CN106320391A - Rolling compaction type earth and rockfill dam rolling compaction number experimental determining method - Google Patents
Rolling compaction type earth and rockfill dam rolling compaction number experimental determining method Download PDFInfo
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- CN106320391A CN106320391A CN201610670720.8A CN201610670720A CN106320391A CN 106320391 A CN106320391 A CN 106320391A CN 201610670720 A CN201610670720 A CN 201610670720A CN 106320391 A CN106320391 A CN 106320391A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
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- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a rolling compaction type earth and rockfill dam rolling compaction number experimental determining method and belongs to the technical field of geological engineering construction. The brand-new experimental determining method for the rolling compaction type earth and rockfill dam rolling compaction number with the dam body sedimentation rate influences being indirectly considered is provided, and the optimal rolling compaction number meeting the earth and rockfill dam sedimentation requirement can be obtained. Through rolling compaction experiments, parameters such as the compaction degree lambda i and the redundancy sedimentation rate gamma i are obtained through computation according to corresponding formulas, and the optimal rolling compaction number according to the experiments under the corresponding conditions serves as the rolling compaction number during actual construction. Due to the redundancy sedimentation rate gamma i represents the sedimentation rate of a single layer spreading material, and the final sedimentation rate is actually in direct ratio correlation with the redundancy sedimentation rate gamma i of the single layer spreading material after the dam is completed, the rolling compaction number determined through the method can meet the code requirement that the ratio of the sedimentation amount of the dam top to the dam height after completion is no greater than one, and the optimal economical efficiency can also be considered.
Description
Technical field
The invention belongs to Geological Engineering technical field of construction, the experiment relating to a kind of rolling earth-rock dam rolling layer determines
Method.
Background technology
According to " DLT5395-2007 rolling earth-rock dam design specification ", general earth and rockfill dam all should carry out vertical deformation, i.e.
Analysis by sedimentation, estimates the sedimentation under soil body deadweight and other external load effects, when the total settlement of dam body and the dam foundation and completion
Amount.The superelevation that when determining completion, dam crest should be reserved, and estimate differential settlement amount and the differential settlement at each position of dam body
Gradient, it is judged that the probability in crack occurs and should take to prevent the engineering measure in crack.When dam crest settling amount after the completion calculated
When being more than 1% with the ratio of height of dam, the dam material selected should be proved and fills the reasonability of standard on the basis of analytical calculation achievement
With the necessity taking engineering measure.It is known that earth and rockfill dam deformation analysis is too many owing to relating to factor, it is difficult to accurately estimate,
Therefore specification enrockment roll quality can with construction parameter and with light-duty hit reality or heavy compaction experiment maximum dry density take advantage of
It is controlled with the design dry density of compactness.And construction parameter generally comprise the model of rolling apparatus, frequency of vibration and weight,
Capable spout speed, placement thickness, amount of water, number of rolling etc., it is typically by rolling experiment acquirement.For rolling experiment, permissible
Obtain the model of such as rolling apparatus, frequency of vibration and weight, row spouts the ginsengs such as speed, placement thickness, amount of water, number of rolling
Number, the common practice is to fix other parameter, and the amount of research carried out experiment statistics, and draws curve and find out point of inflexion on a curve,
And think that knee value is i.e. to take into account economy and compactibility optimum point.But this method does not embodies to be wanted dam body settlement rate
Ask, especially high soil stone optimum bathmometry may can not be met the control to dam body settlement.
Summary of the invention
Present invention solves the technical problem that be to provide a kind of brand-new, indirectly consider the impact of dam body settlement rate, for stone roller
The Experimental Determination Method of pressure type earth and rockfill dam rolling layer, can obtain the optimal rolling layer meeting Earth-rockfill Dam Settlements requirement.
The technical solution adopted for the present invention to solve the technical problems is: the experiment of rolling earth-rock dam rolling layer determines
Method, comprises the steps:
A, the original depth Δ H of record earth and stone material monolayer stone；
B, monolayer stone is rolled experiment, record rolling layer NiAnd measure and record roll every time after this monolayer
The total settlement Δ of stonei；Wherein, i takes the positive integer more than or equal to 1；
C, determine rolling layer N when monolayer stone reaches basicly stablemaxAnd the total settlement of now this monolayer stone
Δmax；So-called monolayer stone reaches basicly stable and refers to: record the total of this monolayer stone after once rolling after occurring in for the first time
Settling amount ΔnextWith front once roll after record the total settlement Δ of this monolayer stonepreDifference DELTAnext-Δpre≤
0.1cm, the most i.e. thinks that at a rear rolling layer be Nmax；
D, calculate each rolling layer NiCorresponding compactness λiWith redundancy sedimentation rate γi；Wherein, λi=Δi/Δmax×
100%；Redundancy sedimentation rate γi=(Δmax-Δi)/Δ H × 100%；
E, take and meet γiMinimum rolling layer corresponding under the conditions of≤1% is Nmin1；Take and meet λiUnder the conditions of >=93%
Corresponding minimum rolling layer is Nmin2；
F, take Nmin1And Nmin2In higher value as the rolling layer of practice of construction.
Further: in step F, for Nmin2Value by following situation divide:
1), when earth and rockfill dam is one-level dam or two grades of dams, takes and meet λiMinimum corresponding under the conditions of >=95% rolls
Number of times is Nmin2；
2), when earth and rockfill dam be three grades of dams and following time, value λiMinimum rolling layer corresponding under the conditions of >=93% is
Nmin2。
Further: the theoretic throat of earth and stone material monolayer stone can be 20mm, 25mm, 30mm, 35mm or 40mm.
The invention has the beneficial effects as follows: by using method of the present invention, can obtain the rolling layer of optimum, it leads to
Cross and roll experiment, and obtain compactness λ after being calculated by formulaiWith redundancy sedimentation rate γiEtc. parameter, then meeting corresponding bar
Under part, determine that optimal rolling layer is as rolling layer during practice of construction according to experiment.Due to redundancy sedimentation rate γiIt is
Monolayer stone contingent sedimentation rate after setting rolling layer embodies, and sedimentation rate final after dam completion is actual and single
Redundancy sedimentation rate γ of layer stoneiIn dependency, and in theory, when redundancy sedimentation rate γiThe least, then the sedimentation of final dam
Rate is the least.So, the rolling layer determined by method of the present invention, it can meet dam crest after the completion of code requirement
The ratio of settling amount and height of dam is not more than the requirement of 1%；The economy of optimum can be taken into account again.
Accompanying drawing explanation
Fig. 1 is under different layer thickness, compactness λiWith rolling layer graph of relation；
Fig. 2 is under different layer thickness, redundancy sedimentation rate γiWith rolling layer graph of relation；
Detailed description of the invention
Below by detailed description of the invention, the present invention is further described.It is pointed out that the stone roller of indication in the present invention
Pressure type earth and rockfill dam, refers to the dam body by the method for earth and stone material layered rolling being built up.The present invention be directed to compaction type soil stone
For the Experimental Determination Method of rolling layer needed for every layer of earth and stone material in dam construction；I.e. determine rock fill dam construction by rolling experiment
During the rolling layer of every layer of stone.Certainly, by rolling the rolling layer that experiment determines in the present invention, it is secondary except rolling
Remaining parameter beyond number it has been determined that in the case of the experiment that carries out choose, this remaining parameter include as earth and stone material composition,
Rolling apparatus model, the frequency of vibration selected, the parameter such as speed, water content of spouting of going；Choose as for this remaining parameter
Or determine, concrete scheme the most involved in the present invention.
The Experimental Determination Method of rolling earth-rock dam rolling layer of the present invention, except rolling layer NiIn addition
In the case of other parameter is fixed, comprise the steps:
A, the original depth Δ H of record earth and stone material monolayer stone；
B, monolayer stone is rolled experiment, record rolling layer NiAnd measure and record roll every time after this monolayer
The total settlement Δ of stonei；Wherein, i takes the positive integer more than or equal to 1；
C, determine rolling layer N when monolayer stone reaches basicly stablemaxAnd the total settlement of now this monolayer stone
Δmax；So-called monolayer stone reaches basicly stable and refers to: record the total of this monolayer stone after once rolling after occurring in for the first time
Settling amount ΔnextWith front once roll after record the total settlement Δ of this monolayer stonepreDifference DELTAnext-Δpre≤
0.1cm, the most i.e. thinks that at a rear rolling layer be Nmax；
D, calculate each rolling layer NiCorresponding compactness λiWith redundancy sedimentation rate γi；Wherein, λi=Δi/Δmax×
100%；Redundancy sedimentation rate γi=(Δmax-Δi)/Δ H × 100%；
E, take and meet γiMinimum rolling layer corresponding under the conditions of≤1% is Nmin1；Take and meet λiUnder the conditions of >=93%
Corresponding minimum rolling layer is Nmin2；
F, take Nmin1And Nmin2In higher value as the rolling layer of practice of construction.
It is pointed out that and above-mentioned roll experiment, be a kind of normal experiment method of this area, its concrete experimental procedure
Can refer to the concrete steps described in " A.4 rolling experiment " of page 43 in " rolling earth-rock dam job specfication " DL/T529-2013
Carry out.Certainly, of the present invention rolling in experimentation carrying out, selected earth and stone material, the rolling apparatus of selection etc. are all
Actual earth and stone material that should be corresponding with during actual rock fill dam construction and actual rolling apparatus etc. are consistent.So guarantee soil stone
Rolling effect actual after dam build is consistent with the result of experiment.It addition, each subscript in the parameter in a step in the present invention,
Show is parameter corresponding under a certain specific rolling layer, such as NiShow is a certain rolling layer, when subscript i value
When being 10, i.e. N10Represent the tenth time and roll.
It addition, generally, in step, when recording the original depth Δ H of earth and stone material monolayer stone, earth and stone material list
One in theoretical laying depth desirable 20mm, 25mm, 30mm, 35mm or 40mm of layer stone.It is, step A it
Before, when carrying out the monolayer stone of earth and stone material, it should be determined that a theory layer thickness, the most again in the situation of theoretical laying depth
Under, carry out the actual stone of single-layer soil building stones, then by the original depth Δ H of its reality of surveying record.Certainly, due to reality
Stone and measurement exist certain error, therefore allows to there is certain thickness between actual layer thickness and theoretical layer thickness
It is poor to spend.It addition, the present invention also can be in experimentation, by the theoretic throat of various different monolayer stones is carried out reality respectively
Test, to obtain the contrast experiment in the case of different theories layer thickness, then choose corresponding optimum further according to practical situation
Theory layer thickness.
It addition, it may also be noted that above-mentioned so-called monolayer stone reaches basicly stable indication: occur in rear one for the first time
Secondary roll after record the total settlement Δ of this monolayer stonenextWith front once roll after record the total settlement of this monolayer stone
ΔpreDifference DELTAnext-Δpre≤ 0.1cm, the most i.e. thinks that at a rear rolling layer be Nmax.Due to Δ in the present inventionnext
And ΔpreAll obtained by artificial measurement, during therefore measuring, certainly exist measurement error；Thus due to measurement error
Existence, when for the first time, Δ occursnext-ΔpreDuring the situation of≤0.1cm, i.e. show that the rolling layer additionally increased cannot
Make layer thickness that significantly change, the total settlement Δ corresponding to rolling layer being further added by i.e. afterwards occuriThe most no longer
There is significant change, the substitute is total settlement ΔiMay fluctuate in less amplitude range.
For above-mentioned steps E, it is really by meeting compactness λ respectivelyiWith redundancy sedimentation rate γiCondition go to choose
Corresponding minimum rolling layer (Nmin1And Nmin2), then for above-mentioned steps F, then it is two minimums selected in step E
Rolling layer (Nmin1And Nmin2The higher value rolling layer as practice of construction is taken out in).After step E and step F, can make
Obtain the rolling layer finally determined and can meet compactness λ simultaneouslyiWith redundancy sedimentation rate γiCondition requirement.And then guarantee final
Earth and rockfill dam after building by laying bricks or stones can meet corresponding prescription.
In the present invention, by directly controlling redundancy sedimentation rate γ of single-layer soil building stonesi≤ 1%, therefore, corresponding to compaction type
For earth and rockfill dam, due to redundancy sedimentation rate γ of its every layer earth and stone materiali≤ 1%, thus can basic guarantee dam overall after build
Sedimentation rate less than 1%.Such that the ratio of dam crest settling amount and the height of dam requirement less than 1% after completion can be substantially met.
More specifically, it is contemplated that in corresponding authority file, as on " DLT5395-2007 rolling earth-rock dam design rule
Model " in, the classification of with good grounds earth and rockfill dam is different, and the compactness after needing earth and rockfill dam to roll meets different requirement；Right in order to adapt to
Different earth and rockfill dam classifications, in the present invention in step F, for Nmin2Value can divide by following situation: 1), work as earth and rockfill dam
During for one-level dam or two grades of dams, take and meet λiMinimum rolling layer corresponding under the conditions of >=95% is Nmin2；2), when soil stone
Dam be three grades of dams and following time, value λiMinimum rolling layer corresponding under the conditions of >=93% is Nmin2。
Below in conjunction with the experimental data that rolls of certain one-level earth and rockfill dam, the present invention is further elaborated, and in table 1 below
Three kinds of different theoretical layer thickness are carried out respectively the concrete data of experiment simultaneously with reference to table 1 below..It is pointed out that reality
Due to error, therefore there is certain error with theoretical layer thickness in border layer thickness, this error is to allow；Separately
Outward, in this experiment, often record a secondary data, really carried out rolling back and forth to monolayer stone, actual be equivalent to every
Roll twice record one secondary data；Or can be understood as rolling monolayer stone as indication in the present invention the most back and forth
A rolling layer Ni。
The total settlement experimental data that under the different layer thickness of table 1, each rolling layer is corresponding
Theoretical data instance corresponding for layer thickness 25cm in above table 1, wherein, NiCorresponding column number evidence and a ΔiCorresponding
A column number according to being the record data of experiment；And λiCorresponding column number evidence and a γiA corresponding column number is according to then needing by phase
The formula answered obtains after calculating.Wherein, from ΔiA corresponding column number according in, it appeared that roll for the 14th time the data of correspondence with
12nd rolls the difference (4.61-4.56=0.05mm) between corresponding data less than 0.1cm；Therefore, can assert and roll 14
Time secondary, stone has reached basicly stable；The most desirable Nmax=N14, Δmax=Δ14=4.61cm；Afterwards, according to corresponding public
Formula i.e. can get each λiCorresponding data and each γiCorresponding data, specifically can refer to shown in table 1.
By each λ obtained in upper table 1iCorresponding data and each γiCorresponding data；Meeting γiUnder the conditions of≤1%
Corresponding minimum rolling layer Nmin1Take N10, i.e. need to roll 10 times；Meeting λiMinimum corresponding under the conditions of >=93%
Rolling layer Nmin2Take N10, i.e. need to roll 10 times；So can determine that the rolling layer eventually serving as practice of construction is 10
Secondary.It addition, in the case of different earth and rockfill dam classifications, for Nmin2Choose and have different λiWhen condition requires, concrete rolls
Number of times may be different；Certainly, above-mentioned in the case of, when earth and rockfill dam is one-level dam or two grades of dams, meeting λiArticle >=95%,
Minimum rolling layer N corresponding under partmin2Reality is also N10。
It addition, can be it has furthermore been found that by the experiment to different theories layer thickness, find from upper table 1, Fig. 1 and Fig. 2
Under the different theories layer thickness of above-mentioned 25cm, 30cm, 35cm, the rolling layer being actually needed is not had significant impact,
Can show after being judged by comprehensive analysis that the optimum rolling layer value of reality is as 10 times.
Claims (3)
1. the Experimental Determination Method of rolling earth-rock dam rolling layer, it is characterised in that: comprise the steps:
A, the original depth Δ H of record earth and stone material monolayer stone；
B, monolayer stone is rolled experiment, record rolling layer NiAnd measure and record roll every time after this monolayer stone
Total settlement Δi；Wherein, i takes the positive integer more than or equal to 1；
C, determine rolling layer N when monolayer stone reaches basicly stablemaxAnd the total settlement of now this monolayer stone
Δmax；So-called monolayer stone reaches basicly stable and refers to: record the total settlement Δ of this monolayer stone after once rolling afternext
With front once roll after record the total settlement Δ of this monolayer stonepreDifference DELTAnext-Δpre≤ 0.1cm, the most i.e. recognizes
For being N at a rear rolling layermax；
D, calculate each rolling layer NiCorresponding compactness λiWith redundancy sedimentation rate γi；Wherein, λi=Δi/Δmax× 100%；Superfluous
Remaining sedimentation rate γi=(Δmax-Δi)/Δ H × 100%；
E, take and meet γiMinimum rolling layer corresponding under the conditions of≤1% is Nmin1；Take and meet λiUnder the conditions of >=93%, institute is right
The minimum rolling layer answered is Nmin2；
F, take Nmin1And Nmin2In higher value as the rolling layer of practice of construction.
2. the Experimental Determination Method of rolling earth-rock dam rolling layer as claimed in claim 1, it is characterised in that: in step F
In, for Nmin2Value by following situation divide:
1), when earth and rockfill dam is one-level dam or two grades of dams, takes and meet λiMinimum rolling layer corresponding under the conditions of >=95% is
Nmin2；
2), when earth and rockfill dam be three grades of dams and following time, value λiMinimum rolling layer corresponding under the conditions of >=93% is Nmin2。
3. the Experimental Determination Method of rolling earth-rock dam rolling layer as claimed in claim 1 or 2, it is characterised in that: monolayer
The theoretic throat of stone can be 20mm, 25mm, 30mm, 35mm or 40mm.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106908349A (en) * | 2017-01-23 | 2017-06-30 | 中国水利水电科学研究院 | It is determined that the simple method with sandy gravel maximum dry density of building a dam |
| CN106990229A (en) * | 2017-04-18 | 2017-07-28 | 哈尔滨工业大学 | A kind of determination method of Varying-thickness road surface structare layer compacting parameter |
| CN112376635A (en) * | 2020-12-10 | 2021-02-19 | 中国电建集团华东勘测设计研究院有限公司 | Quality control measure and detection method for soil-stone mixture |
| CN112800531A (en) * | 2021-04-14 | 2021-05-14 | 西南交通大学 | Dynamic adjustment method, device and equipment for compaction process and readable storage medium |
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| JP2005030073A (en) * | 2003-07-04 | 2005-02-03 | Fudo Constr Co Ltd | Compaction quality control method |
| JP4358036B2 (en) * | 2004-06-03 | 2009-11-04 | 鹿島建設株式会社 | Method for estimating rolling characteristics of construction materials |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106908349A (en) * | 2017-01-23 | 2017-06-30 | 中国水利水电科学研究院 | It is determined that the simple method with sandy gravel maximum dry density of building a dam |
| CN106990229A (en) * | 2017-04-18 | 2017-07-28 | 哈尔滨工业大学 | A kind of determination method of Varying-thickness road surface structare layer compacting parameter |
| CN106990229B (en) * | 2017-04-18 | 2019-03-08 | 哈尔滨工业大学 | A kind of determination method of Varying-thickness road surface structare layer compacting parameter |
| CN112376635A (en) * | 2020-12-10 | 2021-02-19 | 中国电建集团华东勘测设计研究院有限公司 | Quality control measure and detection method for soil-stone mixture |
| CN112376635B (en) * | 2020-12-10 | 2022-04-12 | 中国电建集团华东勘测设计研究院有限公司 | Quality control measure and detection method for soil-stone mixture |
| CN112800531A (en) * | 2021-04-14 | 2021-05-14 | 西南交通大学 | Dynamic adjustment method, device and equipment for compaction process and readable storage medium |
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