CN106436673B - Submerging test method in expansive soil foundation scene under subgrade engineering - Google Patents
Submerging test method in expansive soil foundation scene under subgrade engineering Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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- E02D1/00—Investigation of foundation soil in situ
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Abstract
Submerging test method in expansive soil foundation scene under subgrade engineering selects reasonable measures of foundation treatment convenient for designer, saves railway capital investment accurately to obtain the swell-shrinking deformation data of expansive soil foundation under soil subgrade.Include the following steps: that excavating swelled ground tests pits；It tests pits in swelled ground and lays multi-panel infiltration system and water storage irrigation canals and ditches on ground, and bury lower layer in monitoring region and test device；Filling roadbed ontology heap carrier and analog orbit load heap carrier, and upper layer measurement device is buried in monitoring region；Lower layer's measurement device and upper layer measurement device form 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；The test of experimental test stage is carried out, including roadbed filling and resting period, artificial soaking period, is cut off the water the nature drying shrinkage phase；Test immersion and observation are carried out, is manually soaked by water storage irrigation canals and ditches and multi-panel infiltration system ground, and be observed by certain frequency.
Description
Technical field
Civil engineering of the present invention, in particular to submerging test method in expansive soil foundation scene under a kind of subgrade engineering
Background technique
Swelled ground be it is a kind of have more fissurities, swell-shrink characteristic, overconsolidation clay, it is widely distributed at home and abroad.It splits more
The Infiltration and volume change of gap unsaturated expansive soil are an extremely complex waterpower-mechanical process, currently still without one
Kind of mature pure theory method, can be used for calculating the swell-shrinking deformation performance of expansive soil foundation, laboratory test then with the practical work in scene
Path difference is away from larger, it is difficult to true character of reflection undisturbed unsaturated expansive soils under the conditions of Infiltration 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 are built on expansive soil foundation
The pliable aggravation of injustice that may cause non-fragment orbit route, influences the normal operation of high-speed railway.To the short embankment of high-speed railway
Or for cutting, is changed according to CFG, Half rigid piles such as rotary churning pile or deep-cut and the measures of foundation treatment such as fill out and reinforce expansion soil
Base, project amount is huge, with high costs, often controls the investment of railway subgrade works.Therefore, expansive soil foundation is furtherd investigate
Swell-shrinking property, the accurate swell-shrinking deformation data for obtaining 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 national standard GB50112-2013 " Technical code for buildings in swelling soil zone ", it is set forth in detail under pressing plate load and expands
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, test result and Practical Project gap are larger；On the other hand, the submerging test of pressing plate load is mainly used for 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 or dilatancy that plinth bottom surface is formed are consistent in the transfer law of rigidity and flexibility basic internal, at present also still not
It is clear.
In conclusion first having to solve former to accurately obtain the swell-shrinking deformation data of expansive soil foundation under soil subgrade
Submerging test method in expansive soil foundation scene under type embankment load.
Summary of the invention
Technical problem to be solved by the invention is to provide expansive soil foundation scene submerging test sides under a kind of subgrade engineering
Method is selected at reasonable ground with accurately obtaining the swell-shrinking deformation data of expansive soil foundation under soil subgrade convenient for designer
Railway capital investment is saved in reason measure.
The technical solution adopted by the present invention to solve the technical problems is as follows:
Submerging test method in expansive soil foundation scene under subgrade engineering of the invention includes the following steps: to excavate swelled ground
It tests pits；It tests pits in swelled ground and lays multi-panel infiltration system and water storage irrigation canals and ditches on ground, and bury lower layer's test in monitoring region
Device；Filling roadbed ontology heap carrier and analog orbit load heap carrier on multi-panel infiltration system, and in monitoring region
Embedded upper layer measurement device；Lower layer's measurement device and upper layer measurement device form 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；The test of experimental test stage is carried out, the experimental test stage includes roadbed filling and resting period, artificial soaking period, stops
The water nature drying shrinkage phase；Test immersion and observation is carried out, after deformation of base compress is stablized under embankment load, by water storage irrigation canals and ditches and more
Sweat system manually soaks to ground, and is observed by certain frequency.
The multi-panel infiltration system includes sand hole, sand launder and sand bedding course；Sand hole longitudinally corresponds to roadbed Center Road along roadbed
Base center, left slope foot, left shoulder, right wing shoulder, right slope foot respectively arrange a row, and each sand hole is perpendicular to foundation surface and extends down into
It expands in soil layer, is filled up in sand hole in tamping, coarse sand；Sand launder is located at the upper end of each clearance hole under foundation surface, inside fills up
In tamping, coarse sand；Sand bedding course is in, coarse sand is laid on foundation surface, and water storage irrigation canals and ditches are arranged in sand bedding course both lateral sides,
Spilling water side connects with sand bedding course；
Lower layer's measurement device includes pore pressure gauge, TDR measurement pipe, laminated settlement meter and Soil Tension；Hole
Gap water pressure gauge grouping lateral separation is laid in ground and between adjacent two clearance hole, and every group includes more longitudinal gaps
The pore pressure gauge of setting；TDR measurement pipe lateral separation is laid in ground and between adjacent two clearance hole；Layering is heavy
Drop instrument grouping lateral separation is laid in ground and between adjacent two clearance hole, and every group includes that more longitudinal gaps are arranged
Laminated settlement meter；Soil Tension grouping lateral separation is laid in ground and between adjacent two clearance hole, and every group includes
The Soil Tension of more longitudinal gaps setting.
The invention has the advantages that for the first of expansive soil foundation submerging test under domestic subgrade engineering, wherein multi-panel
The heap carrier of the design of infiltration system, roadbed ontology and analog orbit load fills, immersion method and test frequency etc. can be used as
The domestic reference studied under subgrade engineering in terms of expansive soil foundation submerging test from now on；The swell-shrinking deformation test result ratio of this test
It is relatively true and reliable, ballastless track of high-speed railway roadbed can be built for expansive soil area, data supporting is provided, so as to designer
Reasonable measures of foundation treatment is selected, railway capital investment is saved
Detailed description of the invention
This specification includes following seven width attached drawing:
Fig. 1 is the floor plan of submerging test system, testing element；
Fig. 2 first monitors the optimal crosssection figure of region subgrade cross section structure, testing element；
Fig. 3 second monitors the optimal crosssection figure of region subgrade cross section structure, testing element；
Fig. 4 is the enlarged drawing of the part C 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.
Component part, toponym and corresponding label are shown in figure: left slope foot A1, left shoulder A2, roadbed center A3 are right
Road shoulder A4, right slope foot A5, first monitor region B1, the first monitoring region B2；Sand hole 10, sand launder 11, sand bedding course 12, water storage irrigation canals and ditches
13, roadbed ontology 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, displacement observation stake 36, roadbed ontology are heavy
Plate 37 drops, and road bed settles plate 38.
Specific embodiment
Present invention will be further explained below with reference to the attached drawings and examples.
Referring to FIG. 1, FIG. 2 and FIG. 3, submerging test method in expansive soil foundation scene under subgrade engineering of the invention, including such as
Lower step:
(1) swelled ground is excavated to test pits.It tests pits by depth 1.0m, grade of side slope 1:1.5 excavation, tests pits in addition to roadbed filling area
Hole bottom should reserve area not less than 20m × 20m activity space, it is ensured that the test normal operation of mechanical equipment, spoil ground is away from examination
The distance on hole hole top should not be less than 30m, flatten hole bottom with land leveller after excavation of testing pits, while intercepting ditch is arranged along hole bottom surrounding,
In order to avoid rainfall ponding of testing pits.
(2) it tests pits in swelled ground and lays multi-panel infiltration system and water storage irrigation canals and ditches 13 on ground, and buried in monitoring region
Lower layer tests device.
Multi-panel infiltration system includes sand hole 10, sand launder 11 and sand bedding course 12.Sand hole 10 longitudinally corresponds in roadbed along roadbed
Heart road base center A3, left slope foot A1, left shoulder A2, right wing shoulder A4, right slope foot A5 respectively arrange a row, are formed along subgrade cross section side
To multi-panel laterally infiltration system, each sand hole 10 perpendicular to foundation surface and extend down into expansion soil layer in, filled out in sand hole 10
In full tamping, coarse sand.10 hole depth of sand hole is greater than the climate influenced layer of expansive soil foundation, and no less than 5m, aperture are
127mm 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, inside fills up
In tamping, coarse sand, formed along ground depth direction vertical infiltration system.Each 10 center of sand hole is located at corresponding 11 middle line position of sand launder
Set, 11 liang of bricks laid on edge of sand launder in case the soil body collapse.Sand bedding course 12 is in, coarse sand is laid on foundation surface, with a thickness of 10~
15cm.Water storage irrigation canals and ditches 13 are arranged in 12 both lateral sides of sand bedding course, and spilling water side connects with sand bedding course 12.
(3) filling roadbed ontology heap carrier 21 and analog orbit load heap carrier 22 on multi-panel infiltration system, and
It monitors and buries upper layer measurement device in region.
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, i.e. horizontal slope are 0, and surface of testing pits does not have any discrete material and weak place.
Sand bedding course 12 and be laid with, in, after coarse sand transports to testing ground, that is, bull-dozer can be used and be bulldozed by 0% horizontal slope, then use
Land leveller is by, coarse sand paves uniformly, in, coarse sand paving width should compared with Experiment Road shoulder edge extra-fill be not less than 0.5m, pave whole
Static pressure is carried out with vibrated roller in time after flat, is laid with composite geo-membrane in sand bedding course top surface.
2 placement in layers of roadbed ontology heap carrier and compacting, when using machine spreadings such as bull-dozer, land levellers, in conjunction with filler
40~60cm of loose laying depth calculates per car filler and paves area, stacks in heaps by filler is equidistant, is pushed away with bull-dozer by 4% horizontal slope
It is flat, then filler is paved uniformly by loose laying depth with land leveller；Filler after paving i.e. available vibrated roller from two side of road shoulder to
Centre is rolled, and first pass uses static pressure, and second time is changed to vibroroller cmpacting, by weak vibration to strong vibration, until reaching defined
Static pressure is used in compactness, last time instead.
Analog orbit load heap carrier 22 fills, and test roadbed upper load only considers that track load disregards train lotus
It carries, in order to save testing expenses, by filling A, B filler come analog orbit load, dam filling construction and compaction requirement and roadbed
Ontology fills identical.
Referring to Fig.1 and Fig. 4, to avoid roadbed ontology from being immersed in water softening or atmospheric precipitation erosion damage, in roadbed ontology
Composite geo-membrane 23 is equipped between the bottom surface of heap carrier 21 and the top surface of sand bedding course 12, the both lateral sides of composite geo-membrane 23 are anti-
The slope surface of packet roadbed ontology heap carrier 21 and analog orbit load heap carrier 22, roadbed ontology heap carrier 21 and analog orbit load
The top surface of heap carrier 22 is 4% weathering.Using man-machine cooperation brush slope, small excavator brush slope, manual amendment.Brush is answered after the completion of slope
The slope surface of composite geo-membrane 23 anti-package roadbed ontology heap carrier 21 and analog orbit load heap carrier 22 is used in time.
The compound composition of composite geo-membrane 23 " geotextiles -- geomembrane -- geotextiles " structure, geotextiles are nonwoven geotechnique
Cloth, every square of weight are not less than 100g, and the thickness of geomembrane is not less than 0.4mm, using ultrasound between composite earthwork film web and width
Wave soldering connects.
(4) lower layer's measurement device and upper layer measurement device form 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) test immersion and observation is carried out, after deformation of base compress is stablized under embankment load, by water storage irrigation canals and ditches 13 and more
Sweat system manually soaks to ground, and is observed by certain frequency.
It can manually be soaked by the irrigation canals and ditches that soak after deformation of base compress is stablized under embankment load, compressive deformation is stablized
Standard is that rate of deformation is less than 0.1mm/d.The head height of water storage irrigation canals and ditches 13 is not less than 0.4m during artificial submerging test, with true
It protects infiltration water source supply and water flow is smoothly infiltrated by slope foot to roadbed center in sand bedding course 12,；Immersion initial stage observing frequency is 1
Secondary/d is changed to 2 times/d after 1 month, dilatancy tends towards stability after 2 months, is changed to 3 times/d；Frequency is observed after stopping immersion
Rate is 3 times/d；Observing frequency is changed to 1 time/d when meeting ambient atmosphere rainfall.
Referring to Fig.1, Fig. 2, Fig. 5, Fig. 6 and Fig. 7, lower layer's measurement device include pore pressure gauge 31, TDR measurement pipe
32, laminated settlement meter 34 and Soil Tension 35.Pore pressure gauge 31 is grouped lateral separation and is laid in ground and is located at phase
Between adjacent two clearance holes 10, every group include the setting of more longitudinal gaps pore pressure gauge 31.32 lateral separation of TDR measurement pipe
It is laid in ground and between adjacent two clearance hole 10.The grouping of laminated settlement meter 34 lateral separation is laid in ground and position
Between adjacent two clearance hole 10, every group include more longitudinal gaps setting laminated settlement meter 34.Soil Tension 35 is grouped
Lateral separation is laid in ground and positioned at adjacent two clearance hole 10 between, and every group includes that the soil of more longitudinal gaps setting is opened
Power meter 35.
Referring to FIG. 1, FIG. 2 and FIG. 3, the upper layer 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 settle 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 monitoring region, soil pressure cell 33.Displacement observation stake 36 is arranged at intervals at
The slope surface of roadbed ontology heap carrier 21 and top surface and the top surface of analog orbit load heap carrier 22；Road bed settles between plate 38
Every the slope surface and top surface for being set to roadbed ontology heap carrier 21；Dirt road basic body sedimentation plate 37, which is longitudinally, laterally spaced, is embedded in road
In basic body heap carrier 21.
The above is one of submerging test method in expansive soil foundation scene under explaining through diagrams subgrade engineering of the present invention
A little principles are not intended to for the present invention being confined in shown and described specific structure and the scope of application, therefore all possibility
The corresponding modification being utilized and equivalent belong to the applied the scope of the patents of the present invention.
Claims (6)
1. expansive soil foundation scene submerging test method, includes the following steps: under subgrade engineering
(1) swelled ground is excavated to test pits；
(2) it tests pits in swelled ground and lays multi-panel infiltration system and water storage irrigation canals and ditches (13) on ground, and under being buried in monitoring region
Layer test device；
(3) filling roadbed ontology heap carrier (21) and analog orbit load heap carrier (22) on multi-panel infiltration system, and
It monitors and buries upper layer measurement device in region；
(4) lower layer's measurement device and upper layer measurement device form measurement system, for measuring foundation surface deflection, inside ground
It is layered deflection, roadbed body distortion amount, pore water pressure force value, soil moisture content, soil suction and roadbed base stress value；
(5) test of experimental test stage is carried out, the experimental test stage includes roadbed filling and resting period, artificial soaking period, cuts off the water
The natural drying shrinkage phase；
(6) test immersion and observation are carried out and passes through water storage irrigation canals and ditches (13) and multi-panel after deformation of base compress is stablized under embankment load
Infiltration system manually soaks to ground, and is observed by certain frequency；
The multi-panel infiltration system includes sand hole (10), sand launder (11) and sand bedding course (12)；Sand hole (10) is longitudinally corresponding along roadbed
A row is respectively arranged in roadbed center roadbed center (A3), left slope foot (A1), left shoulder (A2), right wing shoulder (A4), right slope foot (A5),
Each sand hole (10) is perpendicular to foundation surface and extends down into expansion soil layer, is filled up in tamping in sand hole (10), coarse sand；Sand launder
(11) it is located at the upper end of each clearance hole (10) under foundation surface, inside fills up in tamping, coarse sand；In sand bedding course (12) use, slightly
Sand is laid on foundation surface, and water storage irrigation canals and ditches (13) are arranged in sand bedding course (12) both lateral sides, spilling water side and sand bedding course
(12) connect；
Lower layer's measurement device includes pore pressure gauge (31), TDR measurement pipe (32), laminated settlement meter (34) and soil
Tensometer (35)；Pore pressure gauge (31) grouping lateral separation be laid in ground and be located at adjacent two clearance hole (10) it
Between, every group include more longitudinal gaps setting pore pressure gauge (31)；TDR measurement pipe (32) lateral separation is laid in ground
It is interior and between adjacent two clearance hole (10)；Laminated settlement meter (34) grouping lateral separation is laid in ground and is located at adjacent
Between two clearance holes (10), every group include more longitudinal gaps setting laminated settlement meter (34)；Soil Tension (35) grouping
Lateral separation is laid in ground and positioned at adjacent two clearance hole (10) between, and every group includes soil that more longitudinal gaps are arranged
Tensometer (35).
2. submerging test method in expansive soil foundation scene under subgrade engineering as described in claim 1, it is characterized in that: the sand hole
(10) hole depth is greater than the climate influenced layer of expansive soil foundation, and no less than 5m, aperture 127mm, between roadbed longitudinal hole
Away from for 0.6m；Each sand hole (10) center is located at corresponding sand launder (11) midline position, and (11) two brick laid on edge of sand launder is in order to avoid the soil body collapses；
The sand bedding course (12) is with a thickness of 10~15cm.
3. submerging test method in expansive soil foundation scene under subgrade engineering as described in claim 1, it is characterized in that: the roadbed
It is equipped with composite geo-membrane (23) between the bottom surface of ontology heap carrier (21) and the top surface of sand bedding course (12), composite geo-membrane (23)
Both lateral sides anti-package roadbed ontology heap carrier (21) and analog orbit load heap carrier (22) slope surface, roadbed ontology heap carrier
(21) and the top surface of analog orbit load heap carrier (22) is 4% weathering.
4. submerging test method in expansive soil foundation scene under subgrade engineering as described in claim 1, it is characterized in that: the roadbed
Ontology heap carrier (21) placement in layers compacting, loose laying depth are 40~60cm, and analog orbit load heap carrier (22) uses A, B group
Filler fills.
5. submerging test method in expansive soil foundation scene under subgrade engineering as described in claim 1, it is characterized in that: the upper layer
Measurement device include Settlement Profiler pipe (30), soil pressure cell (33), displacement observation stake (36), dirt road basic body sedimentation plate (37) and
Road bed settles plate (38)；Settlement Profiler pipe (30) and soil pressure cell (33) are embedded in sand bedding course (12), Settlement Profiler pipe (30)
Obliquely through monitoring region, soil pressure cell (33) is horizontally arranged at interval；Displacement observation stake (36) is arranged at intervals at roadbed ontology heap
The slope surface of carrier (21) and top surface and the top surface of analog orbit load heap carrier (22)；Road bed sedimentation plate (38) interval is set
It is placed in slope surface and the top surface of roadbed ontology heap carrier (21)；Longitudinally, laterally interval is embedded in road for dirt road basic body sedimentation plate (37)
In basic body heap carrier (21).
6. submerging test method in expansive soil foundation scene under subgrade engineering as described in claim 1, it is characterized in that: the step
(6) in, deformation of base compress stability criterion is that rate of deformation is less than 0.1mm/d under embankment load, is stored 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 to 2 times/d after 1 month, 2
Dilatancy tends towards stability after month, is changed to 3 times/d；Observing frequency is 3 times/d after stopping immersion；When meeting ambient atmosphere rainfall
Observing frequency is changed to 1 time/d.
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| CN106841581B (en) * | 2017-02-26 | 2023-07-18 | 中铁二院工程集团有限责任公司 | Saline soil roadbed model test device under different working condition modes |
| CN107989040B (en) * | 2017-11-27 | 2020-09-15 | 云南建投第十一建设有限公司 | Construction method of geological pile punching hole containing expansive soil layer |
| CN108612073B (en) * | 2018-04-24 | 2019-12-17 | 兰州交通大学 | High-speed railway foundation expansive soil expansion potential tester |
| 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 |
| 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 |
| CN109781964B (en) * | 2019-01-29 | 2023-05-09 | 兰州交通大学 | In-situ intelligent determination method for expansion amount of high-speed railway foundation mudstone under overburden load |
| 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 |
| 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 |
| 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 |
| CN112697598B (en) * | 2020-12-07 | 2022-03-25 | 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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