
2. according to claim 1 for testing the one dimension consolidation apparatus of Consolidation Deformation of Soil and infiltration coefficient, it is characterized in that: described base (3) is provided with the annular groove (12) for placing O type rubber band (9).
3. according to claim 1 or 2 for testing the one dimension consolidation apparatus of Consolidation Deformation of Soil and infiltration coefficient, it is characterized in that: intake tunnel (8) and exhalant canal (9) are provided with valve.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520418935.1U CN204789161U (en) | 2015-06-17 | 2015-06-17 | A one -dimensional consolidation apparatus for testing soil body consolidation deformation and osmotic coefficient |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520418935.1U CN204789161U (en) | 2015-06-17 | 2015-06-17 | A one -dimensional consolidation apparatus for testing soil body consolidation deformation and osmotic coefficient |
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Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105865685A (en) * | 2016-04-11 | 2016-08-17 | 三峡大学 | Soil expansion stress test device capable of simulating immersion-air drying cyclic action |
| CN106018741A (en) * | 2016-05-24 | 2016-10-12 | 山西省交通科学研究院 | Novel three-axis soil sample body change measuring device and measuring method |
| CN106092853A (en) * | 2016-06-07 | 2016-11-09 | 长安大学 | A kind of soil mass water air humidity falls into consolidation infiltration simultaneous determination instrument |
| CN106596379A (en) * | 2016-12-26 | 2017-04-26 | 立方通达实业（天津）有限公司 | Bidirectional consolidation permeameter |
| CN106644743A (en) * | 2017-02-28 | 2017-05-10 | 武汉科技大学 | Novel power lateral confinement compression test device |
| CN107014738A (en) * | 2017-06-07 | 2017-08-04 | 西北大学 | A kind of loess engineering vibration rush oozes test system and method for testing |
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| CN108318401A (en) * | 2018-04-04 | 2018-07-24 | 昆明理工大学 | One kind being suitable for anisotropy permeability coefficient test device under soil solidifying stress |
| CN108593381A (en) * | 2018-05-09 | 2018-09-28 | 同济大学 | A kind of subgrade soil that stress is controllable quantifies humidification device |
| CN108717014A (en) * | 2018-05-30 | 2018-10-30 | 浙江大学宁波理工学院 | Water recycles temperature control one-dimensional consolidation instrument |
| CN108931431A (en) * | 2018-08-02 | 2018-12-04 | 广东工业大学 | A kind of consolidation apparatus |
| CN109060526A (en) * | 2018-07-05 | 2018-12-21 | 沈阳工业大学 | Thief zone sand-pebble layer earth pressure balanced shield, EPBS consolidates permeability experimental facility and method |
| CN109374443A (en) * | 2018-11-30 | 2019-02-22 | 中国海洋大学 | A kind of littoral facies soft clay slurry-Soil Interface shear parameters measuring instrument and measurement method |
| CN109580370A (en) * | 2018-12-04 | 2019-04-05 | 三峡大学 | A kind of test device and its application method for soil test |
| CN110595886A (en) * | 2019-09-11 | 2019-12-20 | 中国电建集团华东勘测设计研究院有限公司 | Model test device and method for researching soft clay thermal consolidation effect |
| CN111965060A (en) * | 2020-08-03 | 2020-11-20 | 河海大学 | Press-in type on-site modulus of resilience measuring device |
| CN111982699A (en) * | 2020-09-01 | 2020-11-24 | 西南交通大学 | Unsaturated soil compression characteristic and permeability characteristic test device |
| CN113390784A (en) * | 2021-06-24 | 2021-09-14 | 深圳市市政工程总公司 | Shrinkage performance detection method for slag soil fluidized backfill material |
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- 2015-06-17 CN CN201520418935.1U patent/CN204789161U/en not_active Expired - Fee Related
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| CN105865685A (en) * | 2016-04-11 | 2016-08-17 | 三峡大学 | Soil expansion stress test device capable of simulating immersion-air drying cyclic action |
| CN106018741A (en) * | 2016-05-24 | 2016-10-12 | 山西省交通科学研究院 | Novel three-axis soil sample body change measuring device and measuring method |
| CN106092853B (en) * | 2016-06-07 | 2018-07-20 | 长安大学 | A kind of sunken consolidation infiltration simultaneous determination instrument of soil mass water-air humidity |
| CN106092853A (en) * | 2016-06-07 | 2016-11-09 | 长安大学 | A kind of soil mass water air humidity falls into consolidation infiltration simultaneous determination instrument |
| CN106596379A (en) * | 2016-12-26 | 2017-04-26 | 立方通达实业（天津）有限公司 | Bidirectional consolidation permeameter |
| CN106644743A (en) * | 2017-02-28 | 2017-05-10 | 武汉科技大学 | Novel power lateral confinement compression test device |
| CN107064474A (en) * | 2017-03-22 | 2017-08-18 | 青海大学 | A kind of swollen characteristic test apparatus of the salt of salinized soil |
| CN107014738B (en) * | 2017-06-07 | 2023-04-11 | 西北大学 | Loess engineering vibration permeation-promoting test system and test method |
| CN107014738A (en) * | 2017-06-07 | 2017-08-04 | 西北大学 | A kind of loess engineering vibration rush oozes test system and method for testing |
| CN107631976A (en) * | 2017-10-23 | 2018-01-26 | 桂林理工大学 | Seepage consolidation instrument and its application under chemico-mechanic coupling |
| CN108318401A (en) * | 2018-04-04 | 2018-07-24 | 昆明理工大学 | One kind being suitable for anisotropy permeability coefficient test device under soil solidifying stress |
| CN108593381A (en) * | 2018-05-09 | 2018-09-28 | 同济大学 | A kind of subgrade soil that stress is controllable quantifies humidification device |
| CN108593381B (en) * | 2018-05-09 | 2024-01-30 | 同济大学 | Roadbed soil body quantitative humidifying device with controllable stress |
| CN108717014A (en) * | 2018-05-30 | 2018-10-30 | 浙江大学宁波理工学院 | Water recycles temperature control one-dimensional consolidation instrument |
| CN109060526A (en) * | 2018-07-05 | 2018-12-21 | 沈阳工业大学 | Thief zone sand-pebble layer earth pressure balanced shield, EPBS consolidates permeability experimental facility and method |
| CN108931431A (en) * | 2018-08-02 | 2018-12-04 | 广东工业大学 | A kind of consolidation apparatus |
| CN108931431B (en) * | 2018-08-02 | 2021-03-26 | 广东工业大学 | Consolidation apparatus |
| CN109374443A (en) * | 2018-11-30 | 2019-02-22 | 中国海洋大学 | A kind of littoral facies soft clay slurry-Soil Interface shear parameters measuring instrument and measurement method |
| CN109580370A (en) * | 2018-12-04 | 2019-04-05 | 三峡大学 | A kind of test device and its application method for soil test |
| CN110595886A (en) * | 2019-09-11 | 2019-12-20 | 中国电建集团华东勘测设计研究院有限公司 | Model test device and method for researching soft clay thermal consolidation effect |
| CN110595886B (en) * | 2019-09-11 | 2021-12-28 | 中国电建集团华东勘测设计研究院有限公司 | Model test device and method for researching soft clay thermal consolidation effect |
| CN111965060A (en) * | 2020-08-03 | 2020-11-20 | 河海大学 | Press-in type on-site modulus of resilience measuring device |
| CN111965060B (en) * | 2020-08-03 | 2023-06-09 | 河海大学 | Press-in type on-site rebound modulus measuring device |
| CN111982699A (en) * | 2020-09-01 | 2020-11-24 | 西南交通大学 | Unsaturated soil compression characteristic and permeability characteristic test device |
| CN113390784A (en) * | 2021-06-24 | 2021-09-14 | 深圳市市政工程总公司 | Shrinkage performance detection method for slag soil fluidized backfill material |
| CN113390784B (en) * | 2021-06-24 | 2023-08-18 | 深圳市市政工程总公司 | Method for detecting shrinkage performance of slag soil fluidization backfill material |
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