CN106436673A - Field water immersion testing method of expansive soil foundation under roadbed project - Google Patents
Field water immersion testing method of expansive soil foundation under roadbed project Download PDFInfo
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- CN106436673A CN106436673A CN201610587618.1A CN201610587618A CN106436673A CN 106436673 A CN106436673 A CN 106436673A CN 201610587618 A CN201610587618 A CN 201610587618A CN 106436673 A CN106436673 A CN 106436673A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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Abstract
A field water immersion testing method of an expansive soil foundation under a roadbed project can accurately obtain the expand-shrink deformation data of the expansive soil foundation under the soil roadbed, so design people can select reasonable foundation processing measures, thus saving railway engineering investment; the method comprises the following steps: excavating an expansion soil test pit; laying a multiaspect water seepage system and a water storage trench on the expansion soil test pit foundation, and burying lower layer test members in a monitor zone; filling a roadbed body stack body and a simulation track load stack body, and burying upper layer test members in the monitor zone; using the lower and upper layer test members to form a measuring system, and using the measuring system to measure foundation surface deflection, foundation internal layered deflection, roadbed body deflection, aperture water pressure value, soil water content, soil suction and roadbed substrate stress value; carrying out experiment testing phase tests comprising a roadbed filling and disposing stage, an artificial immersion stage, and a stop water nature drying shrinkage stage; carrying out testing water immersion and observation, using the water storage trench and multiaspect water seepage system to carry out artificial immersion on the foundation, and observing in a regular frequency.
Description
Technical field
Civil engineering of the present invention, particularly to a kind of expansive soil foundation scene submerging test method under subgrade engineering
Background technology
Swelled ground is the clay that a class has many fissurities, swell-shrink characteristic, overconsolidation, widely distributed at home and abroad.Split more
The Infiltration of gap unsaturated expansive soil and Volume Changes are extremely complex waterpower-mechanical process, currently still do not have one
Plant ripe pure theory method, can be used for calculating the swell-shrinking deformation performance of expansive soil foundation, the laboratory test then actual work with scene
Path difference is away from larger it is difficult to reflect true proterties under the conditions of Infiltration for the undisturbed unsaturated expansive soilses comprehensively.
In the recent period, China build or prospective design in a plurality of special line for passenger trains, widely distributed swelled ground along the line.However,
High standard non-fragment orbit railway, especially short embankment or cutting, the swell-shrinking deformation of swelled ground to be built on expansive soil foundation
The pliable aggravation of injustice of non-fragment orbit circuit, the normal operation of impact high-speed railway may be led to.The short embankment to high-speed railway
Or for cutting, change according to Half rigid pile such as CFG stake, rotary churning pile or deep-cut the measures of foundation treatment such as to fill out and reinforce and expand soil
Base, quantities is huge, with high costs, often controls the investment of railway subgrade works.Therefore, further investigate expansive soil foundation
Swell-shrinking property, accurately obtains the swell-shrinking deformation data of swelling ground under embankment load, can rationally determine that roadbed is filled out for high-speed railway
High and corresponding measures of foundation treatment provides reference frame.
In GB GB50112-2013《Technical code for buildings in swelling soil zone》In, set forth in detail and expand under pressing plate load
The submerging test method of soil base.In view of plate size limited length, lead to additional stress influence depth under pressing plate very
Limited, result of the test is larger with Practical Project gap；On the other hand, the submerging test of pressing plate load is mainly used in simulation test rigidity
The swell-shrinking deformation of the lower expansive soil foundation in basis, and soil subgrade belongs to flexible foundation, under the conditions of immersion, expansive soil foundation is in base
Whether the expansive force that plinth bottom surface is formed or dilatancy are consistent with the transfer law within flexible foundation in rigidity, at present also still not
Clear.
In sum, want accurately to obtain the swell-shrinking deformation data of expansive soil foundation under soil subgrade, first have to solve former
Expansive soil foundation scene submerging test method under type embankment load.
Content of the invention
The technical problem to be solved is to provide expansive soil foundation scene submerging test side under a kind of subgrade engineering
Method, with the accurate swell-shrinking deformation data obtaining expansive soil foundation under soil subgrade, is easy to designer and selects at rational ground
Reason measure, saves railway capital investment.
The technical solution adopted for the present invention to solve the technical problems is as follows：
Under the subgrade engineering of the present invention, expansive soil foundation scene submerging test method, comprises the steps：Excavate swelled ground
Test pits；Many sweats system and retaining irrigation canals and ditches are laid on swelled ground tests pits ground, and embedded lower floor test in monitored area
Device；Filling roadbed body heap carrier and analog orbit load heap carrier on many sweats system, and in monitored area
Embedded upper strata measurement device；Lower floor's measurement device and upper strata measurement device composition measurement system, for measuring foundation surface deformation
Amount, ground interior laminate layer deflection, roadbed body distortion amount, pore water pressure force value, soil moisture content, soil suction and roadbed base
Bottom stress value；Carry out the test of experimental test stage, the experimental test stage includes roadbed filling and resting period, artificial soaking period, stops
The water nature drying shrinkage phase；Carry out test immersion and observe, after deformation of base compress is stable under embankment load, by retaining irrigation canals and ditches and many
Sweat system is manually soaked to ground, and is observed by certain frequency.
The invention has the beneficial effects as follows, it is the first of expansive soil foundation submerging test under domestic subgrade engineering, wherein multiaspect
The heap carrier of the design of infiltration system, roadbed body and analog orbit load fills, immersion method and test frequency etc. can conducts
The reference of expansive soil foundation submerging test aspect under the domestic subgrade engineering of research from now on；The swell-shrinking deformation test result ratio of this test
Relatively true and reliable, can build ballastless track of high-speed railway roadbed for expansive soil area provides data supporting, so that designer
From rational measures of foundation treatment, save railway capital investment
Brief description
This specification includes following seven width accompanying drawings：
Fig. 1 is the floor plan of submerging test system, testing element；
Fig. 2 the first monitored area subgrade cross section structure, the optimal crosssection figure of testing element；
Fig. 3 the second monitored area subgrade cross section structure, the optimal crosssection figure of testing element；
Fig. 4 is the enlarged drawing of C local in Fig. 2；
Fig. 5 delaminating deposition meter is along ground depth direction layout drawing；
Fig. 6 Soil Tension is along ground depth direction layout drawing；
Fig. 7 pore pressure gauge is along ground depth direction layout drawing.
In figure illustrates component part, toponym and corresponding mark：Left toe A1, right wing shoulder A2, roadbed center A3, left
Curb A4, right toe A5, the first monitored area B1, the first monitored area B2；Sand hole 10, sand launder 11, sand bedding course 12, retaining irrigation canals and ditches
13, roadbed body heap carrier 21, analog orbit load heap carrier 22, composite geo-membrane 23；Settlement Profiler pipe 30, pore water pressure
Meter 31, TDR measurement pipe 32, soil pressure cell 33, laminated settlement meter 34, Soil Tension 35, stake 36 is observed in displacement, and roadbed body sinks
Fall plate 37, road bed settles plate 38.
Specific embodiment
The invention will be further described with reference to the accompanying drawings and examples.
With reference to Fig. 1, Fig. 2 and Fig. 3, expansive soil foundation scene submerging test method under the subgrade engineering of the present invention, including such as
Lower step：
(1) excavate swelled ground to test pits.By depth 1.0m, grade of side slope 1:1.5 excavations are tested pits, and test pits in addition to roadbed filling area
Hole bottom should be reserved area and be not less than 20m × 20m activity space it is ensured that the normal operation of test plant equipment, and spoil ground is away from examination
The distance on hole hole top should not be less than 30m, flattens hole bottom with land leveller after excavation of testing pits, simultaneously along hole bottom surrounding setting intercepting ditch,
In order to avoid rainfall ponding of testing pits.
(2) many sweats system and retaining irrigation canals and ditches 13 are laid on swelled ground tests pits ground, and embedded in monitored area
Lower floor tests device.
Many sweats system includes sand hole 10, sand launder 11 and sand bedding course 12.Sand hole 10 longitudinally corresponds in roadbed along roadbed
Wit base center A3, left toe A1, right wing shoulder A2, left shoulder A4, right toe A5Each arrangement one row, forms along subgrade cross section direction
Multiaspect laterally seep water system, each sand hole 10 perpendicular to foundation surface and extends down in expansion soil layer, fills up in sand hole 10
In tamping, coarse sand.Sand hole 10 hole depth is more than the climate influenced layer of expansive soil foundation, and no less than 5m, and aperture is 127mm,
It is 0.6m along roadbed longitudinal direction pitch of holes.Sand launder 11 is located at the upper end of each clearance hole 10 under foundation surface, fill up in it in tamping,
Coarse sand, forms the vertical infiltration system along ground depth direction.Each sand hole 10 is centrally located at corresponding sand launder 11 midline position, sand launder
11 liang of bricks laid on edge are in order to avoid the soil body collapses.Collapse.In sand bedding course 12, coarse sand be laid on foundation surface, thickness be 10～15cm.Store
Box Drain 13 is arranged on sand bedding course 12 both lateral sides, and its spilling water side is connected with sand bedding course 12.
(3) filling roadbed body heap carrier 21 and analog orbit load heap carrier 22 on many sweats system, and
Embedded upper strata measurement device in monitored area.
The place in roadbed filling region is smooth solid again, especially it is ensured that subgrade cross section direction is all in same level
Absolute altitude, that is, horizontal wall inscription is 0, and surface of testing pits does not have any discrete material and weak place.
Sand bedding course 12 and laying, in, after coarse sand transports to testing ground, you can be bulldozed by 0% horizontal wall inscription using bull-dozer, then use
Land leveller by, coarse sand pave uniformly, in, coarse sand paving width should compared with Experiment Road shoulder edge extra-fill be not less than 0.5m, pave whole
Carry out static pressure with vibrated roller in time after flat, lay composite geo-membrane in sand bedding course top surface.
Roadbed body heap carrier 2 placement in layers and compacting, during using machine spreading such as bull-dozer, land levellers, in conjunction with filler
Loose laying depth 40～60cm calculates per car filler and paves area, equidistant for filler will stack in heaps, and be pushed away by 4% horizontal wall inscription with bull-dozer
Flat, then with land leveller, filler is paved uniformly by loose laying depth；Filler can use vibrated roller lateral from curb two after paving
Centre is rolled, and first pass adopts static pressure, rises for second time and is changed to vibroroller cmpacting, is shaken to shaking by force by weak, until it reaches regulation
Compactness, static pressure is used in last time instead.
Filling of analog orbit load heap carrier 22, tests roadbed upper load and only considers that track load disregards train lotus
Carry, in order to save testing expenses, by filling A, B filler come analog orbit load, dam filling construction and compaction requirement and roadbed
Body fills identical.
With reference to Fig. 1 and Fig. 4, soften or atmospheric precipitation erosion damage for avoiding roadbed body to be immersed in water, in roadbed body
It is equipped with composite geo-membrane 23, the both lateral sides of composite geo-membrane 23 are anti-between the top surface of the bottom surface of heap carrier 21 and sand bedding course 12
Domatic, roadbed body heap carrier 21 and the analog orbit load of bag roadbed body heap carrier 21 and analog orbit load heap carrier 22
The top surface of heap carrier 22 is 4% weathering.Using man-machine cooperation brush slope, little excavator brush slope, manual amendment.Should after the completion of brush slope
Adopt in time the domatic of composite geo-membrane 23 anti-package roadbed body heap carrier 21 and analog orbit load heap carrier 22.
The compound composition of composite geo-membrane 23 " geotextiles -- geomembrane -- geotextiles " structure, its geotextiles is nonwoven geotechnique
Cloth, every square of weight is not less than 100g, and the thickness of geomembrane is not less than 0.4mm, adopts ultrasonic between composite earthwork film web and width
Wave soldering connects.
(4) lower floor's measurement device and upper strata measurement device composition measurement system, for measuring foundation surface deflection, ground
Interior laminate layer deflection, roadbed body distortion amount, pore water pressure force value, soil moisture content, soil suction and roadbed base stress
Value.
(5) carry out the test of experimental test stage, the experimental test stage include roadbed filling and resting period, artificial soaking period,
Cut off the water the nature drying shrinkage phase.
(6) carry out test immersion and observe, after deformation of base compress is stable under embankment load, by retaining irrigation canals and ditches 13 and many
Sweat system is manually soaked to ground, and is observed by certain frequency.
Manually can be soaked by the irrigation canals and ditches that soak after under embankment load, deformation of base compress is stable, compression is stable
Standard is less than 0.1mm/d for rate of deformation.During artificial submerging test, the head height of retaining irrigation canals and ditches 13 is not less than 0.4m, with true
Protect infiltration water source supply and current smoothly infiltrated to roadbed center by toe in sand bedding course 12,；Immersion initial stage observing frequency is 1
Secondary/d, is changed to 2 times/d for 1 month afterwards, 2 months afterwards dilatancy tend towards stability, be changed to 3 times/d；Stop observation frequency after immersion
Rate is 3 times/d；When meeting ambient atmosphere rainfall, observing frequency is changed to 1 time/d.
With reference to Fig. 1, Fig. 5, Fig. 6 and Fig. 7, described lower floor measurement device include pore pressure gauge 31, TDR measurement pipe 32,
Laminated settlement meter 34 and Soil Tension 35.Pore pressure gauge 31 packet lateral separation is laid in ground and is located at adjacent two
Between clearance hole 10, every group of pore pressure gauge 31 including many longitudinally spaced settings.TDR measurement pipe 32 lateral separation is laid
In ground and between adjacent two clearance holes 10.Laminated settlement meter 34 packet lateral separation is laid in ground and is located at phase
Between adjacent two clearance holes 10, every group of laminated settlement meter 34 including many longitudinally spaced settings.Soil Tension 35 is grouped laterally
Interval is laid in ground and is located between adjacent two clearance holes 10, every group of Soil Tension including many longitudinally spaced settings
35.
With reference to Fig. 1, Fig. 2 and Fig. 3, described upper strata measurement device includes Settlement Profiler pipe 30, soil pressure cell 33, displacement observation
Stake 36, dirt road basic body sedimentation plate 37 and road bed sedimentation plate 38.Settlement Profiler pipe 30 and soil pressure cell 33 are embedded in sand bedding course
12, Settlement Profiler pipe 30 is horizontally arranged at interval obliquely through monitored area, soil pressure cell 33.Displacement is observed stake 36 and is arranged at intervals at
The domatic and top surface of roadbed body heap carrier 21, and the top surface of analog orbit load heap carrier 22；Between road bed sedimentation plate 38
Every the domatic and top surface being arranged at roadbed body heap carrier 21；Dirt road basic body sedimentation plate 37 is longitudinally, laterally spaced and is embedded in road
In basic body heap carrier 21.
The one of expansive soil foundation scene submerging test method under the above subgrade engineering of the present invention that simply explains through diagrams
A little principles, be not intended to by the present invention be confined to shown in and described concrete structure and the scope of application in, therefore every be possible to
The corresponding modification being utilized and equivalent, belong to the apllied the scope of the claims of the present invention.
With in the range of, therefore every corresponding modification being possible to be utilized and equivalent, belong to the present invention and applied for
The scope of the claims.
Claims (8)
1. expansive soil foundation scene submerging test method under subgrade engineering, comprises the steps：
(1) excavate swelled ground to test pits；
(2) lay many sweats system and retaining irrigation canals and ditches (13) on swelled ground tests pits ground, and embedded in monitored area under
Layer test device；
(3) filling roadbed body heap carrier (21) and analog orbit load heap carrier (22) on many sweats system, and
Embedded upper strata measurement device in monitored area；
(4) lower floor's measurement device and upper strata measurement device composition measurement system, for measuring foundation surface deflection, inside ground
Layering deflection, roadbed body distortion amount, pore water pressure force value, soil moisture content, soil suction and roadbed base stress value；
(5) carry out the test of experimental test stage, the experimental test stage includes roadbed filling and resting period, artificial soaking period, cuts off the water
The natural drying shrinkage phase；
(6) carry out test immersion and observe, after deformation of base compress is stable under embankment load, by retaining irrigation canals and ditches (13) and multiaspect
Infiltration system is manually soaked to ground, and is observed by certain frequency.
2. expansive soil foundation scene submerging test method under subgrade engineering as claimed in claim 1, is characterized in that：Described multiaspect
Infiltration system includes sand hole (10), sand launder (11) and sand bedding course (12)；Sand hole (10) longitudinally corresponds to roadbed Center Road along roadbed
Base center (A3), left toe (A1), right wing shoulder (A2), left shoulder (A4), right toe (A5) each arrangement one row, each sand hole (10) is vertically
In foundation surface and extend down into expansion soil layer in, sand hole fills up in tamping in (10), coarse sand；Sand launder (11) is in foundation surface
It is located at down the upper end of each clearance hole (10), fill up in tamping in it, coarse sand；In sand bedding course (12), coarse sand be laid on ground base table
On face, retaining irrigation canals and ditches (13) are arranged on sand bedding course (12) both lateral sides, and its spilling water side is connected with sand bedding course (12).
3. expansive soil foundation scene submerging test method under subgrade engineering as claimed in claim 2, is characterized in that：Described sand hole
(10) hole depth is more than the climate influenced layer of expansive soil foundation, and no less than 5m, and aperture is 127mm, along between roadbed longitudinal hole
Away from for 0.6m；Each sand hole (10) is centrally located at corresponding sand launder (11) midline position, and sand launder (11) two brick laid on edge is in order to avoid the soil body caves in；
Described sand bedding course (12) thickness is 10～15cm.
4. expansive soil foundation scene submerging test method under subgrade engineering as claimed in claim 1, is characterized in that：Described lower floor
Measurement device includes pore pressure gauge (31), TDR measurement pipe (32), laminated settlement meter (34) and Soil Tension (35)；Hole
Gap WG (31) packet lateral separation is laid in ground and is located between adjacent two clearance holes (10), and every group includes many
The pore pressure gauge (31) of longitudinally spaced setting；TDR measurement pipe (32) lateral separation is laid in ground and is located at adjacent two
Between clearance hole (10)；Laminated settlement meter (34) packet lateral separation be laid in ground and be located at adjacent two clearance holes (10) it
Between, every group of laminated settlement meter (34) including many longitudinally spaced settings；Soil Tension (35) packet lateral separation is laid in
In ground and between adjacent two clearance holes (10), every group of Soil Tension (35) including many longitudinally spaced settings.
5. expansive soil foundation scene submerging test method under subgrade engineering as claimed in claim 2, is characterized in that：Described roadbed
It is equipped with composite geo-membrane (23), composite geo-membrane (23) between the top surface of the bottom surface of body heap carrier (21) and sand bedding course (12)
Both lateral sides anti-package roadbed body heap carrier (21) and analog orbit load heap carrier (22) domatic, roadbed body heap carrier
(21) and analog orbit load heap carrier (22) top surface be 4% weathering.
6. expansive soil foundation scene submerging test method under subgrade engineering as claimed in claim 2, is characterized in that：Described roadbed
Body heap carrier (21) placement in layers is compacted, and loose laying depth is 40～60cm, and analog orbit load heap carrier (22) adopts A, B group
Filler fills.
7. expansive soil foundation scene submerging test method under subgrade engineering as claimed in claim 2, is characterized in that：Described upper strata
Measurement device include Settlement Profiler pipe (30), soil pressure cell (33), displacement observe stake (36), dirt road basic body sedimentation plate (37) and
Road bed sedimentation plate (38)；Settlement Profiler pipe (30) and soil pressure cell (33) are embedded in sand bedding course (12), Settlement Profiler pipe (30)
Obliquely through monitored area, soil pressure cell (33) is horizontally arranged at interval；Displacement is observed stake (36) and is arranged at intervals at roadbed body heap
The domatic and top surface of carrier (21), and the top surface of analog orbit load heap carrier (22)；Road bed sedimentation plate (38) interval sets
It is placed in the domatic and top surface of roadbed body heap carrier (21)；Dirt road basic body sedimentation plate (37) is longitudinally, laterally spaced and is embedded in road
In basic body heap carrier (21).
8. expansive soil foundation scene submerging test method under subgrade engineering as claimed in claim 1, is characterized in that：Described step
(6) in, under embankment load, deformation of base compress stability criterion is less than 0.1mm/d for rate of deformation, stores during artificial submerging test
The head height of Box Drain (13) is not less than 0.4m；Immersion initial stage observing frequency is 1 time/d, is changed within 1 month 2 times/d afterwards, 2
After month, dilatancy tends towards stability, and is changed to 3 times/d；After stopping immersion, observing frequency is 3 times/d；When meeting ambient atmosphere rainfall
Observing frequency is changed to 1 time/d.
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106841581A (en) * | 2017-02-26 | 2017-06-13 | 中铁二院工程集团有限责任公司 | Salty Soil Subgrade model test apparatus under different regime modes |
| CN107989040A (en) * | 2017-11-27 | 2018-05-04 | 云南建投第十建设有限公司 | The geology of the soil layer containing expansion rushes the construction method of stake holes |
| CN108612073A (en) * | 2018-04-24 | 2018-10-02 | 兰州交通大学 | A kind of high-speed railway foundation expansion soil expansion potentiality analyzer |
| CN109682347A (en) * | 2019-01-29 | 2019-04-26 | 国家电网有限公司 | A kind of swelled ground meets the method for measurement of swell increment at different depth during water |
| CN109781964A (en) * | 2019-01-29 | 2019-05-21 | 兰州交通大学 | Swell increment in-situ intelligent measuring method under a kind of high-speed rail ground mud stone overlying burden |
| CN109778599A (en) * | 2019-01-29 | 2019-05-21 | 兰州交通大学 | Infiltration coefficient in-situ intelligent measuring method under a kind of high-speed rail ground mud stone overlying burden |
| CN110080195A (en) * | 2019-06-05 | 2019-08-02 | 信息产业部电子综合勘察研究院 | A kind of loess fill foundation immersion water test equipment and method |
| CN110082213A (en) * | 2019-05-31 | 2019-08-02 | 中南大学 | Performance test methods and device of the virtual airport unsaturation road base under sound load |
| CN110457636A (en) * | 2018-05-07 | 2019-11-15 | 中铁二院工程集团有限责任公司 | A kind of length mini pile reinforces roadbed basement high method for determination of amount after expansive soil foundation |
| CN112697598A (en) * | 2020-12-07 | 2021-04-23 | 西南交通大学 | Pile net railway roadbed plane strain test device and method for simulating foundation expansion and shrinkage |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106841581A (en) * | 2017-02-26 | 2017-06-13 | 中铁二院工程集团有限责任公司 | Salty Soil Subgrade model test apparatus under different regime modes |
| CN107989040A (en) * | 2017-11-27 | 2018-05-04 | 云南建投第十建设有限公司 | The geology of the soil layer containing expansion rushes the construction method of stake holes |
| CN108612073A (en) * | 2018-04-24 | 2018-10-02 | 兰州交通大学 | A kind of high-speed railway foundation expansion soil expansion potentiality analyzer |
| CN110457636A (en) * | 2018-05-07 | 2019-11-15 | 中铁二院工程集团有限责任公司 | A kind of length mini pile reinforces roadbed basement high method for determination of amount after expansive soil foundation |
| CN110457636B (en) * | 2018-05-07 | 2022-09-16 | 中铁二院工程集团有限责任公司 | Method for determining base uplift amount of rear road foundation of long and short micro-pile reinforced expansive soil foundation |
| CN109682347A (en) * | 2019-01-29 | 2019-04-26 | 国家电网有限公司 | A kind of swelled ground meets the method for measurement of swell increment at different depth during water |
| CN109781964A (en) * | 2019-01-29 | 2019-05-21 | 兰州交通大学 | Swell increment in-situ intelligent measuring method under a kind of high-speed rail ground mud stone overlying burden |
| CN109778599A (en) * | 2019-01-29 | 2019-05-21 | 兰州交通大学 | Infiltration coefficient in-situ intelligent measuring method under a kind of high-speed rail ground mud stone overlying burden |
| CN109682347B (en) * | 2019-01-29 | 2024-03-29 | 国家电网有限公司 | Method for measuring expansion amount at different depths in water meeting process of expansive soil |
| CN109778599B (en) * | 2019-01-29 | 2023-08-22 | 兰州交通大学 | In-situ intelligent determination method for permeability coefficient of high-speed railway foundation mudstone under overburden load |
| CN110082213B (en) * | 2019-05-31 | 2024-03-12 | 中南大学 | Performance test method and device for simulating unsaturated road base of airport under dynamic and static loads |
| CN110082213A (en) * | 2019-05-31 | 2019-08-02 | 中南大学 | Performance test methods and device of the virtual airport unsaturation road base under sound load |
| CN110080195A (en) * | 2019-06-05 | 2019-08-02 | 信息产业部电子综合勘察研究院 | A kind of loess fill foundation immersion water test equipment and method |
| CN110080195B (en) * | 2019-06-05 | 2024-02-02 | 信息产业部电子综合勘察研究院 | Loess filled foundation soaking test device and method |
| CN112697598A (en) * | 2020-12-07 | 2021-04-23 | 西南交通大学 | Pile net railway roadbed plane strain test device and method for simulating foundation expansion and shrinkage |
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| CN106436673B (en) | 2019-01-04 |
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