CN206529745U - A kind of mixing structure of dam type of homogeneous earth and rockfill dam and rock - Google Patents
A kind of mixing structure of dam type of homogeneous earth and rockfill dam and rock Download PDFInfo
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- CN206529745U CN206529745U CN201720038937.7U CN201720038937U CN206529745U CN 206529745 U CN206529745 U CN 206529745U CN 201720038937 U CN201720038937 U CN 201720038937U CN 206529745 U CN206529745 U CN 206529745U
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Abstract
The utility model is related to the mixing structure of dam type of a kind of homogeneous earth and rockfill dam and rock.Structure design of the present utility model is simple, it is convenient, safe and reliable to construct, with good economy and stronger practicality.The technical solution of the utility model is：There is the structure top to excavate the former homogeneous earth and rockfill dam of the loose earth material of certain thickness and be arranged in the rock in former homogeneous earth and rockfill dam downstream, rock leans on the domatic transition zone gradually laid in former homogeneous earth and rockfill dam top side, panel bottom cushion and panel to constitute by main rockfill area, secondary rockfill area, and rockfill area；The anti-filter bed of material and the transition bed of material are sequentially provided between former homogeneous earth and rockfill dam and main rockfill area；Consolidation grouting layer, concrete slab, and the toe board overlapped with panel bottom are sequentially provided with the top of former homogeneous earth and rockfill dam；Covered with geomembrane above toe board；Vertical provided with the homogeneous earth and rockfill dam cut-pff wall for going deep into basement rock in former homogeneous earth and rockfill dam, toe board is run through at cut-pff wall top, and bottom is connected to grout curtain.
Description
Technical field
The utility model is related to the mixing structure of dam type of a kind of homogeneous earth and rockfill dam and rock, is primarily adapted for use in homogeneous
Earth and rockfill dam or Clay Core Wall Rockfill Dam such as remodel and expand at the similar engineering.
Background technology
Homogeneous earth and rockfill dam dam body section is regardless of impervious body and dam shell, substantially by homogeneous stickiness earth material (loam, sandy loam
Soil) rolling and placement forms.Because the structure of dam type is single, easy construction, therefore, China has built a collection of since the sixties
In low homogeneous earth and rockfill dam.With the progress and the fast development of Hydraulic and Hydro-Power Engineering of society, low homogeneous soil stone during early stage is built
Dam can not meet the demand of society, it is necessary to be remodeled and expand.
At present, the homogeneous earth and rockfill dam of early stage usually digs during remodeling and expanding according to the experience of multiple engineerings in China
Remove or construction cofferdam as extension project etc., substantially abandon the secondary utilization to homogeneous earth and rockfill dam, will this be solid
The excellent earth material of barrier performance is abandoned in the homogeneous earth and rockfill dam that knot deformation is completed, and causes the significant wastage of resource.
The content of the invention
The technical problems to be solved in the utility model is：For above-mentioned problem there is provided a kind of structure design it is simple,
The mixing structure of dam type of convenient, the safe and reliable homogeneous earth and rockfill dam of construction and rock, with good economy and compared with
Strong practicality.
The technical scheme that the utility model is used is：A kind of mixing dam type knot of homogeneous earth and rockfill dam and rock
Structure, excavates the former homogeneous earth and rockfill dam of the loose earth material of certain thickness with top and is arranged in the panel in former homogeneous earth and rockfill dam downstream
Rock-fill dams, the rock leans on former homogeneous earth and rockfill dam top side domatic gradually by main rockfill area, secondary rockfill area, and rockfill area
Transition zone, panel bottom cushion and the panel composition of laying；It is characterized in that：Between the former homogeneous earth and rockfill dam and main rockfill area
It is sequentially provided with the anti-filter bed of material and the transition bed of material；Consolidation grouting layer is sequentially provided with the top of the former homogeneous earth and rockfill dam, is mixed
Concrete board, and the toe board overlapped with panel bottom；Covered with geomembrane above the toe board；Erected in the former homogeneous earth and rockfill dam
To provided with the homogeneous earth and rockfill dam cut-pff wall for going deep into basement rock, toe board is run through at cut-pff wall top, and bottom is connected to grout curtain.
The bottom elevation of the toe board is higher than engineering level of dead water；The homogeneous earth and rockfill dam cut-pff wall bottom go deep into 1~3m of basement rock,
Thickness is 0.5~0.8m.
The thickness of the concrete slab is that an array pitch is embedded with 0.8~1.5m, concrete slab for (2~3) × (2~3)
M, the PVC grout pipes arranged in blossom type；The grout penetration of the consolidation grouting layer is 3~8m.
The thickness of the anti-filter bed of material is 1.5~3m；The thickness of the transition bed of material is 2~4m.
The secondary rockfill area downstream grade of side slope of the rock is 1：T, T>1.3；The thickness of the transition zone is 2
~5m；The thickness of the panel bottom cushion is 2~3m.
The geomembrane uses the pattern of the film of two cloth one, and membrane material is from the thick individual layer high-density polyethylene geomembranes of 1.5mm.
The construction method of the mixing structure of dam type of a kind of homogeneous earth and rockfill dam and rock, it is characterised in that step is such as
Under：
A. concrete slab is poured：Relative loose at the top of former homogeneous earth and rockfill dam is had after certain thickness earth material excavates
The thick concrete slabs of 0.8~1.5m are poured, and pre-buried array pitch is (2~3) × (2~3) m, in plum in casting concrete plate
The PVC grout pipes of flower pattern arrangement；
B. the construction of consolidation grouting layer：Consolidation grouting is carried out by the PVC grout pipes being embedded in concrete slab, is formed and filled
Consolidation grouting layer of the depth for 3~8m is starched, grouting is closely knit by pre-buried PVC grout pipes filling with cement mortar after terminating；
C. the construction of homogeneous earth and rockfill dam cut-pff wall：Vertically arranged 1~the 3m of basement rock, thickness of going deep into is in former homogeneous earth and rockfill dam
Run through toe board at the top of 0.5~0.8m homogeneous earth and rockfill dam cut-pff wall, the cut-pff wall, bottom pours grout curtain；
D. the anti-filter bed of material and the transition bed of material are filled：Laying depth is successively on former homogeneous earth and rockfill dam downstream is domatic
1.5~3m anti-filter the bed of material and thickness is the 2~4m transition bed of material, and grinding compacting；
E. rock rockfill area is filled：Main rockfill area and time rockfill area, panel are gradually filled against the transition bed of material
The secondary rockfill area downstream grade of side slope of rock-fill dams is 1：T, T>1.3；And lean on former homogeneous soil stone in main rockfill area and time rockfill area
Dam crest side slope is sequentially arranged the panel bottom cushion that the transition zone and thickness that thickness is 2~5m are 2~3m；
F. panel is poured：Panel is poured above panel bottom cushion, and is connect above concrete slab with panel bottom
Contact portion position laying toe board, the bottom elevation of the toe board is higher than engineering level of dead water；
G. the laying of geomembrane：Geomembrane covers whole toe board, and is not less than 5m to both sides development length L, and geomembrane is adopted
With the pattern of the film of two cloth one, membrane material is selected in the thick individual layer high-density polyethylene geomembranes of 1.5mm, geotextiles and uses substance 30kg/
Only, arrangement spacing is covered for 1.5m × 1.5m geotextiles sandbag.
The beneficial effects of the utility model are：The utility model changes to solve homogeneous earth and rockfill dam or Clay Core Wall Rockfill Dam
The problems such as making enlarging, with reference to former homogeneous earth and rockfill dam or Clay Core Wall Rockfill Dam impervious body, barrier performance is good after consolidation deformation for many years
Good the features such as, it is proposed that a kind of structure design is simple, construction is convenient, safe and reliable homogeneous earth and rockfill dam and rock it is mixed
Structure of dam type and construction method are closed, with good economy and stronger practicality.
Brief description of the drawings
Fig. 1 is profile of the present utility model.
Fig. 2 is the A portions enlarged drawing of Fig. 1 in the utility model.
Embodiment
As shown in Figure 1 and Figure 2, the present embodiment is the mixing structure of dam type of a kind of homogeneous earth and rockfill dam and rock, is had
Excavate the former homogeneous earth and rockfill dam 101 of certain thickness relative loose earth material and be arranged in the panel in former homogeneous earth and rockfill dam downstream in top
Rock-fill dams；In this example, after the reconstruction of homogeneous earth and rockfill dam, upstream water level rise, former homogeneous earth and rockfill dam 101, which can not meet dam body, normally to be prevented
Requirement is oozed, it is necessary to re-start seepage prevention design；Dam body after reconstruction is with newly-built panel 12+ homogeneous earth and rockfill dam cut-pff wall 3+ antiseepages
The form composition closing impervious body that the grout curtain 4 of wall bottom is combined.
Rock by main rockfill area 7, secondary rockfill area 8, and rockfill area lean on former 101 top sides of homogeneous earth and rockfill dam domatic according to
The panel bottom cushion 10 and panel 12 that transition zone 9 that the thickness of secondary arrangement is 2~5m, thickness are 2~3m are constituted；Panel enrockment
Dam downstream grade of side slope (the secondary downstream grade of side slope of rockfill area 8) is 1：T, T>1.3.
It is 1.5~3m's that horizontal breadth is sequentially provided between the main rockfill area 7 of former homogeneous earth and rockfill dam 101 and rock
The anti-filter bed of material 5 and the transition bed of material 6 that thickness is 2~4m.
The former top layout of homogeneous earth and rockfill dam 101 has pre-buried in the concrete slab 1 that thickness is 0.8~1.5m, the concrete slab
It is (2~3) × (2~3) m, the PVC grout pipes arranged in blossom type to have an array pitch；Vertically depth is equipped with former homogeneous earth and rockfill dam 101
Enter the homogeneous earth and rockfill dam cut-pff wall 3 that 1~3m of basement rock, thickness are 0.5~0.8m；The antiseepage coping through concrete slab 1 and
Toe board 11, bottom connects grout curtain 4；The grout penetration of grout curtain 4 should be expired with going deep into for control standard below 3Lu lines
The requirement of sufficient construction technology specification.
Spread in the surface of concrete slab 1 and rock contact site, the i.e. bottom of panel 12 and the contact site of concrete slab 1
If toe board 11, the bottom elevation of toe board is higher than engineering level of dead water, and in the top of toe board 11 covered with geomembrane 13；Geomembrane 13 is covered
Whole toe board 11, and it is not less than 5m to both sides development length L, geomembrane uses the pattern of the film of two cloth one, and membrane material selects 1.5mm
Geotextiles sandbag (the spacing 1.5m of substance 30kg/ or so is used in thick individual layer high density polyethylene (HDPE) (HDPE) geomembrane, geotextiles
× 1.5m) covered, it is to avoid geotextiles and geomembrane are lifted by wind in the construction time and influenceed in the runtime by water buoyancy
Float.
The construction method of the present embodiment is as follows：
A. concrete slab 1 is poured：Concrete slab 1 is the supporter that is stressed directly of toe board 11, and main function is improvement toe
The stress and deformation state of plate 11；For allow concrete slab 1 be located in it is relatively closely knit on the basis of, former homogeneous earth and rockfill dam 101 is pushed up
There is the earth material of certain thickness relative loose to excavate and (excavate thickness h 1 to determine according to design altitude of toe board 11 etc. is comprehensive) in portion；By
It is located in concrete slab 1 on soft base, therefore, its thickness h 2 is difficult excessive, generally 0.8~1.5m；
In the former top casting concrete plate 1 of homogeneous earth and rockfill dam 101, it should be noted that temperature control measures, are reduced mixed in work progress
The thermal cracking of concrete board 1；For reduce concrete slab 1 temperature load constraint, while reduce consolidation grouting when grout hole brill
Hole depth, according to array pitch between grout hole during consolidation grouting, in the pre-buried PVC grout pipes in the inside of concrete slab 1；In this example, coagulation
The pre-buried PVC grout pipes in the native inside of plate 1 are (2~3) × (2~3) m in blossom type arrangement, an array pitch；
B. the construction of consolidation grouting layer 2：To increase the foundation deformation modulus of concrete slab 1, toe board under load action is reduced
11 foundation deformation, the consolidation grouting of system, the i.e. PVC by being embedded in concrete slab 1 are carried out with concrete slab 1 again for lid
Grout pipe carries out consolidation grouting, forms consolidation grouting layer 2；Its grout penetration h3 is generally 3~8m, and specific strengthening motoring can basis
Field test etc. is comprehensive to be determined；Grouting construction process should meet code requirement, grouting terminate after with cement mortar by pre-buried PVC
Grout pipe filling is closely knit；
C. the construction of homogeneous earth and rockfill dam cut-pff wall 3：After the reconstruction of homogeneous earth and rockfill dam, upstream water level rise, former homogeneous earth and rockfill dam
101 can not meet the normal antiseepage requirement of dam body, it is necessary to seepage prevention design again；The vertically arranged homogeneous in former homogeneous earth and rockfill dam 101
Concrete slab 1 and toe board 11 are run through in earth and rockfill dam cut-pff wall 3, the top of the cut-pff wall, and 1~3m of basement rock is goed deep into bottom, according to infiltration
Calculate and determine than drop, its thickness is generally 0.5~0.8m；Cut-pff wall bottom pours grout curtain 4, and the grouting of grout curtain 4 is deep
Spend to go deep into below 3Lu lines being control standard and construction technology code requirement should be met；
D. the anti-filter bed of material 5 and the transition bed of material 6 are filled：Laid successively on the former downstream side slope of homogeneous earth and rockfill dam 101 anti-
Filter material layer 5 and the transition bed of material 6, and grinding compacting；
The anti-filter bed of material 5：To prevent former homogeneous earth and rockfill dam 101 from occurring seepage failure, the laying anti-filter bed of material 5；The anti-filter bed of material 5
Horizontal breadth is generally between 1.5~3m, is calculated and is determined with specific reference to code requirement；The thickness of filter material should be controlled during construction
And level is matched somebody with somebody, the pollution of filter material is reduced, it is ensured that its grinding compacting, the level of filter material, which is matched somebody with somebody, waits Con trolling index to be shown in Table 1；
The filter material of table 1 designs leading indicator
The transition bed of material 6：Former homogeneous earth and rockfill dam 101 based on antiseepage fines, the rockfill area newly filled based on building stones, both
Deformation modulus difference is larger, in order that whole dam deformation is coordinated, the transition bed of material 6 need to be set therebetween, thickness is generally 2
~4m, the level that Transition Materials should be controlled during construction is matched somebody with somebody and filled soils, it is ensured that the quality after rolling reaches design requirement, Transition Materials
Specific level with wait Con trolling index be shown in Table 2；
The Transition Materials of table 2 design leading indicator
| Dry density (g/cm3) | Porosity (%) | Maximum particle diameter (mm) | <5mm (%) | <0.075mm (%) |
| Experiment is determined | <21 | 300 | 20 | 5 |
E. rock rockfill area is filled：According to material source situation, counter plate rock-fill dams to carry out zoning design；Typically
In the case of be divided into main rockfill area 7, secondary rockfill area 8, panel bottom cushion 10 and transition zone 9 etc.；Panel is determined according to stability Calculation
The downstream grade of side slope of secondary rockfill area 8 of rock-fill dams is 1：T, T>1.3；Wherein, main rockfill area 7 and time rockfill area 8 abut transition
The bed of material 6 is gradually filled, and transition zone 9 and panel bottom cushion 10 are sequentially arranged in rockfill area (main rockfill area 7 and time rockfill area 8) and leaned on
On the top side of former homogeneous earth and rockfill dam 101 is domatic；The thickness of transition zone 9 is generally 2~5m, and the thickness of panel bottom cushion 10 is general
For 2~3m；During construction, material source level should be controlled and matched somebody with somebody, prevent oversize block stone, level with phenomenons such as separation；The relevant parameter of stockpile
Refer to table 3；
The stockpile of table 3 designs leading indicator
| Dam material | Dry density (g/cm3) | Porosity (%) | Maximum particle diameter (mm) | <5mm (%) | <0.075mm (%) |
| Stockpile -1 | Experiment is determined | <22 | 800 | 20 | 5 |
| Stockpile -2 | Experiment is determined | <22 | 800 | 15 | 5 |
F. panel 12 is poured：For similar reconstruction project, the sedimentation and deformation of dam body is damaged to the crack of control panel 12
Influence is huge, therefore, pours before panel 12, the moon rate of settling of dam body should be controlled within the 5mm/ months；In panel bottom cushion
10 tops pour panel 12, and lay toe board 11, the bottom of toe board 11 on the surface of concrete slab 1 and the bottom contact site of panel 12
Elevation chooses extremely important, requires that the bottom elevation of toe board 11 should be higher than that engineering level of dead water to meet later stage maintenance etc.；Panel and toe board
Concrete thickness constructed according to design thickness, near the sealing of panel and toe board, it is necessary to vibratory compaction, prevent from built on stilts waiting existing
As；The thickness of panel 12 calculates determination according to the following formula：
T=t0+ (0.002~0.0035) H
Wherein：T is plate thickness, m；
t0For panel top thickness, m；
H is the vertical range at the top of calculating section to panel, m；
G. the laying of geomembrane 13：To prevent the lower toe board 11 of the effect such as external load, foundation deformation from being disengaged with cut-pff wall 3,
The top of toe board 11 sets one layer of auxiliary seepage proof of geomembrane 13, it is desirable to which geomembrane 13 covers whole toe board 11, and extends to both sides
Length L is not less than 5m；Geomembrane 13 is using the pattern of the film of two cloth one, and membrane material is from the thick individual layer high density polyethylene (HDPE)s of 1.5mm
(HDPE) the geotextiles sandbag for being 1.5m × 1.5m with substance 30kg/, arrangement spacing in geomembrane, geotextiles is covered,
Geotextiles and geomembrane is avoided to be lifted in the construction time by wind and influenceed to float by water buoyancy in the runtime；Specific technology refers to
Mark is shown in Table 4；The HDPE geomembrane mechanics index of physics of table 4
Claims (6)
1. the mixing structure of dam type of a kind of homogeneous earth and rockfill dam and rock, the loose earth material of certain thickness is excavated with top
Former homogeneous earth and rockfill dam (101) and the rock for being arranged in former homogeneous earth and rockfill dam downstream, the rock is by main heap
Stone area (7), secondary rockfill area (8), and rockfill area lean on the former domatic transition zone (9) gradually laid in homogeneous earth and rockfill dam (101) top side,
Panel bottom cushion (10) and panel (12) composition；It is characterized in that：The former homogeneous earth and rockfill dam (101) and main rockfill area (7)
Between be sequentially provided with the anti-filter bed of material (5) and the transition bed of material (6)；From bottom to top set successively at the top of the former homogeneous earth and rockfill dam (101)
There are consolidation grouting layer (2), concrete slab (1), and the toe board (11) overlapped with panel (12) bottom；Above the toe board (11)
Covered with geomembrane (13)；It is vertical provided with the homogeneous earth and rockfill dam cut-pff wall for going deep into basement rock in the former homogeneous earth and rockfill dam (101)
(3) toe board (11), is run through at the top of the cut-pff wall, bottom is connected to grout curtain (4).
2. the mixing structure of dam type of homogeneous earth and rockfill dam according to claim 1 and rock, it is characterised in that：It is described
The bottom elevation of toe board (11) is higher than engineering level of dead water；1~3m of basement rock, thickness are goed deep into homogeneous earth and rockfill dam cut-pff wall (3) bottom
For 0.5~0.8m.
3. the mixing structure of dam type of homogeneous earth and rockfill dam according to claim 1 or 2 and rock, it is characterised in that：
The thickness of the concrete slab (1) is that an array pitch is embedded with 0.8~1.5m, concrete slab for (2~3) × (2~3) m, in plum
The PVC grout pipes of flower pattern arrangement；The grout penetration of the consolidation grouting layer (2) is 3~8m.
4. the mixing structure of dam type of homogeneous earth and rockfill dam according to claim 3 and rock, it is characterised in that：It is described
The thickness of the anti-filter bed of material (5) is 1.5~3m；The thickness of the transition bed of material (6) is 2~4m.
5. the mixing structure of dam type of homogeneous earth and rockfill dam according to claim 4 and rock, it is characterised in that：It is described
Secondary rockfill area (8) downstream grade of side slope of rock is 1：T, T>1.3；The thickness of the transition zone (9) is 2~5m；
The thickness of the panel bottom cushion (10) is 2~3m.
6. the mixing structure of dam type of homogeneous earth and rockfill dam according to claim 5 and rock, it is characterised in that：It is described
Geomembrane (13) is using the pattern of the film of two cloth one, and membrane material is from the thick individual layer high-density polyethylene geomembranes of 1.5mm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201720038937.7U CN206529745U (en) | 2017-01-13 | 2017-01-13 | A kind of mixing structure of dam type of homogeneous earth and rockfill dam and rock |
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| CN201720038937.7U CN206529745U (en) | 2017-01-13 | 2017-01-13 | A kind of mixing structure of dam type of homogeneous earth and rockfill dam and rock |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106759133A (en) * | 2017-01-13 | 2017-05-31 | 中国电建集团华东勘测设计研究院有限公司 | The mixing structure of dam type and construction method of a kind of homogeneous earth and rockfill dam and rock |
-
2017
- 2017-01-13 CN CN201720038937.7U patent/CN206529745U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106759133A (en) * | 2017-01-13 | 2017-05-31 | 中国电建集团华东勘测设计研究院有限公司 | The mixing structure of dam type and construction method of a kind of homogeneous earth and rockfill dam and rock |
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