CN101154474A - Top cover of radwaste shallow buried repository - Google Patents
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Abstract
The invention provides a radioactive waste shallow burying dispose repository top cover, which comprises a surface vegetation layer consisting of sand soil and gravel, an upper aquiclude positioned at and combined with the underside of the surface vegetation layer and consisting of clay and gravel, a water-conductivity layer positioned at and combined with the underside of the upper aquiclude and consisting of gravel, and a lower aquiclude positioned at and combined with the bottom of the water-conductivity layer and consisting of clay and gravel. The invention is propitious to vegetation growth and has high strength, strong ability to resist natural agent corrosion and bio-infestation, ideal anti seepage property and a simple structure; moreover, the invention can maintain long-term stability without maintenance.
Description
Technical field:
The present invention is relevant with solid waste disposal storehouse top cover, and is special relevant with top cover of radwaste shallow buried repository.
Background technology:
Top cover is an important protective barrier low, medium-level waste near surface disposal storehouse, and the long-term safety of radioactive waste repository is played an important role.
Top cover generally should have following function;
(1) reduces infiltrating of rainfall and overland flow.
(2) stop by water-resisting layer and drainage blanket or reduce contacting into infiltration and refuse.
(3) reduce surface erosion.
(4) antibiont is invaded and harassed.
(5) freeze thawing resistance corrodes.
(6) have advantages of higher compressive strength and certain plastic yield, to reach cracking resistance, anti-purpose of subsiding.
(7) under the condition of Maintenance free, maintain a long-term stability.
Along with the operation of being constructed and put into operation of the retired successively and nuclear power station of China's prophase nucleus facility all will produce a large amount of in, low-level waste needs to select suitable site landfill disposal nearby, the top cover technology can also be generalized to other solid waste landfill field in addition, so the top cover technology is of great practical significance and good prospects for application.
Existing top cover comprises surperficial vegetable layer that clay forms, is positioned at the resistant strata that surperficial vegetable layer bottom surface is made up of clay or clay doping, be positioned at the biological barrier layer of forming by gravel of resistant strata bottom surface, be positioned at the last water guide layer of forming by clean sand of biological barrier layer bottom surface, be positioned at the water-resisting layer of forming by clay of water guide layer bottom surface, be positioned at the following water guide layer of forming by clean sand of water-resisting layer bottom surface.Thickness is big, complex structure.The surface vegetable layer adopts clay to form, though be beneficial to vegetation growth, because intensity is lower, a little less than the ability that the opposing natural force corrodes.
Summary of the invention:
The objective of the invention is to be beneficial to vegetation growth in order to provide a kind of under southern warm and moist weather conditions, intensity height, opposing natural force erosional competency are strong, the top cover of radwaste shallow buried repository that security performance is good, simple in structure.
The object of the present invention is achieved like this:
Top cover of radwaste shallow buried repository of the present invention, comprise the surperficial vegetable layer of forming by sand, gravel, be positioned at the compound with it last water-resisting layer of forming by clay, gravel of surperficial vegetable layer bottom surface, be positioned at the water guide layer that the compound with it gravel of water-resisting layer bottom surface is formed, be positioned at the compound with it following water-resisting layer of forming by clay, gravel of water guide layer bottom.
Above-mentioned surperficial vegetable layer medium sand, the percentage by weight of gravel are 55～65%, 45～35%, the gravel gravel directly is 2～10cm, the percentage by weight of last water-resisting layer, following water-resisting layer medium clay soil, gravel is respectively 60～68%, 40～32%, the gravel gravel directly is 10～30cm, gravel gravel in the water guide layer directly is 2～30cm, and the factor of porosity that water guide layer cobble-stone forms is 8～15%.
Above-mentioned surperficial vegetable layer medium sand, the percentage by weight of gravel are 60%, 40%, more help vegetation growth.
The gradient on the above-mentioned surperficial vegetable layer is 5～10 °, and the surperficial laminar flow that helps forming after the rainfall is drained good stability.
The percentage by weight of last water-resisting layer, following water-resisting layer cobble-stone is 64%, 36%,
Above-mentioned water guide layer bottom is provided with the trench drain.
The plants on surface layer adopts sand gravel layer in the top cover of the present invention, and open-air analogy investigation and evidence have following advantage:
(1) under southern warm and moist weather conditions, more helps the vegetation growth vegetation root system to having played parcel and solidification than loose sandy gravel than soil or clay seam.
(2) intensity is higher, and anti-natural force erosional competency is strong, as rainfall washout test result.
(3) good stability behind the full water, do not have volume change after the dehydration and after the freeze thawing, has not both had pucker ﹠ bloat, can not produce cracking yet or subsides.
(4) antibiont invasion ability is better than soil layer; Toy runs into gravel and is difficult to pass when the excavation cave.
(5) capillary water in the water-resisting layer that underlies capable of blocking rises.
The major reason that last water-resisting layer medium clay soil gravel bed under the plants on surface layer produces infiltration is that volumetric contraction produces the crack after the clay dehydration, and superficial water infiltrates along the crack; And migrate to surface evaporation by the capillary water rising exactly in an important channel of clay dehydration, if the top layer is that soil or its capillary water height of clay seam can reach several meters (capillary water height as CHENGDU CLAY can reach 4-5 rice), and adopt above-mentioned sand, gravel to make up maximum capillary rise height only for 17cm～21cm, therefore as long as this thickness is that capillary water in the water-resisting layer that underlies capable of blocking rises to the face of land and drains by evaporation greater than maximum capillary air draght.
Last water-resisting layer adopts clay, gravel to form, and clay, gravel are drawn materials conveniently, construction is easy, can reach economical, efficient, purpose of safety.Select the gravel of gravel footpath 10～30cm, be because gravel is big more, capillary water is met gravel and is detoured that to meet the distance that gravel detours all relevant with the gravel footpath of gravel for approach and the plant root growth of migration, big more its of gravel detour approach and the distance all will increase thereupon, but gravel is big more, this layer thickness also will increase thereupon, select for use maximum gravel directly to be the gravel of 30cm, be on the thickness of 70cm then at bed thickness, can 2～3 gravels of filling, the stability of this layer and intensity are better like this, and it is too big to be unlikely to bed thickness again, to make full use of the Jian Ku space and to reduce construction cost.
Last water-resisting layer has following advantage:
According to field geology analogy investigation and laboratory test results, compare with soil or clay seam, the clay gravel layer has the following advantages:
(1) intensity is high and plasticity arranged.
(2) good stability, volume change is little behind the full water, after the dehydration and after the freeze thawing.
(3) antibiont invasion ability is better than soil layer; Toy runs into gravel and is difficult to pass when the excavation cave, root system of plant runs into gravel and will detour, and increases to extend difficulty.
Running into gravel when (4) capillary water rises will detour, and increase the migration path of capillary water, therefore reduce maximum capillary water height, increase the capillary water migration time.
(5) water isolating obviously improves.
The water guide layer mixes gravel bed by size to be formed, gravel gravel diameter 2～30cm, and test shows that gravel bed pore diameter major part between 0.5～2.0cm, does not form kapillary.Factor of porosity is about 8～15%, and enough drainage channels are arranged.The gravel composition should be selected scleroid rock, and as diabase, grouan, quartzose sandstone and pierite, ls etc., this layer thickness is advisable with 40～70cm.
The major function of water guide layer is:
(1) as above water-resisting layer is damaged, and the underground water that infiltrates can pass through this layer drainage.
(2) blocked future at this layer if any the invasion of root system of plant that penetrates water-resisting layer and animal.
(3) capillary water in the water-resisting layer rises under the blocking-up
The function of following water-resisting layer, structure and material are formed the same water-resisting layer, are the another important protective barriers that the storehouse long-term safety is disposed in protection, thickness 0.8m-1.2m.
Cap structure of the present invention is simple, is beneficial to vegetation growth, and intensity height, barrier performance are good, the ability of opposing natural force is strong, simple in structure, can maintain a long-term stability under the condition of Maintenance free.
Description of drawings:
Fig. 1 is a structural representation of the present invention.
Fig. 2 is a water cut---the dry density graph of relation.
Fig. 3 is clay sample (saturation state) stress---strain curve figure.
Fig. 4 is clay, gravel compound sample (saturation state) stress---stress curve figure.
Fig. 5 is clay sample (air dried condition) stress---strain curve figure.
Fig. 6 is clay, gravel compound sample (air dried condition) stress---strain curve figure.
Embodiment:
Referring to Fig. 1, radioactive waste repository top cover of the present invention, comprise that the thickness of being made up of sand and gravel is the surperficial vegetable layer 1 of 40cm, the compound with it thickness of being made up of clay, gravel that is positioned at surperficial vegetable layer bottom surface is the last water-resisting layer 2 of 70cm, the thickness that is positioned at the compound with it gravel composition of water-resisting layer bottom surface is the water guide layer 3 of 70cm, and the compound with it thickness of being made up of clay, gravel that is positioned at water guide layer bottom is the following water-resisting layer 4 of 120cm.The gradient on the vegetable layer of surface is 10 °.Water guide layer bottom is provided with trench drain 5.
Above-mentioned surperficial vegetable layer medium sand, the percentage by weight of gravel are 60%, 40%, the gravel gravel directly is 2～10cm, the percentage by weight of last water-resisting layer, following water-resisting layer medium clay soil, gravel is respectively 60～64%, 40～36%, the gravel gravel directly is 10～30cm, gravel gravel in the water guide layer directly is 2～30cm, and the voidage that water guide layer cobble-stone forms is 8～15%.
Referring to Fig. 1,6 of following water-resisting layer bottom surface and storehouse bodies are compounded with nucleic and are detained backfill layer 7.Body bottom, storehouse is the bottom of the reservior water guide layer 8 of 40cm for thickness, and its structure and material are formed with water guide layer 3.Water guide layer bottom, bottom of the reservior is compounded with the Q that thickness is 120cm
2The natural bottom 9 that blocks water.Sequence number 10 is P
2SBasement rock.
Apply for that artificial optimal design top cover has carried out the test of aspects such as field geology analogy investigation and indoor anti-natural force erosion, mechanical property, water rational faculty matter, permeance property; 1 compaction test
For understanding the maximum dry density after clay is tamped, the applicant has carried out compaction test, test is carried out with reference to " Ministry of Water Resources and Electric Power's earthwork test rule ", earlier the soil sample of field acquisition, is pulverized 5mm sieve back and is used for compaction test by the different moisture content preparation after dried 30 days at indoor natural wind.
Test findings shows that CHENGDU CLAY can obtain maximum dry density when water cut 24% be 1.62g/cm
3, and water cut is little to the dry density influence at 20～30% o'clock, is 1.6～1.57g/cm
3
Test findings sees Table 1 and Fig. 2.
Table 1 dry density and water content test outcome table
| Water cut (%) | 9.0 | 14.0 | 19.8 | 24.0 | 30.5 | 34.6 |
| Dry density (g/cm 3) | 1.18 | 1.35 | 1.59 | 1.62 | 1.56 | 1.43 |
2 clays, gravel concentration proportioning test
Test objective is to obtain the optimal proportion of clay and gravel concentration, and to obtain the maximum density of clay gravel layer, because of being subjected to the compaction cylinder volume restrictions, it directly is 2～4cm that gravel is selected gravel for use, and gravel composition is selected harder gravels such as grouan, quartzose sandstone for use.Earlier the gravel flushing is removed the sand of gravel surface adsorption, airing is standby, and clay prepares same compaction test, and water cut is 24%, the same compaction test of test method.
Experimental result shows; When gravel concentration is 36%, clay content is 64% o'clock, clay and gravel easily and property best, the easiest compacting, gravel and clay are between base type gluing and contact gluing at this moment.
When gravel concentration during greater than this ratio, the built on stilts mutually easily space that forms influences packing between the gravel.Along with the end falls in gravel concentration, intensity is fallen at the end thereupon, and voidage also increases thereupon after the clay dehydration, and the crack of formation also increases.
The shrinkage test of 3 clay gravel layers, clay, sand gravel layer
Shrinkability is meant that ground loses the performance that volume changes behind the contained moisture, shrinkability be influence top cover intensity, stability, subside, the principal element of cracking and water permeability.
Be to understand top cover surface vegetable layer and the above-mentioned performance of water-resisting layer, clay, clay gravel layer, sand gravel layer are shunk carried out contrast test, test divides three groups to be carried out, and two groups are carried out in the laboratory, and another group is carried out in the open air.
3.1 shop experiment
Two groups of shop experiments have been carried out;
(1) to utilize compaction test apparatus that sample is made cylindric for A group, high 20cm, diameter 10cm.
(2) B group is to carry out at geological environment simulating experiment device, with sample filling compacting rectangularity block, totally three kinds of samples in the geological environment simulating experiment casing respectively: i.e. clay sample, clay gravel sample, sandy gravel sample.
A. right cylinder sample
The same compaction test of the preparation of clay sample, moisture still is 24%.The same compaction test of the preparation of clay gravel sample, clay gravel content adopts the proportioning test result, and gravel concentration is 36%, and clay content is 64%.
Sample is after the compaction test apparatus preparation is finished, and after 30 days, mensuration sample water percentage is 8.3% at room-dry, and the sample outward appearance is normal, does not see distortion and cracking, with the linear deformation rate that laterally reaches of vernier caliper difference measuring samples; Test result shows that the shrinkage factor of clay gravel sample is significantly less than the clay sample, and lateral shrinkage is 1/5 of a clay sample, and vertically shrinkage factor is 1/4 of a clay sample.
Test result sees table 2 for details.
Table 2 shrinkage test table with test results
| Sample number into spectrum | The sample title | Former state moisture (%) | Air-dry water percentage (%) | Former state volume (cm) | Air-dry back volume (cm) | Shrinkage factor (%) |
| 1-1 | The clay sample | 24 | 8.2 | φ＝10 H＝20 | φ＝9.65 H＝19.62 | φ＝3.5 H＝1.9 |
| 1-2 | The clay gravel compound sample | 24 | 8.2 | φ＝10 H＝20 | φ＝9.93 H＝19.90 | φ＝0.7 H＝0.5 |
Annotate: water percentage is the water percentage of clay
B. rectangular parallelepiped sample
The preparation of clay sample and clay gravel sample is the same, sandy gravel sample simulation top cover surface vegetable layer, and sand sample is selected unscreened building sand for use, and it is circle or subrounded solid rock that gravel is selected mill garden degree for use, as grouan, quartzose sandstone, pierite etc.The content of sand is 60%, and gravel is 40%, gravel gravel footpath 2～10cm.
The above-mentioned three kinds sample tamping in layers that prepare are packed in the geologic body simulated experiment casing, and three kinds of volume of sample are identical; Be long 160cm, wide 27cm, thick 30cm.After sample filling finishes, room-dry 40 days, observe its contraction situation, the result is as follows;
It is the most obvious that clay seam shrinks, and common property is given birth to 7 of horizontal separation fractures, 3 of wide 3～10mm, and wide 10～20mm is 4, and the crack overall width is 58mm, and the shrinkage factor of sample is 3.6%, and fissure-plane is comparatively straight, and the crack degree of depth is cut and is worn whole sample layer.
The clay gravel level shrinks the back and forms comparatively intensive network of cracks, 1～4 in the visible crack of every 10cm length, and crack width 1～2mm, the fissure-plane indentation, generally grow around gravel in the crack; The degree of depth is more shallow, runs into gravel and promptly stops, and depth capacity does not surpass 8cm.The crack overall width is about 45mm less than clay sample crack, and the sample shrinkage factor is about 2.8%.Sand gravel layer does not find that through actual measurement volumetric contraction changes and the generation crack
3.2 field test
Field test is selected on the CHENGDU CLAY layer carries out, on clay seam, excavate earlier, 1.2 * 1.0 * 0.8 rectangle is tested pits two, requires to carry out preparation, the preparation of clay sample and clay gravel sample respectively according to shop experiment, again the sample tamping in layers for preparing is inserted test pits concordant with ground.Test is 20 days to 2007 March 20 of January in 2007, (this period was dry season behind the natural air drying in 59 days during calendar, basically not rainfall), observe its shrinkability, found that the contraction separation fracture that the clay sample forms comparatively sparse, crisscross (being 90 degree substantially), 3～4 every meter in length and breadth, general 10～the 15mm of opening width, the wideest 20mm that reaches, fissure-plane are comparatively straight, the visible crack degree of depth 20～30cm.
The clay gravel compound sample has then formed comparatively intensive, around the network of cracks that gravel is grown, the general 2～3mm of crack width, the wideest 5mm, the fissure-plane indentation, every meter visible crack is 15～20 in length and breadth, the crack degree of depth is also more shallow, meets gravel and promptly stops, and is generally 2～5cm.
Field result shows that the shrinkage crack law of development of two kinds of samples is similar with shop experiment, and the shrinkability of clay gravel sample is significantly less than the clay sample, and closed easily behind the tiny intensive chance water in the crack of formation, its water isolating obviously is better than clay.
4 clay gravel samples and clay sample freezing-thawing test
The purpose of freezing-thawing test is to simulate in the open air the following two kinds of samples of natural conditions after freezing and melting, to Effect on Performance such as top cover water-resisting layer intensity, stability, water permeabilitys.
The same compaction test of specimen preparation, clay water cut are 24%.The clay content of clay gravel sample is 64%, and gravel concentration is 36%, gravel footpath 2～4cm.
After specimen preparation is finished, by the requirement of compaction test, on compaction test apparatus, make high 20cm, the right cylinder of diameter 10cm, with freezing 5 days of the sample of making, sample freezes the back fully and takes out, and this moment, the sample well-tended appearance was harmless, and sample slightly expands after testing, clay sample height is 20.4cm, diameter is 10.3cm, and clay gravel sample height is 20.2cm, and diameter is 10.1cm.
Measurement result shows, expands to some extent after contained humidity freezes in the sample, and the expansivity of clay sample is greater than the clay gravel sample, but sample do not damaged.
After this sample is placed indoorly, (room temperature 14～180C) is thawed air-dry naturally, observes its variation; In the time of 0～50 minute, because of specimen temperature is significantly less than room temperature, the water in air branch condenses at specimen surface and forms one deck bloom, bloom dissolves gradually after 50 minutes, and the specimen surface humidity finds that simultaneously a horizontal crack appears in clay sample middle part, prolonging the crack width in time slowly enlarges, after 160 minutes, the crack is run through and is had suffered sample, and sample fracture becomes two sections.
This period, the rarely seen bloom of clay gravel sample outward appearance forms, bloom does not see that the crack occurs after dissolving.
Sample is air-dry in indoor continuation later on, along with water evaporates clay sample cross crack width is extended to 9mm, has also formed some shrinkage cracks of laterally growing simultaneously at other position of sample, wide 0.2～1mm, and sample is run through in the crack of broad.
Lithology is uneven to be influenced the clay gravel sample by being subjected to, and forms network of cracks, and promptly the crack no matter any direction is grown runs into gravel and promptly stops, and the crack is intensive, and is tiny, width 0.2～2mm, and the crack is main with horizontal crack, does not see the crack of running through sample.
Through with without the sample of freeze thawing relatively, the process of air-dry (making the water evaporates in the sample) that sample through freeze thawing has experienced volumetric expansion (sample is loosened)---absorbing moisture (the sample water cut is increased) when thawing---,, comparatively serious to the sample destruction degree to clay sample influence degree greater than sample without freeze thawing.
The same confirmation of test findings tested, and the freezing and thawing performance of clay gravel sample is better than the clay sample.
5 clay gravel samples and clay sample perviousness contrast test
Oven dry sample and wet soil sample to clay gravel sample and clay sample carried out the permeance property contrast test respectively.
5.1 the permeance property contrast test of oven dry sample
Test is to carry out at special permeability coefficient determinator, because of the permeance property of needs simulation sample under the high temperature evaporation condition, needs sample is dried, therefore instrument adopts metal material to make, instrument is by test specimen tube, steady water overflow groove, piezometric tube, compositions such as water delivering orifice.
Specimen preparation; According to compaction test and material proportion test findings and requirement preparation clay sample and clay gravel compound sample, promptly the clay water percentage is 24%, and the ratio of clay gravel compound sample clay and gravel is 64%; 36%, gravel gravel footpath slightly increases to 2～5cm.
With the sample for preparing, by the requirement tamping in layers of the compaction test sample sample tube of packing into, specimen height is 30cm, diameter 15cm.Because of test is to carry out that (indoor temperature 5～150C) is exposed to the sun for simulating open-air summer burning sun high temperature, dries under the temperature of 500C installing sample seepage flow tube, makes water evaporates in the sample, observes sample change afterwards and measures infiltration coefficient winter.
Dry to observe after 30 days and find: the crack is not seen on clay sample surface, but shrink to the garden of the sample slug heart, the diameter of sample is punctured into 14.2cm by original 15cm, has formed wide 3～5mm shrinkage joint between sample cylinder and test specimen tube, the whole sample of the depth penetration of shrinkage joint, dark 30cm.
The shrinkage crack that the clay gravel sample produces after because of water evaporates is similar to the shrinkage crack development condition of open-air and indoor shrinkage test generation, grow around gravel in the crack, can not pass gravel, be latticed, be evenly distributed at specimen surface, intensive tiny, crack width 1～2mm, the degree of depth 1～2cm meets gravel and promptly stops.
Permeability test and beginning on March 23rd, 07,07 year April 30, end of day lasted 38 days.
On-test, be communicated with the back water supply start with the instrument water supply circulatory system, and test is to decide head all the time, carries out under the state of steady flow.
Preceding 30 minutes kinds after the water supply, the sample water permeability is fine, water stream channel is mainly shrinkage joint and roomy crack, fluctuations in discharge is obvious, flow tends towards stability after 30 fens kinds, begin to measure flow, measurement result sees Table 3 clay sample osmotic coefficient investigatings table, table 4 clay gravel sample osmotic coefficient investigating table as a result as a result.
Table 3 clay sample osmotic coefficient investigating is table as a result
| Specimen coding | The sample title | Minute (hour) | 0.3 | 4.5 | 47.5 | 28.0 | 43.5 | 92.0 | 140.. 0 | 212.0 | 452.0 | 692.0 | 860.0 |
| 4-1 | Soil | Seepage flow (ml) | 1255 | 155 | 860 | 720 | 850 | 860 | 870 | 890 | 900 | 780 | 810 |
| Seepage flow time (s) | 330 | 450 | 7200 | 14400 | 18000 | 18000 | 18000 | 18000 | 18000 | 18000 | 18000 | ||
| Flow Q (ml/s) | 3.8 | 0.34 | 0.199 | 0.05 | 0.047 | 0.048 | 0.048 | 0.049 | 0.05 | 0.043 | 0.045 | ||
| Coefficient of permeability K (m/d) | 18.59 | 1.66 | 0.58 | 0.24 | 0.23 | 0.23 | 0.23 | 0.24 | 0.27 | 0.21 | 0.22 |
Table 4 clay gravel sample osmotic coefficient investigating is table as a result
| Specimen coding | The sample title | Minute (hour) | 0.3 | 1.0 | 25.0 | 40.0 | 64.0 |
| 4-2 | Clay gravel | Aquifer yield (ml) | 60 | 28 | 53 | 21 | 0 |
| Seepage flow time (s) | 330 | 2400 | 86490 | 86400 | |||
| Flow Q (ml/s) | 0.18 | 0.012 | 0.00061 | 0.00024 | |||
| Coefficient of permeability K (m/d) | 0.89 | 0.05 | 0.003 | 0.0011 |
Measurement result shows:
The clay sample is big because of the ring-type shrinkage crack width that dehydration produces, connectivity is good, cause water permeability fine, initial flow reaches 3.8ml/s, and infiltration coefficient is 18.59m/d, along with test sample suction closing of fracture finishes substantially, but it is not closed fully all the time, keep certain perviousness, Continuous Observation to 860 hour (36 days) back flow fluctuates between 4.06～4.23ml/d, and infiltration coefficient is 0.21～0.24m/d.
The crack that the dehydration of clay gravel compound sample produces is less than the clay sample, and the crack is tiny intensive, is subjected to gravel to stop that the crack connectivity is poor, very fast closure behind the chance water of crack, initial water permeability is just very poor, is significantly smaller than the clay sample, recording flow during 20 fens kinds is 0.18ml/s, and infiltration coefficient is 0.89m/d.The crack is closed substantially after one hour, and infiltration coefficient only be 0.05m/d, and after one day, 24 hours aquifer yields are 28ml only, and crack closure is not fully seen the infiltration water outlet after three days.
Above-mentioned test shows that the recovery of the water isolating of clay gravel compound sample obviously is better than the clay sample.
5.2 the permeability test of wet soil sample
The wet soil sample is meant clay sample and clay gravel sample in clay optimum moisture content 24%, according to the requirement of compaction test, with sample organic glass infuser of packing into, the high 25cm of sample, diameter 8cm.Have or not faint perviousness for ease of observing sample, under sample slug, pack into the height 30cm dry gravel bed, gravel gravel footpath 2 ~ 5cm, if sample produces faint seepage, gravel bed will soak, after the sample filling finishes, put it into water container, this test can be measured the capillary water maximum vertical penetration of gravel bed simultaneously again, and the organic glass tube section of dress gravel bed has vent port, and purpose is not influence sample perviousness and capillary water rising.
On-test, The columns put into to be filled with water make container, and the clear water of packing into, depth of water 5cm, The columns top organic glass tube contain into clear water and add red tracer agent, infiltrate the degree of depth so that observe.The sample top remains depth of water 15cm, experiment has been carried out 60 days altogether, test findings demonstration clay sample and sticking gravel sample are not all found phenomenon of osmosis, only on the sample top layer, about the about 2cm of the degree of depth, because of the long period of soaking sample is loose the suction phenomenon is arranged, and the gravel bed of sample slug bottom surface keeps dry state still, shows that sample does not produce infiltration.
Test confirm no matter be clay sample or clay gravel sample under moisture, closely knit state, gravity water all can not permeate.
Clay gravel sample and clay sample perviousness comparative test result show; Cause that the permeable main cause of sample is that sample loses the crack that the contained humidity volumetric contraction produces, the size in crack, what, the connective infiltrative size that directly influences sample, in clay, add gravel and can reduce moisture loss effectively, reduce width and connectedness that the crack generates, reduces the crack, keep the water-resisting property of clay.
The test of 6 capillary water heights
Capillary water is a kind of important way of underground water migration, the formation kapillary communicates with each other between the ground mesoporosity is less than 1mm and space, when these sky cracks store aqueous water, will form capillary water, if capillary water be from ground water level go up come be called the capillary hypogene water; If do not get in touch with ground water level, the water source is called the suspension capillary water from the capillary water that surface infiltration forms, what the research capillary water was concerned about most is maximum capillary rise height and ascending velocity,
Sand gravel layer and top cover water guide layer (gravel bed) that this problem is intended adopting to top cover surface vegetable layer have carried out maximum capillary rise height test, and division is as follows:
6.1 the maximum capillary rise height of sand, sand gravel layer, gravel
Sample collection is planned to build the sand gravel layer of the Q4 of disposal site T4 prospect pit and T5 prospect pit exposure towards proluvial formation in certain, and sample removes the gravel greater than 5cm.
For comparing with sandy gravel compound sample capillary performance, same sample is sieved out fine sand, and (((the capillary rise height test has been carried out in φ=0.01～2.0mm) for φ=1.0～2.0mm), mixed sand for φ=0.01～1.0mm) and coarse sand.
Specimen preparation; The sample that screening is good is air-dry, evenly pack into after the same sample sample mixed coupon vibration, compacting, standby.
The scale glass tube of diameter 3cm, reading accuracy 1mm are adopted in the sand sample experiment.
The organic glass tube of diameter 10cm is adopted in the experiment of gravel sample.
(1) fine sand sample
The fine sand sample is because particle is less, between the capillary diameter that forms corresponding also less, therefore highly bigger on the capillary, maximum capillary rise height is 20.5cm, capillary rise height reaches 9.5cm during on-test in the time of very fast 0.5 hour, reach 15.5cm during near 1/2,1 hour of height on the maximum capillary; Reach 17.2cm in the time of 3 hours, later ascending velocity is slow, and the time that reaches maximum capillary rise height is 135.5 hours.
Continuous Observation is 207.5 hours later on, and capillary rise height is always 20.5cm and shows that the maximum capillary rise height of fine sand sample is 20.5cm, and the time that rises to maximum height is 135.5 hours.Test findings sees table 5 for details.
Table 5 fine sand sample capillary rise height measurement result table
| Specimen coding | Lithology | Particle diameter | Cumulative time (hour) | 0 | 0.5 | 1.0 | 3.0 | 11.5 | 34.0 | 42.5 |
| 7-1 | Fine sand | 0.01-～0.1mm | Capillary rise height (cm) | 0 | 9.5 | 15.5 | 19.0 | 18.0 | 19.0 | 19.5 |
| Specimen coding | Lithology | Particle diameter | Cumulative time (hour) | 58.5 | 87.5 | 111.5 | 135.5 | 159.5 | 183.5 | 207.5 |
| 7-1 | Fine sand | 0.01-～0.1mm | Capillary rise height (cm) | 19.5 | 19.5 | 20.0 | 20.5 | 20.5 | 20.5 | 20.5 |
(2) coarse sand sample
Coarse sand sample particle is bigger, and corresponding formation capillary diameter is also bigger, so capillary rise height is also less.Stage on-test capillary rise velocity is very fast, 0.5 hour the time capillary rise height be 4.5cm, reached 1/3 of maximum capillary rise height, later capillary rise velocity slows down, reached maximum capillary rise height 13.8cm in the time of 147 hours, test findings sees table 6 for details.
Table 6 coarse sand sample capillary rise height measurement result table
| Numbering | Lithology | Particle diameter | Cumulative time (hour) | 0 | 0.5 | 1.0 | 3.0 | 12 | 22.5 | 30 |
| 7-2 | Coarse sand | 1-～2mm | Capillary rise height (cm) | 0 | 4.5 | 5.2 | 6.0 | 8.0 | 10.0 | 10.0 |
| Numbering | Lithology | Particle diameter | Cumulative time (hour) | 51 | 75 | 99 | 123 | 147 | 171 | 195 |
| 7-2 | Coarse sand | 1-～2mm | Capillary rise height (cm) | 12 | 12.5 | 13 | 13.5 | 13.8 | 13.8 | 13.8 |
(3) thickness sand compound sample
After thickness sand mixes, the hole that the sand grains gravel differential variation in footpath big (seriate) forms not is a mean value thick, the fine sand space, because the space is by the fine particle filling, the space that forms is often less than mean value or less than the space of fine sand sample, therefore capillary rise height is also wanted corresponding increase, and test findings confirms that its maximum capillary rise height reaches 29cm.
On-test, same capillary rise velocity is very fast, 0.5 hour the time reach 9.5cm, being about 1/3 of maximum capillary rise height, was 16cm in the time of 3.5 hours, and later capillary rise velocity slows down, the time that reaches maximum capillary rise height is 269 hours, Continuous Observation is 389 hours later on, and capillary rise height has still reached maximum capillary rise height for 29.0cm shows thickness sand compound sample, and test findings sees table 7 for details.
Table 7 thickness sand compound sample capillary rise height measurement result table
| Numbering | Lithology | Particle diameter | Cumulative time (hour) | 0 | 0.5 | 3.5 | 13.0 | 23.5 | 32.0 | 48.0 | 77.0 | 101 |
| 7-3 | Slightly, fine sand compound sample | 0.01～ 2mm | Capillary rise height (cm) | 0 | 9.5 | 16 | 16.5 | 19 | 20 | 22 | 27 | 27.5 |
| Numbering | Lithology | Particle diameter | Cumulative time (hour) | 125 | 149 | 173 | 197 | 221 | 269 | 317 | 389 |
| 7-3 | Slightly, fine sand compound sample | 0.01～ 2mm | Capillary rise height (cm) | 27.8 | 28 | 28 | 28.5 | 28.5 | 29.0 | 29.0 | 29.0 |
(4) sandy gravel compound sample
Sand gravel layer is as the vegetable layer on top cover surface; wherein a main function is exactly to protect the stability and the water-resisting property of the clay gravel water-resisting layer that underlies; the key factor of influence stability and water-resisting property is exactly to guarantee that this layer has certain water cut; and the important channel of contained humidity loss is exactly to rise to surface evaporation by capillary water in form in this layer; as long as the sand gravel layer thickness on top layer is greater than maximum capillary rise height; the clay gravel water-resisting layer contained humidity that underlies just can not drained by capillary water; guarantee that this layer contains certain moisture, thereby guarantee its stability and water-resisting property.
Can form the wherein contained sand grains that has only capillaceous in the sandy gravel mixolimnion, therefore what the maximum capillary rise height of sand gravel layer should be with above-mentioned thickness sand compound sample is identical, but, evidence, after the sand sample in same footpath was sneaked into gravel by a certain percentage, its capillary rise height was less than the sand sample of same particle diameter.
Experimental observation is found, the capillary water rising is migrated vertically upward along straight line basically in the homogeneous sample, and add in the sample of gravel, owing to do not have kapillary in the gravel, stopped after upwards the capillary water of migration is running into gravel in the layer of sand kapillary, and change the direction migration, upwards migrate again after walking around gravel, run into gravel and detour, Yun Yi path and time all prolong greatly like this, and are certain to a kind of sample capillary water height; Here it is, and test is being observed, and the maximum capillary rise height of sandy gravel compound sample is less than the reason of thickness sand compound sample.Test findings shows, the maximum capillary rise height of sandy gravel compound sample is 21.5cm, reaching maximum capillary rise height is to be 102 hours the time, and experimental observation is to owing to wall effect, and is very fast along the capillary water rising of examination tube periphery, it is then slower to run into the gravel place, therefore, cross-section upwards, capillary water height be one uneven, actual in the open air top cover is built and is not existed the limit wall more seasonable, and maximum capillary water height should be lower than the numerical value of experimental determination.That is to say that because detouring of capillary water rising path reduces maximum capillary water height find that also capillary rise velocity also will be lower than thickness sand compound sample in the test simultaneously, test findings sees table 8 for details.
Table 8 sandy gravel compound sample capillary rise height measurement result table
| Numbering | Lithology | Particle diameter | Cumulative time (hour) | 0 | 0.5 | 1.0 | 2.0 | 5.0 | 16 | 19 | 21 | 27.5 |
| 7-4 | The sandy gravel compound sample | ＜1mm -～5cm | Capillary rise height (cm) | 0 | 3.0 | 7 | 11 | 13 | 17 | 17 | 17 | 17 |
| Numbering | Lithology | Particle diameter | Cumulative time (hour) | 39 | 47. 5 | 63 | 78 | 102 | 126 | 150 | 174 | 198 |
| 7-4 | The sandy gravel compound sample | ＜1mm -～5cm | Capillary rise height (cm) | 17 | 18. 5 | 21 | 21 | 21. 5 | 21. 5 | 21. 5 | 21. 5 | 21.5 |
(5) gravel sample
Top cover water guide layer intends adopting gravel bed, therefore gravel bed has also been carried out the capillary water height test, the gravel of diameter 2 ~ 5cm is adopted in test, pack into the organic glass tube of diameter 10cm of gravel is measured capillary rise height, test is found, because of making somebody a mere figurehead the pore size of formation between gravel mutually about 0.5-3.cm, do not form kapillary, therefore do not have capillary water, but find when indivedual gravel compositions be during than sandrock, in gravel inside or the top layer can form kapillary, the penetrable gravel of capillary water, this moment, capillary rise height was suitable with the gravel particle diameter, and this experimental test result is about 5cm for maximum capillary rise height, and is identical with the gravel footpath of selecting gravel for use.
7 rainfall washout tests
The purpose of test is for understanding the ability that the anti-rainfall of top cover is washed away, the contrast test that sand gravel layer, clay seam and clay gravel layer have been carried out rainfall erosion, test is to carry out at geological environment simulating experiment device, sample is loaded compacting rectangularity block, totally three kinds of samples respectively in the geological environment simulating experiment casing; Be clay sample, clay gravel sample, sandy gravel sample.The preparation of clay sample and clay gravel sample is the same, sandy gravel sample simulation top cover surface vegetable layer, and sand sample is selected unscreened building sand for use, and it is circle or subrounded solid rock that gravel is selected mill garden degree for use, as grouan, quartzose sandstone, pierite etc.The content of sand is 60%, and gravel is 40%, gravel gravel footpath 2～10cm.
The above-mentioned three kinds sample tamping in layers that prepare are packed in the geologic body simulated experiment casing, and three kinds of volume of sample are identical; Be long 160cm, wide 27cm, thick 30cm.After sample filling finishes,, observe its contraction situation, the results are shown in 8.3.1, then carry out the contrast test of rainfall erosion room-dry 40 days.
Test since on June 15th, 2007 to end of day in July 16, last 32 days, rainfall every day 2 times, each 1 hour, rain time was respectively point-11 point in the mornings 10, afternoons 16 point-17 point.Be to strengthen the effect of rainfall erosion, the torrential rain of simulating nature circle, rainfall intensity is 60mm/h, every day rainfall amount 120mm, the total rainfall amount of duration of test is 3840mm.
The result of experimental observation is as follows:
(1) in the early stage of on-test (preceding 4 days), clay seam and clay gravel layer are tight because of gluing, intensity
Higher, rainfall is faint to its erosion action, and sand gravel layer is comparatively loose because of gluing, and greater than clay and clay gravel layer, main erosion action is that the grains of sand between the gravel are washed away loss to its erosion action in rainfall.The laminar flow turbidity that rainfall forms is also lower, shows that the erosion action of rainfall is faint during this.Observe simultaneously because the tiny crack on clay water swellable clay gravel bed surface is closed substantially, clay seam is comparatively roomy because of shrinking the crack that forms, and the crack still exists, and is closed not obvious.
This period simulated surface gradient is 00, the rainfall of clay and the clay gravel laminar surface shape that can not flow away very soon
The ponding of Cheng Houyue 0～0.5cm, ponding have reduced the impact of rainfall to the top layer, and this also is that rainfall is corroded more weak reason to it.
(2) (the simulation ground inclination still is 00) the clay suction of the 4th day-15 days on-test has reached state of saturation, the end, fall in clay intensity, raindrop are to its existing stronger erosion action, clay seam and the former even curface of clay gravel layer are subjected to have occurred after the rainfall erosion uneven, and sandy gravel surface sand grains has run off, the top layer is covered by gravel, and rainfall is corroded very faint to gravel bed.It is muddy that the laminar flow that rainfall forms has become, and post precipitation is yellow mud, shows that rainfall is washed away, run off mainly is clay soluble in water.
After (3) 15 days,, the gradient of simulating ground is adjusted to 100 for strengthening the rainfall erosion effect, rainfall this moment can not form ponding on simulation ground, raindrop are strengthened to some extent to the effect of surface erosion, and surperficial laminar flow flow velocity is accelerated, and hydrodynamism is corroded also the top layer and strengthened to some extent.This period is water because the clay long period satisfies, and intensity reduces, terrain slope in addition, and the hydrodynamism of laminar flow is washed away the top layer, and under same rainfall intensity, the erosion action of more preceding 2 periods is strengthened, and observation data sees Table 9 in detail.By rainfall take away except that clay soluble in water, also have small amount of clay agglomerate and little gravel (the gravel footpath is less than 1cm) also to be washed away and take away.
Test findings shows, secondly the impulsive force the when erosion dynamic of rain test is mainly raindrop and drop to ground forms the hydrodynamic impact effect of laminar flow on ground for rainfall.
The test initial stage, clay do not absorb water full water and before, the ability that clay seam and the anti-rainfall of clay gravel layer are washed away is greater than sand gravel layer, sand gravel layer is looser because of structure, it mainly is tiny sand grains that rainfall is washed away what take away.
Test subordinate phase, clay absorb water to satisfy substantially and close, and intensity reduces, and rainfall is strengthened its erosion action, and what wherein erosion was the strongest is clay seam.The clay gravel layer is a gravel opposing raindrop erosion because of part surface, and the extent of damage is lower than clay seam, and sand gravel layer has run off because of tiny sand grains, and the surface is a gravel, and rainfall is very faint to its erosion.
Table 9 sand gravel layer, clay gravel layer, clay seam rainfall erosion test result table
| Specimen coding | The sample title | Rain time (hour) | Depth of erosion (cm) minimum～maximum |
| 8-1 | Sand gravel layer | 8 | 0～0.8 |
| 30 | 0～0.9 | ||
| 64 | 0.5～1.2 | ||
| 8-2 | The clay gravel layer | 8 | 0～0.3 |
| 30 | 1.2～2.3 | ||
| 64 | 3.0～5.6 | ||
| 8-3 | Clay seam | 8 | 0～0.2 |
| 30 | 1.7～3.2 | ||
| 64 | 3.0～8.0 |
The test phase III, adjusting terrain slope is 100, this moment, clay was because of full water softening of long period, rainfall further strengthens its erosion action, the laminar flow hydrodynamism of terrain slope rainfall formation also increases to some extent in addition, clay ran off except that being dissolved in the water, the small amount of clay agglomerate also ran off with laminar flow.Because the hydrodynamism of laminar flow also increases to some extent to the erosion action of sand gravel layer, (φ＜1cm) also has loss to a small amount of little gravel.
Need to prove, this test is a kind of strenuous test of simulating rainstorm erosion, and the unvegetated condition in the face of land, the result who draws can not represent the erosional competency under equal rainfall amount of nature and the equal rainfall intensity, the purpose of test mainly be to obtain under the equal conditions, different material is formed the anti-rainfall erosion ability of top cover.
8 clay samples, gravel clay sample compressive strength, deformation test
Be to understand top cover in external force (as earthquake) the effect stable performance of maintenance down, clay sample and clay gravel compound sample have been done the uniaxial compressive strength and the uniaxial compression deformation test of (water percentage is 8.3%) under (water percentage is 24%) and air dried condition under the saturation state.
Test result is as follows:
(1) to record compressive strength under saturation state be 1.40MPa to the clay sample; Recording compressive strength under the air dried condition is 0.15MPa.
(2) to record compressive strength under saturation state be 1.53MPa to gravel clay compound sample; The compressive strength that records under the air dried condition is 0.14MPa.
(3) to record elastic modulus for 50% time in saturation state compressive strength be 7.5MPa to the clay sample; It is 4.9MPa that air dried condition compressive strength records elastic modulus for 50% time.
(4) elastic modulus of gravel clay compound sample under saturation state compressive strength 50% is 1.7MPa; Elastic modulus under the air dried condition compressive strength 50% is 0.74MPa.
Test findings shows;
(1) compressive strength of gravel clay compound sample is greater than the clay sample under saturation state, and the compressive strength of gravel clay compound sample is slightly less than in the clay sample under air dried condition.And top cover is to be in saturation state in the open air, so the compressive strength of gravel clay compound sample is better than the clay sample.
(2) no matter be the distortion of gravel clay compound sample under saturation state or under air dried condition all less than the clay sample, show that gravel clay compound sample stability is better than the clay sample.In detail measurement result see Table 10, table 11, Fig. 6.
Table 10 uniaxial compressive strength outcome table
| Specimen coding | 1-1 | 1-2 | 3-1 | 3-2 | |||
| The sample title | The clay sample | Clay, gravel compound sample | The clay sample | Clay, gravel compound sample | |||
| The sample state | Saturation state | Saturation state | Air dried condition | Air dried condition | |||
| Size of sample | Highly | h | cm | 20.0 | 20.0 | 19.62 | 19.90 |
| Diameter | d | 10.0 | 10.0 | 9.65 | 9.93 | ||
| The sample area | F | cm 2 | 78.54 | 78.54 | 73.14 | 77.44 | |
| Failing load | P | KN | 10.1 | 12.0 | 1.1 | 1.1 | |
| Compressive strength | Pa | MPa | 1.29 | 1.53 | 0.15 | 0.14 | |
Table 11 elasticity modulus test outcome table
| Specimen coding | 1-1 | 1-2 | 3-1 | 3-2 | |||
| The sample title | The clay sample | Clay, gravel compound sample | The clay sample | Clay, gravel compound sample | |||
| The sample state | Saturation state | Saturation state | Air dried condition | Air dried condition | |||
| Size of sample | Highly | h | cm | 20.0 | 20.0 | 19.62 | 19.90 |
| Diameter | d | 10.0 | 10.0 | 9.65 | 9.93 | ||
| The sample area | F | cm 2 | 78.54 | 78.54 | 73.14 | 77.44 | |
| Vertical load | P 50 | KN | 5..07 | 6.05 | 0.60 | 0.55 | |
| Compressive stress | σ 50 | MPa | 0.65 | 0.77 | 0.08 | 0.07 | |
| Elastic modulus | E 50(MPa) | 7.5 | 7.5 | 1.7 | 4.9 | ||
9. the result of geology analogy investigation
The scope of geology analogy investigation relates to river valley, the orographic basin of Chengdu Plain and the preceding mountain zone of Chengdu Plain northwest (NW) Longmenshan.
9.1 top cover top layer vegetation and stable analogy investigation
Field study confirms, under, the moist natural conditions that have a moderate climate abundant in rainfall, the terrace, two sides and the point bar of river valley, survey area, orographic basin, the sand gravel layer of mid channel bar deposit extremely helps vegetation (main draft and shrub) growth, vegetation type is various, and the arable land on terrace, two sides, river and hillside, river valley is also contained the local villager of a large amount of gravels (gravel concentration that has is greater than 50%) and is used to plant potato class, corn or medicinal material, arbor etc. and all grows fine.And the zone that the weathering residual soil distributes (plan to build dispose site, storehouse top layer weathering residual soil as southwest) because clay is moisture very high and harden easily, and gas penetration potential is poor, is unfavorable for vegetation growth on the contrary, and vegetation is to like wet woody plant, and kind is also less relatively.
By sand gravel layer and soil or clay seam analogy investigation are confirmed, under warm, moistening natural conditions, sand gravel layer more helps vegetation growth, though sand gravel layer is comparatively loose, the root system of vegetation has played consolidation to gravel bed, makes ability and the stability that its anti-natural force corrodes be better than soil or clay seam greatly, investigation is found on some valley flats, though go through flood erosion, vegetation is well-grown still, shows that it has the ability of the general pluvial erosion of opposing.Simultaneously sand gravel layer reduces evaporation obstructing biological the invasion, prevents that the face of land from ftractureing, subside, blocking aspect such as the water-resisting layer capillary water rising of underliing and all being better than soil or clay seam.
9.2 top cover water-resisting layer analogy investigation
Built up the water-resisting layer of disposing the storehouse and often adopted clay or clay doping, field study finds that there is defective in clay aspect intensity, stability, water-resisting property and the erosion of anti-natural force, antibiont invasion, the capillary water migration.Wherein water permeability is most important.Field study and shop experiment show that all clay often forms vertical separation fracture after dehydration, and opening width is generally 1～2cm, maximum can reach 8～10cm, and the connectivity in crack is better, can cut and wear whole clay seam, the degree of depth can reach several meters rice surplus 10, and to form the back difficult closed in the crack; This just goes into to blend migration to underground water provides passage, and volumetric contraction is also bigger after the clay dehydration, forms easily and subsides, and therefore has big hidden danger with clay as the top cover water-resisting layer.
Field study and shop experiment all show, in with a kind of clay as long as after adding gravel formation clay gravel layer by a certain percentage, its intensity, stability, water-resisting property, anti-natural force corrodes, antibiont is invaded and harassed, stop the performance of aspects such as capillary water migration all obviously to be better than clay seam, plan to build the Q2 clay gravel layer of disposing the site, storehouse as southwest, the erosion of (greater than the 250000 years) natural force that experienced very long geochron, so far still preserve good, and it is waterproof basically, in prospect pit of excavating and exploratory trench, do not see root system of plant yet and extend to the clay gravel layer, (root system of plant only is confined to the top layer weathering and remains soil layer) do not see the cave of toy excavation yet, do not see cracking, phenomenon such as subside.
Top cover is that the important ingredient in storehouse is disposed in shallow embedding, and the quality of top cover performance plays an important role to the safety of disposing the storehouse, the reliable top cover of steady quality even can reduce other protective barrier requirement, save build Kucheng this.
The present patent application people adopts the method for geology analogy, fully complies with and in conjunction with local physical feature and geologic condition, carries out the technology path that open-air analogy investigation, experiment and laboratory experiment combine, and lays particular emphasis on the function and the paractical research of top cover.And the result that geology class ratio method obtains be reliably, the laboratory can't simulate.
The top cover vegetable layer adopted local soil or clay seam in the past, and this achievement in research is to adopt local sand gravel layer as the top cover vegetable layer, compare with soil horizon to have more superiority, as:
1. more help the plant growth.
2. the ability that anti-natural force corrodes and antibiont is invaded and harassed improves good stability greatly.
3. the pore water that can block in the water-resisting layer that underlies is drained by the formation of capillary water, the stability and the water-resisting property of water-resisting layer thereby protection is underlied.
4. it is convenient to get material, and construction is easy, and cost is low.
The top cover water-resisting layer adopted clay or clay doping in the past, and this achievement in research is fairly obvious with the clay seam comparative superiority for adopting the clay gravel layer, as:
1.. aspect mechanical property, compressive strength improves, and has certain plasticity.
2. anti-natural force corrodes and biological ability of invading and harassing improves greatly.
3. cracking resistance, the anti-good stability that subsides.
4. barrier performance improves.
Reduce capillary water migration height and prolonged migration time (the capillary water straight line rises in the clay, and the capillary water curve rises in the clay gravel layer).
Because the raising of above-mentioned performance, can reduce the thickness of top cover, increase storage capacity, reduce build Kucheng this, and reliability and security improve greatly.
The foregoing description is that foregoing of the present invention is further described, but this should be interpreted as that the scope of the above-mentioned theme of the present invention only limits to the foregoing description.All technology that realizes based on foregoing all belong to scope of the present invention.
Claims (5)
1. top cover of radwaste shallow buried repository, it is characterized in that comprising the surperficial vegetable layer of forming by sand, gravel, be positioned at the compound with it last water-resisting layer of forming by clay, gravel of surperficial vegetable layer bottom surface, be positioned at the water guide layer that the compound with it gravel of water-resisting layer bottom surface is formed, be positioned at the compound with it following water-resisting layer of forming by clay, gravel of water guide layer bottom.
2. radioactive waste repository top cover as claimed in claim 1, the percentage by weight that it is characterized in that surperficial vegetable layer medium sand, gravel is 55～65%, 35～45%, the gravel gravel directly is 2～10cm, the percentage by weight of last water-resisting layer, following water-resisting layer medium clay soil, gravel is respectively 60～68%, 40～32%, the gravel gravel directly is 10～30cm, gravel gravel in the water guide layer directly is 2～30cm, and the voidage that water guide layer cobble-stone forms is 8～15%.
3. top cover of radwaste shallow buried repository as claimed in claim 2, the percentage by weight that it is characterized in that surperficial vegetable layer medium sand, gravel is 60%, 40%, the percentage by weight of last water-resisting layer, following water-resisting layer medium clay soil, gravel is 64%, 36%.
4. as the described radioactive waste repository top cover of one of claim 1～3, it is characterized in that the gradient on the surperficial vegetable layer is 5～10 °.
5. as the described radioactive waste repository top cover of one of claim 1～3, it is characterized in that water guide layer bottom is provided with the trench drain.
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| CN106089265A (en) * | 2016-08-10 | 2016-11-09 | 长江勘测规划设计研究有限责任公司 | A kind of low and intermediate level radioac grotto disposes storehouse antiseepage drainage system and drainage system construction method |
| CN106499416A (en) * | 2016-12-15 | 2017-03-15 | 长江勘测规划设计研究有限责任公司 | Low and intermediate level radioac grotto type disposal site waterproof and water drainage system and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106089265A (en) * | 2016-08-10 | 2016-11-09 | 长江勘测规划设计研究有限责任公司 | A kind of low and intermediate level radioac grotto disposes storehouse antiseepage drainage system and drainage system construction method |
| CN106089265B (en) * | 2016-08-10 | 2018-08-07 | 长江勘测规划设计研究有限责任公司 | A kind of low and intermediate level radioac grotto disposition library antiseepage drainage system and drainage system construction method |
| CN106499416A (en) * | 2016-12-15 | 2017-03-15 | 长江勘测规划设计研究有限责任公司 | Low and intermediate level radioac grotto type disposal site waterproof and water drainage system and construction method |
| CN106499416B (en) * | 2016-12-15 | 2018-07-24 | 长江勘测规划设计研究有限责任公司 | Low and intermediate level radioac grotto type disposal site waterproof and water drainage system and construction method |
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