CN103245391B - Model test apparatus and test method for monitoring dam saturation line - Google Patents
Model test apparatus and test method for monitoring dam saturation line Download PDFInfo
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Abstract
The invention discloses a model test apparatus for monitoring a dam saturation line. The model test apparatus comprises a model tank; an upstream-side drainage mechanism which is communicated with the inside of the model tank is arrange at one end of the model tank, a water level monitoring mechanism and a downstream-side drainage mechanism which are communicated with the inside of the model tank are arranged at the other opposite end of the model tank, and a water inlet mechanism which is communicated with the inside of the model tank is arranged at the bottom of the model tank; a pressure measuring mechanism which is communicated with the inside of the model tank is arranged in the front of the model tank; and a model is arranged in the model tank, and a dam displacement monitoring mechanism is arranged on the model. The invention further discloses a test method implemented by the aid of the apparatus. The model test apparatus and the test method have the advantages that the model test apparatus and the test method can be applied to indoor simulation tests and research on dam saturation lines in various structural forms and filling types under various working conditions, changes of the saturation line under different working conditions can be observed via indoor sand tank model testes, main influencing factors and relevant change laws of retardation of the saturation line are studied, and data and reference are provided for further theoretical study.
Description
Technical field
The present invention relates to a kind of dam seepage line monitoring model test unit and test method thereof.
Background technology
Core-wall in earth and rockfill dam is the antiseepage part of dam body, in the operation of dam body, mainly play antiseepage effect, and the stable main dam shell of upstream and downstream that relies on of dam maintains.Therefore, the general clay content of earth material of core-wall is comparatively large, and mean grain size is less, and infiltration coefficient is lower.Because the infiltration coefficient of dam shell material and core-wall material has big difference, it is generally acknowledged that the infiltration head of core-wall upstream side is exactly reservoir level, namely the dash position of core-wall is exactly the reservoir level before dam.
It is generally acknowledged, reservoir level lifting can cause change to dam body seepage field.Because earth-rock dam shell infiltration coefficient is large, the saturation of dam shell with reservoir level change rising or falling speed soon and milder; Clay core wall infiltration coefficient is little, and the change of core-wall saturation is waited a moment suddenly, much slow to fluctuation in stage response.That is, infiltration coefficient is responsive to fluctuation in stage greatly, response is fast, otherwise insensitive and impact is slow.But through after a period of time, the change of saturation is nearly all consistent, is more or less the same.
But according to part engineering monitoring data discovery saturation with upstream water level lifting retardation change phenomenon, and apparently higher than theoretical value, occur " inverted-siphon " phenomenon, and this phenomenon is in the stable not disappearance afterwards for a long time of reservoir level.In Practical Project, the reservoir runtime there will be the emergency condition such as people's air defense or dam body maintenance, needs rapid blow-down storehouse water.Discharge water in process at reservoir, produce transient seepage flow in dam body, often cause earth and rockfill dam dam body landslide accident.Therefore the generation causing this kind of accident because Drawdown of Reservoir Water Level speed is too fast must be prevented in Practical Project.For carrying out the stability analysis of upstream dam slope, need the position determining day part dam seepage line in Drawdown of Reservoir Water Level process.Also there is inverted-siphon in dam body simultaneously in the process of retaining, also there is saturation hysteresis phenomenon.But at present also not to the device that above-mentioned phenomenon is monitored.
Due to theoretical analysis and numerical method select by parameter, the impact of the factor such as model is chosen, constitutive relation is very big, the rationality of analysis result and representativeness is more difficult determines.Site test work affects comparatively large by the aspect such as environmental factor, human factor, be difficult to carry out multi-state analysis of experiments to research contents.Model test can make the phenomenon occurred in engineering reproduce out in the lab, but also can carry out independent control to the principal element in test, therefore in the process analyzing inverted siphon phenomenon, have employed the test of indoor sand box model and study.
Summary of the invention
The object of the invention is for overcoming above-mentioned the deficiencies in the prior art, a kind of dam seepage line monitoring model test unit and test method thereof are provided, it is by the indoor sand box model test of dam seepage line, the situation of change of observation saturation under different operating mode, the major influence factors that research saturation is delayed and associated change rule.Model adopts homogeneous earth dam, by transformation model dam embankment density, controls dam body infiltration coefficient; Observation is under upstream water level situation of change, and the situation of change of dam seepage line, research dam body infiltration coefficient changes the delayed impact of dam seepage line and rule thereof.Retaining can be monitored and discharge water on the impact of Dam body displacement simultaneously.This device can be applicable to multiple structural form and fills the multi-state simulation laboratory test of dam seepage line of type, research.
For achieving the above object, the present invention adopts following technical proposals:
A kind of dam seepage line monitoring model test unit, comprise model groove, model groove one end is provided with the side drainage mechanism that meets water be communicated in model groove, the relative other end is provided with and is communicated to water level monitoring mechanism in model groove and land side drainage mechanism, and model trench bottom is provided with the water intake mechanism that be communicated with inner with it; The pressure measuring mechanism that be communicated with inner with it is provided with on front side of model groove; Be provided with model in model groove, model is provided with Dam body displacement mechanism for monitoring.
Described model groove is the rectangular structure of upper opening, and its front and back sides adopts armourplate glass to make, and other faces adopt steel plate as primary structure member; Connect in aggregates by welding between steel plate.
Described model groove inside surface scribbles one rust protection paint and one deck grout, is used for preventing steel plate corrosion, Relative sliding and clearance leakage; Pre-plugged rubber bar inside model cell body, prevents dam body and model groove surface of contact from producing around oozing phenomenon.
The all bodies of described model groove are provided with some reinforcing steel bars, and steel bar and model groove pass through bolt anchoring.
The cross section of described model is trapezoidal dam body, and the upstream and downstream dam facing of described dam body adopts geotextile and sandy gravel bank protection, and the dam slope face ratio of slope of dam body is 1:1.4.
Described meet water side drainage mechanism and land side drainage mechanism respectively correspondence comprise meet water side drainpipe and land side drainpipe, meet water one end of side drainpipe and land side drainpipe all extend in model groove, on meet water side drainpipe and land side drainpipe respectively correspondence be provided with the side water discharging valve that meets water, the side drain flow-meter that meets water, land side water discharging valve and land side drain flow-meter.
Described water level monitoring mechanism comprises monitoring pipe, and monitoring pipe comprises plastic monitoring pipe and vertical-shaped glass tube with a scale; Described plastic monitoring pipe one end is communicated with in model groove, and the other end is connected with vertical-shaped glass tube with a scale by metal winding pipe, overall formation U-tube.
Described water intake mechanism comprises water inlet pipe, and described water inlet pipe one end is communicated with in model groove, and the other end is connected with pressure regulation water pump, and water inlet pipe is provided with inlet valve and feed water flow gauge.
Described pressure measuring mechanism comprises the some piezometric tube preformed holes be arranged on front side of model groove; Be equipped with a piezometric tube in each piezometric tube preformed hole, piezometric tube comprises metal straight pipe and plexi-glass tubular with a scale, connects between metal straight pipe and plexi-glass tubular with metal winding pipe; Piezometric tube inlet segment adopts the metal straight pipe of punching on it to be layed in dam body bottom; Simultaneously for ensure pipeline section inlet opening not blocked, adopt around metal straight pipe microlith subring around.
Described Dam body displacement mechanism for monitoring comprises the high precision grating scale being arranged in dam slope before and after dam body respectively.
Utilize a test method for dam seepage line monitoring model test unit, step is as follows:
One, modelling
(1) preliminary work
According to design, analogue formation groove, lays inlet pipe, drain pipe, monitoring pipe and appurtenances thereof;
Record the water cut of original soil material, in earth material, be evenly added with the water yield calculated, make the water cut of the clay of building a dam at optimum moisture content, prepare rear maintenance 24h;
Control dry density method: the weight of required earth material of building a dam according to the dry density conversion designed;
M
soil=ρ
dry(1+ ω) V
if
M in formula
soil, ρ
dry, ω and V
ifrepresent respectively---required quality of earth material, dry density, water percentage, design of dam body volume;
By calculating needed for soil compaction become respective volume, the dam body of required dry density can be obtained;
(2) shop fixtures, lays piezometric tube
First earth material filling building model bottom is used, compacting as requested, excavate the soil body the piezometric tube preformed hole place that corresponding model groove is reserved is counter, lay piezometric tube, water inlet segment adopts diameter 10mm perforated metal pipe, simultaneously not blocked for ensureing pipeline section inlet opening, pipeline section adopt microlith subring around, and fill compaction makes it fix; After fixing piezometric tube, continue to fill model dam body, should be noted piezometric tube during compacting, with anti-tamper;
(3) dam embankment
Model dam body size adjusts according to model scale, and the design's model scale adopts λ
l=λ
h=40;
λ
land λ
hrepresent length guide and height guide respectively;
Dam body fills according to the following steps:
1. along the horizontal slice of model short transverse, earth material every layer making 10cm, placement in layers from low to high, controls every lamination real even and closely knit, until fill end; 2. remove impurity in earth material in time, and adjust selection and the soil amount of soil according to earth material actual conditions; 3. manually fill compacting, compacting method adopts artificial shock plate; In compacting process, note the compaction rate of edge soil layer, namely note the process that soil contacts with cell wall glass plate and bottom steel plate; 4. after tamping in layers, hair process is drawn to upper surface, in order to avoid loose contact between soil layer; 5., after model fills, slope process is cut to model;
(4) model dam shell fills
First laid geotextile protection on clay dam body, then fill model dam shell; Dam body casing material chooses grit stone, mainly plays the effect of protection core-wall in experimentation;
(5) grating scale is installed
Front and back dam slope respectively arranges a high precision grating scale; The fixing of grating scale is noted during installation;
Two, test procedure
(1) first close water discharging valve, read grating scale reading; Open inlet valve, control inlet valve and open size, observation feed water flow gauge reading, make current inject dam body and to meet water side, retaining to maximum retaining height, closedown inlet valve; Stable a period of time makes dam body fully saturated, reads grating scale reading, observes each piezometric level, until stable;
(2) simulate reservoir to discharge water, the situation that upstream water level declines; After model side slope reaches capacity and is in steady state (SS), the unlatching side water discharging valve that meets water discharges water, upstream water level is declined with certain speed, by controlling to meet water the size of side water discharging valve, observe the side drain flow-meter reading that meets water, keep the speed of water level decreasing even, until drop to lowest water level; While discharging water, the change of the water level of each piezometric tube of observational record; According to model scale, then the time of model test observation is 1/40 times of the corresponding real time; In upstream water level decline process, adopt the SEA LEVEL VARIATION and grating scale reading of within 1 time/5 minutes, observing a piezometric tube; After stable level in vertical-shaped glass tube, observation frequency can be reduced according to piezometric level situation of change, reduce observation frequency gradually;
(3) discharge water after end, close the side water discharging valve that meets water, continue observation and the observation of grating scale reading of piezometric level, until stable;
(4) when piezometric level no longer changed in 4 hours, think that dam seepage line is stablized; Measuring each moment imbeds the corresponding water level value of each piezometric tube in dam body, draws in a certain moment dam and waits head line, obtains the curve observe the Different Effects that SEA LEVEL VARIATION speed produces saturation over time of saturation in dam; The change of contrast grating scale reading, draws the change in displacement of Different periods dam body, obtains the Different Effects that certain filling rate and drainage rates produce Dam body displacement.
Cast material of the present invention and size
According to similarity mechanics principle and prototype condition design, modeling and carry out model test.In order to the analogy method that the seepage action of ground water phenomenon studied proposes, simulate based on the identical math equation similar physical phenomenon that other medium produces.
Sand box model simulated condition
Simulated condition one:
The research of Problems of Seepage Flow, method is sand box model test the most intuitively.For making the current of the complete playback native state of the water movement in model, model scale must based on certain similarity criterion.
Prototype is represented without subscript person in formula; Subscript m represents model.
When getting normal model (L
r=k
r=h
r) time,
ν
r=k
rand
In formula, L, k, h, t and μ represent-length, infiltration coefficient, head, time and voidage respectively.
Then for homogeneous clay dam model, k
xr=k
yr=k
zrν
xr=ν
yr=ν
zr.
When considering that steady seepage field when its original state certainly will be set water levels of upstream and downstream, therefore can carry out Slurry pump motor by the model scale of steady seepage based on the unsteady state flow through porous medium in the caused dam body of reservoir level landing.Subsequently, reservoir level declines according to actual depression curve, measures a certain moment dam body pore water pressure distribution, i.e. momentary stabilization flow field.Its time scale ratio is identical with steady seepage.
Simulated condition two:
The seepage deformation evolution of layer of sand under seepage force effect is mainly studied in sand box model test, therefore prototype natural material generally got by cast material, model can be made so completely equal with the anti-permeability strength of material with the hydraulic gradient of prototype, to reflect prototype situation to greatest extent.
The length guide of delivery type
wherein the subscript of λ represents physical quantity, and subscript N represents prototype amount, subscript M representative model amount.
If seepage flow meets Darcy's law V=kJ, then the normal model guide of seepage flow under pressure closes and is:
Geometry guide λ
l=λ
h(level is equal with vertical length guide)
Flow velocity guide
Flow guide
Time scale ratio
Beneficial effect of the present invention:
1. can the parameter such as adjustment model size, SEA LEVEL VARIATION, water inlet speed and drainage rates at any time, be applicable to different working condition and cast anchor the test of pull-type barricade stress and displacement.
2. can monitor retaining and discharge water on the impact of Dam body displacement.
3., by changing the type of filler, different filler can be simulated and to cast anchor pull-type cantilever barricade stress distribution, change in displacement, axis force of anchor Changing Pattern.
4. reasonable in design, be easy to processing, test can be repeated.
5. provide dam seepage line monitoring model test method.
Accompanying drawing explanation
Fig. 1 is model structural representation of the present invention;
Fig. 2 is bath scaled model experimental device structural representation;
Wherein 1. model groove, 2. model, 3. monitoring pipe, 4. water inlet pipe, 5. inlet valve, 6. pressure regulation water pump, 7. piezometric tube, 8. bank protection, 9. meet water side drainpipe, 10. meet water side water discharging valve, 11. land side drainpipes, 12. land side water discharging valves, 13. meet water side drain flow-meter, 14. feed water flow gauge, 15. land side drain flow-meter, 16. high precision grating scales, 17. meet water side.
Embodiment
Below in conjunction with drawings and Examples, the present invention is further described.
As shown in Figure 1 and Figure 2, dam seepage line monitoring model test unit, comprises model groove, model, water inlet system, unwatering system, water level monitoring system, pressure measuring system, Dam body displacement monitoring system.
Model groove 1 one end is provided with drainpipe 9, and the other end is provided with monitoring pipe 3 and drainpipe 11, is provided with water inlet pipe 4 bottom model groove 1; Some piezometric tube preformed holes are provided with on front side of model groove 1; Model 2 is positioned in model groove 1, and cross section is trapezoidal dam body, and the upstream and downstream dam facing of model adopts geotextile and sandy gravel bank protection 8.
Model groove 1 is the rectangular structure of upper opening, adopts steel plate as model groove main bearing member.Connect in aggregates by welding between steel plate.Simultaneously for the ease of viewing test phenomenon, the both sides of model groove adopt armourplate glass to make.
Model groove 1 inside surface scribbles one rust protection paint and one deck grout, be used for preventing steel plate corrosion, Relative sliding and clearance leakage.Pre-plugged rubber bar inside model cell body, prevents dam body and model groove surface of contact from producing around oozing phenomenon.
Model groove 1 week body is provided with some reinforcing steel bars, and steel bar and model groove pass through bolt anchoring.
The cross section of model 2 is trapezoidal dam body, and the upstream and downstream dam facing of described dam body adopts geotextile and sandy gravel bank protection 8, and the domatic ratio of slope of dam adopts 1:1.4.
Water inlet system comprises inlet valve 5, water inlet pipe 4 and pressure regulation water pump 6, feed water flow gauge 14, and described water inlet pipe 4 one is connected to model groove 1, and another is connected to pressure regulation water pump 6, and water inlet pipe 4 is provided with inlet valve 5 and feed water flow gauge 14.
Unwatering system comprises the side drainpipe 9 that meets water, the side water discharging valve 10 that meets water, the side drain flow-meter 13 that meets water, land side drainpipe 11, land side water discharging valve 12, land side drain flow-meter 15, the described side drainpipe 9 that meets water is connected with model groove 1, and the side drainpipe 9 that meets water is provided with meet water side water discharging valve 10 and the side drain flow-meter 13 that meets water; Described land side drainpipe 11 is connected with model groove 1, and land side drainpipe 11 is provided with land side water discharging valve 12 and land side drain flow-meter 15.
Water level monitoring system comprises monitoring pipe 3.Monitoring pipe is by plastic monitoring pipe and vertical-shaped glass tube with a scale, and described plastic monitoring Guan Yixiang is connected with model groove 1, and another is connected to metal winding pipe with vertical-shaped glass tube with a scale, forms U-tube in order to monitor water level.
Pressure measuring system is made up of some piezometric tube 7.Some piezometric tube preformed holes are arranged in glass plate side, are convenient to the change of observed stage.Be equipped with a piezometric tube 7 in each preformed hole, piezometric tube 7 adopts metal tube and plexi-glass tubular with a scale to be made, and connects between metal tube and glass tube with metal winding pipe.Piezometric tube inlet segment adopts diameter 10mm perforated metal pipe, is layed in dam body bottom.Simultaneously not blocked for ensureing pipeline section inlet opening, pipeline section adopt microlith subring around.
Dam body displacement monitoring system comprises high precision grating scale 16.Front and back dam slope respectively arranges a high precision grating scale 16.
Here is modelling of the present invention and concrete three concrete test methods:
One, modelling
(1) preliminary work
According to design, analogue formation groove, model groove adopts 10mm steel plate as primary structure member, and simultaneously for the ease of viewing test phenomenon, the both sides of test flume adopt armourplate glass to make.Model flute length 4m, wide 1m, high 1m, concrete size adjusts according to test model.For ease of the change of observed stage, piezometric tube is arranged in glass plate side.
The side of model groove adopts tempered glass to make, and tempered glass intensity is large, and transparency is high.Be conducive to ensureing safety when model fills and the observation in process of the test like this.
Model groove inside surface is owing to contacting with model embankment, and for preventing the situations such as steel plate corrosion, Relative sliding and clearance leakage, its inside surface is coated with rust protection paint together, and is coated with one deck grout, to strengthen the contact between the soil body and casing.
In order to prevent dam body and model groove surface of contact from producing around oozing phenomenon, pre-plugged rubber bar inside cell body.
Water tank is installed, lays the affiliated facility such as water pipe and tank.
Record the water cut of original soil material, in earth material, be evenly added with the water yield calculated, make the water cut of the clay of building a dam near optimum moisture content, prepare rear maintenance 24h.
Control dry density method: the weight of required earth material of building a dam according to the dry density conversion designed.
M
soil=ρ
dry(1+ ω) V
if
M in formula
soil, ρ
dry, ω and V
ifrepresent respectively---required quality of earth material, dry density, water percentage, design of dam body volume;
By calculating needed for soil compaction become respective volume, the dam body of required dry density can be obtained.
Model adopts homogenous viscous soil earth dam, and the design's model scale adopts λ
l=λ
h=40.Model height of dam gets 1.0m, the wide 0.2m of dam crest, dam bottom width 2.8m; Along axis of dam length 1m.In order to protect dam slide stabilization, adopt geotextile and sandy gravel bank protection at dam body upstream and downstream dam facing, the domatic ratio of slope of dam adopts 1:1.4, and dam crest overall width is 0.2m, and overall width at the bottom of dam is 3m.Model is as shown in Figure 1 domatic.Moulded dimension and filling material, can according to Practical Project and adopt model scale suitably to adjust.
(2) shop fixtures, lays piezometric tube
First use earth material filling building model bottom, as requested compacting, this test employing 94% compactness, can adjust according to Practical Project.Compacting key problems: 1. divide ten layers to fill dam body, controls every lamination real even and closely knit as far as possible; 2. the process that soil contacts with cell wall glass plate and bottom iron plate is noted; When 3. filling, to carry out between each soil layer scraping hair process, prevent loose contact between soil layer.Banket after reaching certain elevation and excavate the soil body the piezometric tube preformed hole place that corresponding model groove is reserved is counter, require to arrange piezometric tube according to moulded dimension and observation.Dam body center line and dam abutment place, both sides respectively arrange a piezometric tube, and front and back dam slope respectively arranges three piezometric tube, and a piezometric tube respectively arranged by front and back sandy gravel bank protection.Other sections, can adjust piezometric tube arrangement as the case may be.
Piezometric tube mainly adopts plexi-glass tubular with a scale and metal tube to make, and connects with metal winding pipe, and water inlet segment adopts diameter 10mm perforated metal pipe, simultaneously not blocked for ensureing pipeline section inlet opening, the subring of pipeline section employing microlith around.Water inlet segment adopts diameter 10mm perforated metal pipe, simultaneously not blocked for ensureing pipeline section inlet opening, pipeline section adopt microlith subring around, and fill compaction makes it fix.After fixing piezometric tube, continue to fill model dam body, should be noted piezometric tube during compacting, with anti-tamper.
(3) dam embankment
Model dam body size adjusts according to model scale, and the design's model scale adopts λ
l=λ
h=40;
λ
land λ
hrepresent length guide and height guide respectively;
Model dam body fills according to the following steps:
1. carry out horizontal slice along model short transverse, earth material every layer making 10cm, placement in layers from low to high, control every lamination as far as possible real even and closely knit, until fill end; 2. remove impurity in earth material in time, and adjust selection and the soil amount of soil according to earth material actual conditions; 3. manually fill compacting, compacting method adopts artificial shock plate.In compacting process, note the compaction rate (namely noting the process that soil contacts with cell wall glass plate and bottom iron plate) of edge soil layer; 4., after tamping in layers, carry out drawing hair process, in order to avoid loose contact between soil layer to upper surface; 5., after model fills, model is cut to the process such as slope.
(4) model dam shell fills
First laid geotextile protection on clay dam body, then fill model dam shell.Dam body casing material chooses grit stone, mainly plays the effect of protection core-wall in experimentation.
(5) grating scale is installed
Front and back dam slope respectively arranges a high precision grating scale.The fixing of grating scale is noted during installation.
Two, test method, enumerates three concrete test methods in the present invention.
Embodiment 1: dam body adopts clay material to fill, and water intake velocity is 5cm/min, 10cm/min, 15cm/min.
(1) first close water discharging valve, read grating scale reading.Open inlet valve, control inlet valve and open size, observation feed water flow gauge reading, make current inject dam body with the speed of 5cm/min and to meet water side 17.
(2) while retaining, the change of the water level of each piezometric tube of observational record and grating scale reading.According to model scale, then the time of model test observation is 1/40 times of the corresponding real time.In upstream water level decline process, adopt the SEA LEVEL VARIATION and grating scale reading of within 2 times/1 minute, observing a piezometric tube.After retaining to maximum retaining height 0.8m, close inlet valve.Stable a period of time makes dam body fully saturated, during stabilization still continues to read grating scale reading, observes each piezometric level, until stable.
(3) simulate reservoir to discharge water, the situation that upstream water level declines.After model side slope reaches capacity and is in steady state (SS), the unlatching side water discharging valve that meets water discharges water, upstream water level is declined with the speed that discharges water of 0.25cm/min, by controlling to meet water the size of side water discharging valve, observe the side drain flow-meter reading that meets water, keep the speed of water level decreasing even, until drop to lowest water level as far as possible.While discharging water, the change of the water level of each piezometric tube of observational record.According to model scale, then the time of model test observation is 1/40 times of the corresponding real time.In upstream water level decline process, adopt the SEA LEVEL VARIATION and grating scale reading of within 1 time/5 minutes, observing a piezometric tube.After stable level in vertical-shaped glass tube, observation frequency can be reduced according to piezometric level situation of change, reduce observation frequency gradually.
(4) discharge water after end, close the side water discharging valve that meets water, continue observation and the observation of grating scale reading of piezometric level, until stable.
(5) after draining with same material again analogue formation body, replacing filling rate is 10cm/min and 15cm/min.Repeat step (1), (2), (3).
Different filling rate is tested on the impact of dam seepage line hysteresis phenomenon and different filling rate to the impact of Dam body displacement by this test unit.
Embodiment 2: dam body adopts clay material to fill, and water intake velocity 5cm/min, drainage speed is 0.25cm/min, 0.45cm/min, 0.65cm/min.
(1) first close water discharging valve, read grating scale reading.Open inlet valve, control inlet valve and open size, observation feed water flow gauge reading, make current inject dam body with the speed of 5cm/min and to meet water side 17, retaining to maximum retaining height 0.8m, closedown inlet valve.Stable a period of time makes dam body fully saturated, reads grating scale reading, observes each piezometric level, until stable.
(2) simulate reservoir to discharge water, the situation that upstream water level declines.After model side slope reaches capacity and is in steady state (SS), the unlatching side water discharging valve that meets water discharges water, upstream water level is declined with the speed that discharges water of 0.25cm/min, by controlling to meet water the size of side water discharging valve, observe the side 17 drain flow-meter reading that meets water, keep the speed of water level decreasing even, until drop to lowest water level as far as possible.While discharging water, the change of the water level of each piezometric tube of observational record.According to model scale, then the time of model test observation is 1/40 times of the corresponding real time.In upstream water level decline process, adopt the SEA LEVEL VARIATION and grating scale reading of within 1 time/5 minutes, observing a piezometric tube.After stable level in vertical-shaped glass tube, observation frequency can be reduced according to piezometric level situation of change, reduce observation frequency gradually.
(3) discharge water after end, close the side water discharging valve that meets water, continue observation and the observation of grating scale reading of piezometric level, until stable.
(4) after draining with same material again analogue formation body, changing the speed that discharges water is 0.45cm/min and 0.65cm/min.Repeat step (1), (2), (3).
By the different speed that discharges water of this test unit test on the impact of dam seepage line hysteresis phenomenon and the different impact of speed on Dam body displacement that discharge water.
Embodiment 3: dam body adopts clay material and silt material to fill, and water intake velocity 5cm/min, drainage speed is 0.25cm/min, 0.45cm/min, 0.65cm/min.
(1) fill dam body with clay material, close water discharging valve, read grating scale reading.Open inlet valve, control inlet valve and open size, observation feed water flow gauge reading, make current inject dam body with the speed of 5cm/min and to meet water side 17, retaining to maximum retaining height 0.8m, closedown inlet valve.Stable a period of time makes dam body fully saturated, reads grating scale reading, observes each piezometric level, until stable.
(2) simulate reservoir to discharge water, the situation that upstream water level declines.After model side slope reaches capacity and is in steady state (SS), the unlatching side water discharging valve that meets water discharges water, upstream water level is declined with the speed that discharges water of 0.25cm/min, by controlling to meet water the size of side water discharging valve, observe the side drain flow-meter reading that meets water, keep the speed of water level decreasing even, until drop to lowest water level as far as possible.While discharging water, the change of the water level of each piezometric tube of observational record.According to model scale, then the time of model test observation is 1/40 times of the corresponding real time.In upstream water level decline process, adopt the SEA LEVEL VARIATION and grating scale reading of within 1 time/5 minutes, observing a piezometric tube.After stable level in vertical-shaped glass tube, observation frequency can be reduced according to piezometric level situation of change, reduce observation frequency gradually.
(3) discharge water after end, close the side water discharging valve that meets water, continue observation and the observation of grating scale reading of piezometric level, until stable.
(4) after draining with identical silt material again analogue formation body, repeat step (1), (2), (3).
The impact of different dam embankment materials on dam seepage line hysteresis phenomenon and the impact of Dam body displacement is tested by this test unit.
By reference to the accompanying drawings the specific embodiment of the present invention is described although above-mentioned; but not limiting the scope of the invention; one of ordinary skill in the art should be understood that; on the basis of technical scheme of the present invention, those skilled in the art do not need to pay various amendment or distortion that creative work can make still within protection scope of the present invention.
Claims (8)
1. a dam seepage line monitoring model test unit, it is characterized in that, comprise model groove, model groove one end is provided with the side drainage mechanism that meets water be communicated in model groove, the relative other end is provided with and is communicated to water level monitoring mechanism in model groove and land side drainage mechanism, and model trench bottom is provided with the water intake mechanism that be communicated with inner with it; The pressure measuring mechanism that be communicated with inner with it is provided with on front side of model groove; Be provided with model in model groove, model is provided with Dam body displacement mechanism for monitoring;
Described model groove is the rectangular structure of upper opening, and its front and back sides adopts armourplate glass to make, and other faces adopt steel plate as primary structure member; Connect in aggregates by welding between steel plate;
Described Dam body displacement mechanism for monitoring comprises the high precision grating scale being arranged in dam slope before and after dam body respectively.
2. dam seepage line monitoring model test unit as claimed in claim 1, is characterized in that, described model groove inside surface scribbles one rust protection paint and one deck grout; Rubber bar is embedded with inside model cell body; The all bodies of described model groove are provided with some reinforcing steel bars, and steel bar and model groove pass through bolt anchoring.
3. dam seepage line monitoring model test unit as claimed in claim 1, it is characterized in that, the cross section of described model is trapezoidal dam body, and the upstream and downstream dam facing of described dam body adopts geotextile and sandy gravel bank protection, and the dam slope face ratio of slope of dam body is 1:1.4.
4. dam seepage line monitoring model test unit as claimed in claim 1, it is characterized in that, described meet water side drainage mechanism and land side drainage mechanism respectively correspondence comprise meet water side drainpipe and land side drainpipe, meet water one end of side drainpipe and land side drainpipe all extend in model groove, on meet water side drainpipe and land side drainpipe respectively correspondence be provided with the side water discharging valve that meets water, the side drain flow-meter that meets water, land side water discharging valve and land side drain flow-meter.
5. dam seepage line monitoring model test unit as claimed in claim 1, it is characterized in that, described water level monitoring mechanism comprises monitoring pipe, and monitoring pipe comprises plastic monitoring pipe and vertical-shaped glass tube with a scale; Described plastic monitoring pipe one end is communicated with in model groove, and the other end is connected with vertical-shaped glass tube with a scale by metal winding pipe, overall formation U-tube.
6. dam seepage line monitoring model test unit as claimed in claim 1, it is characterized in that, described water intake mechanism comprises water inlet pipe, and described water inlet pipe one end is communicated with in model groove, the other end is connected with pressure regulation water pump, and water inlet pipe is provided with inlet valve and feed water flow gauge.
7. dam seepage line monitoring model test unit as claimed in claim 1, it is characterized in that, described pressure measuring mechanism comprises the some piezometric tube preformed holes be arranged on front side of model groove; Be equipped with a piezometric tube in each piezometric tube preformed hole, piezometric tube comprises metal straight pipe and plexi-glass tubular with a scale, connects between metal straight pipe and plexi-glass tubular with metal winding pipe; Piezometric tube inlet segment adopts the metal straight pipe of punching on it to be layed in dam body bottom; Adopt around metal straight pipe microlith subring around.
8. utilize a test method for dam seepage line monitoring model test unit described in claim 1, it is characterized in that, step is as follows:
One, modelling
(1) preliminary work
According to design, analogue formation groove, lays inlet pipe, drain pipe, monitoring pipe and appurtenances thereof;
Record the water cut of original soil material, in earth material, be evenly added with the water yield calculated, make the water cut of the clay of building a dam at optimum moisture content, prepare rear maintenance 24h;
Control dry density method: the weight of required earth material of building a dam according to the dry density conversion designed;
M
soil=ρ
dry(1+ ω) V
if
In formula, m
soil, ρ
dry, ω and V
ifrepresent respectively---required quality of earth material, dry density, water percentage, design of dam body volume;
By calculating needed for soil compaction become respective volume, the dam body of required dry density can be obtained;
(2) shop fixtures, lays piezometric tube
First earth material filling building model bottom is used, compacting as requested, excavate the soil body the piezometric tube preformed hole place that corresponding model groove is reserved is counter, lay piezometric tube, water inlet segment adopts diameter 10mm perforated metal pipe, simultaneously not blocked for ensureing pipeline section inlet opening, pipeline section adopt microlith subring around, and fill compaction makes it fix; After fixing piezometric tube, continue to fill model dam body, should be noted piezometric tube during compacting, with anti-tamper;
(3) dam embankment
Model dam body size adjusts according to model scale, and this model scale adopts λ
l=λ
h=40; λ
land λ
hrepresent length guide and height guide respectively;
Dam body fills according to the following steps:
1. along the horizontal slice of model short transverse, earth material every layer making 10cm, placement in layers from low to high, controls every lamination real even and closely knit, until fill end; 2. remove impurity in earth material in time, and adjust selection and the soil amount of soil according to earth material actual conditions; 3. manually fill compacting, compacting method adopts artificial shock plate; In compacting process, note the compaction rate of edge soil layer, namely note the process that soil contacts with cell wall glass plate and bottom steel plate; 4. after tamping in layers, hair process is drawn to upper surface, in order to avoid loose contact between soil layer; 5., after model fills, slope process is cut to model;
(4) model dam shell fills
First laid geotextile protection on clay dam body, then fill model dam shell; Dam body casing material chooses grit stone, mainly plays the effect of protection core-wall in experimentation;
(5) grating scale is installed
Front and back dam slope respectively arranges a high precision grating scale; The fixing of grating scale is noted during installation;
Two, test procedure
(1) first close water discharging valve, read grating scale reading; Open inlet valve, control inlet valve and open size, observation feed water flow gauge reading, make current inject dam body and to meet water side, retaining to maximum retaining height, closedown inlet valve; Stable a period of time makes dam body fully saturated, reads grating scale reading, observes each piezometric level, until stable;
(2) simulate reservoir to discharge water, the situation that upstream water level declines; After model side slope reaches capacity and is in steady state (SS), the unlatching side water discharging valve that meets water discharges water, upstream water level is declined with certain speed, by controlling to meet water the size of side water discharging valve, observe the side drain flow-meter reading that meets water, keep the speed of water level decreasing even, until drop to lowest water level; While discharging water, the change of the water level of each piezometric tube of observational record; According to model scale, then the time of model test observation is 1/40 times of the corresponding real time; In upstream water level decline process, adopt the SEA LEVEL VARIATION and grating scale reading of within 1 time/5 minutes, observing a piezometric tube; After stable level in vertical-shaped glass tube, observation frequency can be reduced according to piezometric level situation of change, reduce observation frequency gradually;
(3) discharge water after end, close the side water discharging valve that meets water, continue observation and the observation of grating scale reading of piezometric level, until stable;
(4) when piezometric level no longer changed in 4 hours, think that dam seepage line is stablized; Measuring each moment imbeds the corresponding water level value of each piezometric tube in dam body, draws in a certain moment dam and waits head line, obtains the curve observe the Different Effects that SEA LEVEL VARIATION speed produces saturation over time of saturation in dam; The change of contrast grating scale reading, draws the change in displacement of Different periods dam body, obtains the Different Effects that certain filling rate and drainage rates produce Dam body displacement.
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