CN205000297U - A earthquake -resistant structure for meizoseismal area high earth -rock dam - Google Patents
A earthquake -resistant structure for meizoseismal area high earth -rock dam Download PDFInfo
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- CN205000297U CN205000297U CN201520746783.8U CN201520746783U CN205000297U CN 205000297 U CN205000297 U CN 205000297U CN 201520746783 U CN201520746783 U CN 201520746783U CN 205000297 U CN205000297 U CN 205000297U
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Abstract
The utility model discloses a an earthquake -resistant structure for meizoseismal area high earth -rock dam that anti -seismic performance is better. This an earthquake -resistant structure for meizoseismal area high earth -rock dam, in setting up the dam in the high earth -rock dam dam body sash with set up in the high earth -rock dam dam facing and with the dam in the domatic sash that is connected of sash, in the dam sash include along in the same direction as the river in to the dam that sets up the sash crossbeam and along the dam that the dam axial set up in the sash longeron, domatic sash includes that suitable aspect sash roof beam and level are to the sash roof beam. The sash can be resisted in the same direction as the river to doing all can with the axial earthquake in dam in the dam to restrain the lateral displacement who expects on the dam with dam material interlocking interlock, prevent the not hard up of dam material or roll, domatic sash in to earthquake process the dam slope slide or collapse to warp and have good inhibitory action, but interact is connected with domatic sash to the sash in the dam, has improved the limit shock resistance at dam body top.
Description
Technical field
The utility model belongs to Hydraulic and Hydro-Power Engineering field, is specifically related to a kind of earthquake resistant structure for meizoseismal area height earth and rockfill dam.
Background technology
For the high earth and rockfill dam being built in meizoseismal area, conventional seismic measures has widens dam crest, reserved crest superelevation, dam body section subregion, improves dam material and fill standard, based process and dam crest reinforcement etc.The existing earthquake resistant structure for meizoseismal area height earth and rockfill dam adopts dam body top to establish the reinforcement measure of geo-grid, the interlocking interlocking of the friction between geo-grid and enrockment and grid mesh and enrockment is relied on to suppress the lateral displacement of rockfill, loosening or tumbling of dam crest rockfill in seismic process can be prevented, improve the seismic stability of earth and rockfill dam.
Geo-grid mainly improves the shear strength of reinforcement rockfill, makes dam slope Potential failure surface to dam body Deep Development, enhances the anti-seismic performance of rockfill.But there is following defect in the existing earthquake resistant structure for meizoseismal area height earth and rockfill dam: 1), due to geo-grid rigidity little and be only arranged in dam body enrockment, to Dam body displacement DeGrain during reduction macroseism; To suppression dam slope seismic drift or Collapse Deformation effect not obvious; Also not obvious to raising dam body top limit shock resistance effect; 2), the poor durability of geo-grid and be arranged in earth and rockfill dam dam body, often cause geo-grid to damage because enrockment rolls, the anti seismic efficiency of geo-grid had a greatly reduced quality.
Utility model content
The technical problems to be solved in the utility model is to provide a kind of anti-seismic performance better for the earthquake resistant structure of meizoseismal area height earth and rockfill dam.
The utility model solves the technical scheme that its technical problem adopts: for the earthquake resistant structure of meizoseismal area height earth and rockfill dam, to comprise in the dam that is arranged in high earth and rockfill dam dam body sash and to be arranged in high earth and rockfill dam dam facing and the domatic sash be connected with sash in dam; In described dam, sash comprises along suitable river to sash crossbeam in the dam arranged with along sash longeron in the axial dam arranged, dam; Described domatic sash comprises inclined slope aspect sash beam and level to sash beam.
Further, this earthquake resistant structure is arranged within the scope of 3/4 ~ 4/5 paramount earth and rockfill dam dam crest in height of dam place of high Earth and Rockfill Dam height journey; In the rockfill area that in described dam, sash is arranged on high earth and rockfill dam dam body and transition region, and in dam, sash is at least two-layer and along high earth and rockfill dam dam body interval, elevation direction and arranges.
Further, in described dam, in sash crossbeam and dam, sash longeron is more than two; In every root dam, sash crossbeam is made up of at least two end to end precast concrete column; In described dam, sash longeron is be connected to the precast concrete column in two adjacent dams between sash crossbeam.
Further, described precast concrete column is provided with antirust connecting portion, and the antirust connecting portion corresponded to each other all is linked together by antirust connector by any two connected precast concrete column.
Further, described inclined slope aspect sash beam and level are more than two to sash beam, and to be connected to sash beam with same level and to be located thereon the inclined slope aspect sash beam not conllinear of lower both sides.
Further, described level extends to the lower end in sash depth of beam direction and embeds in dam material, together with in described dam, sash crossbeam to be anchored to the sash beam part embedded in dam material near the end of high earth and rockfill dam dam facing and level.
Further, described domatic sash is cast-in-situ concrete sash, and to join to sash beam in the grid that formed in inclined slope aspect sash beam and level and be provided with stone masonry.
Further, this earthquake resistant structure also comprises geo-grid; Described geo-grid is at least two-layer and along high earth and rockfill dam dam body interval, elevation direction and arranges, and be positioned at downside geo-grid near the end of high earth and rockfill dam dam facing along high earth and rockfill dam domatic upwards wrap up dam material and be adjacent upside geo-grid overlap joint more than 2m.
The beneficial effects of the utility model are: by resisting the seismic forces of respective direction along along river to sash crossbeam in the dam arranged with along sash longeron in the axial dam arranged, dam, improve the anti-seismic performance of high earth and rockfill dam; Meanwhile, in dam, in the friction of sash and dam material and dam, in sash crossbeam and dam, sash longeron joins the mesh formed and can be engaged with the interlocking of dam material, suppresses the lateral displacement of dam material, prevents loosening or tumbling of dam material in seismic process; And the domatic sash be arranged in high earth and rockfill dam dam facing has good inhibitory action to dam slope slippage or Collapse Deformation in seismic process; In addition, in dam, sash interacts after being connected with domatic sash, significantly improves the limit shock resistance at dam body top.
Accompanying drawing explanation
Fig. 1 is enforcement structural representation of the present utility model;
Fig. 2 is the partial enlarged drawing at A place in Fig. 1;
Fig. 3 is the partial enlarged drawing at B place in Fig. 1;
Fig. 4 is the plan structure schematic diagram of sash in dam;
Fig. 5 be domatic sash in FIG P to view;
Fig. 6 is construction process figure of the present utility model;
Be labeled as in figure: in dam in sash 1, dam in sash crossbeam 11, dam sash longeron 12, antirust connector 13, domatic sash 2, inclined slope aspect sash beam 21, level to sash beam 22, geo-grid 3, dam material 4, core-wall 5, filtration area 6.
Detailed description of the invention
Below in conjunction with accompanying drawing, the utility model is described in further detail.
Shown in composition graphs 1, Fig. 2, Fig. 3, Fig. 4 and Fig. 5, for the earthquake resistant structure of meizoseismal area height earth and rockfill dam, to comprise in the dam that is arranged in high earth and rockfill dam dam body sash 1 and to be arranged in high earth and rockfill dam dam facing and the domatic sash 2 be connected with sash in dam 1; In described dam, sash 1 comprises along suitable river to sash crossbeam 11 in the dam arranged with along sash longeron 12 in the axial dam arranged, dam; Described domatic sash 2 comprises inclined slope aspect sash beam 21 and level to sash beam 22.Wherein, in dam, sash 1 and domatic sash 2 can adopt the materials such as metal, concrete, steel concrete to make; When arranging, first by whole for base surface equating.Described suitable river is to the flow direction be along river, and described dam is axially the length direction of high earth and rockfill dam dam body.Inclined slope aspect sash beam 21 is upwards arranged along the domatic of dam material 4, and level is axially horizontally disposed with to sash beam 22 along dam.
Concrete, this earthquake resistant structure is arranged within the scope of 3/4 ~ 4/5 paramount earth and rockfill dam dam crest in height of dam place of high Earth and Rockfill Dam height journey; In the rockfill area that in described dam, sash 1 is arranged on high earth and rockfill dam dam body and transition region, and in dam, sash 1 is at least two-layer and along high earth and rockfill dam dam body interval, elevation direction and arranges.When sash 1 is arranged in dam, do not enter filtration area.Distance in adjacent two layers dam between sash 1 is generally 2 ~ 10m.
Preferably, as shown in Figure 1 and Figure 4, in described dam, in sash crossbeam 11 and dam, sash longeron 12 is more than two; In every root dam, sash crossbeam 11 is made up of at least two end to end precast concrete column; In described dam, sash longeron 12 is for being connected to the precast concrete column in two adjacent dams between sash crossbeam 11.Prefabricated concrete column structure is simple, be easy to make, and has good durability and anti-rolling property, is beneficial to dam embankment construction, ensure that the life-span of construction speed and this earthquake resistant structure; Precast concrete column can be prefabricated in advance before dam embankment, and in work progress, even if cause certain one or a few precast concrete column to be damaged owing to operating reason, can take out in time and change, interchangeability is fine; Constructor can need the length of construction to choose the precast concrete column of right quantity according to sash longeron 12 in sash crossbeam 11 in dam or dam, constructs more convenient, the needs of more realistic application.
On the basis of the above, in order to be beneficial to connection between two precast concrete column and antirust, again as shown in Figure 4, described precast concrete column is provided with antirust connecting portion, and the antirust connecting portion corresponded to each other all is linked together by antirust connector 13 by any two connected precast concrete column.Wherein, antirust connecting portion can have numerous embodiments, such as: be arranged on the joint pin in precast concrete column, the stainless steel butt hook be embedded in precast concrete column etc., the utility model is preferably " [" shape bar connecting portion shown in Fig. 4, the surface in this bar connecting portion scribbles antirusting paint, and two end is embedded in precast concrete column.The material such as metal, stainless steel that antirust connector 13 can adopt surface to scribble antirusting paint is made, and is preferably the flexible steel twisted wire that surface scribbles antirusting paint.
Preferably, as shown in Figure 1 and Figure 5, described inclined slope aspect sash beam 21 and level are more than two to sash beam 22, and to be connected to sash beam 22 with same level and to be located thereon the inclined slope aspect sash beam 21 not conllinear of lower both sides.The set-up mode of inclined slope aspect sash beam 21 not conllinear makes two lattice mutual dislocation neighbouring in domatic sash 2, avoid domatic common slippage that two neighbouring lattice enclose or cave in, therefore formed domatic sash 2 can better prevent high Earth and Rockfill Dam hill wash from moving or Collapse Deformation, further increases the anti-seismic performance of this earthquake resistant structure.
Can better link together to make sash 1 and domatic sash 2 in dam, to improve the anti-seismic performance of this structural entity; As depicted in figs. 1 and 2, described level extends to the lower end of sash beam 22 short transverse and embeds in dam material 4, together with in described dam, sash crossbeam 11 to be anchored to sash beam 22 part embedded in dam material 4 near the end of high earth and rockfill dam dam facing and level.Wherein, in dam, sash crossbeam 11 is embedded with the dowel for anchoring usually near the end of high earth and rockfill dam dam facing.
In order to make construction more convenient and carry out better bank protection to this high earth and rockfill dam, described domatic sash 2 is cast-in-situ concrete sash, and to join to sash beam 22 in the grid that formed in inclined slope aspect sash beam 21 and level and be provided with stone masonry.
As a kind of preferred version of the present utility model, as shown in figures 1 and 3, this earthquake resistant structure also comprises geo-grid 3; Described geo-grid 3 is at least two-layer and along high earth and rockfill dam dam body interval, elevation direction and arranges, and the geo-grid 3 being positioned at downside upwards wraps up dam material 4 and the geo-grid 3 being adjacent upside overlaps more than 2m near the end of high earth and rockfill dam dam facing along high earth and rockfill dam is domatic, the lap length of two-layer geo-grid 3 is preferably 2 ~ 4m.Wherein, need ensure that base surface is smooth when arranging geo-grid 3, the distance between adjacent two-layer geo-grid 3 is generally 1 ~ 3m.
Shown in composition graphs 1, Fig. 2, Fig. 3, Fig. 4, Fig. 5 and Fig. 6, the construction method of the above-mentioned earthquake resistant structure for meizoseismal area height earth and rockfill dam, it comprises the following steps:
A, by high earth and rockfill dam dam embankment to certain within the scope of 3/4 ~ 4/5 height of dam of design of dam body elevation; Usually, before carrying out step a, first in high Earth and Rockfill Dam district, select place, build shaping many precast concrete column, and be under lock and key;
B, base surface is rolled smooth and lay sash 1 in dam in the rockfill area and transition zone ranges of high earth and rockfill dam dam body; Along suitable river to sash crossbeam 11 in laying dam, axially lay sash longeron 12 in dam along dam, and sash longeron 12 in sash crossbeam 11 in dam and dam is joined together to form sash 1 in dam; In this step, in described dam, in sash crossbeam 11 and dam, sash longeron 12 is more than two; In every root dam, sash crossbeam 11 is made up of at least two end to end precast concrete column; In described dam, sash longeron 12 is for being connected to the precast concrete column in two adjacent dams between sash crossbeam 11; Precast concrete column is carried to base surface by lifting; Usual precast concrete column is provided with antirust connecting portion, and the antirust connecting portion corresponded to each other all is linked together by antirust connector 13 by any two connected precast concrete column;
C, continue to fill and the quiet high Earth and Rockfill Dam material 4 rolling certain height, described certain height is less than or equal to 1/5 ~ 1/4 of high earth and rockfill dam dam body design altitude; Described certain height is the distance in adjacent two layers dam between sash 1, is generally 2 ~ 10m; By the quiet mode that rolls, dam material 4 is rolled, sash 1 in the dam that arranged can be avoided to be damaged, reduce by pressure the anti-seismic performance of this earthquake resistant structure;
D, repetition step b and c, till reaching the design altitude of high earth and rockfill dam dam body, namely fill high earth and rockfill dam dam crest until filled height;
E, by whole for surperficial for dam material 4 equating and arrange on dam material 4 surface the domatic sash 2 that is connected with sash in dam 1, described domatic sash 2 comprises along the domatic inclined slope aspect sash beam 21 that upwards arranges of dam material 4 with along the dam horizontally disposed level of axis to sash beam 22; In this step, before domatic sash 2 is set, first domatic sash bottom line is set on dam material 4 surface, then builds along domatic sash bottom line, form domatic sash 2; When building, level is made to extend in embedding dam material 4, together with the dowel then arranged on the end of high earth and rockfill dam dam facing with sash crossbeam 11 in dam is anchored to the lower end of sash beam 22;
F, to join to sash beam 22 in the grid that formed in inclined slope aspect sash beam 21 and level stone masonry is set.
Preferably, step c also comprises, while filling out dam material 4 in filled dam material 4 along the elevation direction of high earth and rockfill dam dam body spaced two-layer above geo-grid 3, the distance between adjacent two-layer geo-grid 3 is 1 ~ 3m; And the geo-grid 3 being positioned at downside upwards wraps up dam material 4 near the end of high earth and rockfill dam dam facing along high earth and rockfill dam is domatic, and the geo-grid 3 being adjacent upside overlaps more than 2m, and the lap length of two-layer geo-grid 3 is preferably 2 ~ 4m.Wherein, geo-grid 3 usually according to " base surface leveling → geo-grid 3 lays → overlaps → colligation → fix → inspect for acceptance → dam material 4 fills → along dam slope towards upper parcel filler 4 and overlap with upper strata geo-grid 3 " mode arrange.
Claims (8)
1. for the earthquake resistant structure of meizoseismal area height earth and rockfill dam, it is characterized in that: to comprise in the dam that is arranged in high earth and rockfill dam dam body sash (1) and to be arranged in high earth and rockfill dam dam facing and the domatic sash (2) be connected with sash in dam (1); In described dam, sash (1) comprises along suitable river to sash crossbeam (11) in the dam arranged with along sash longeron (12) in the axial dam arranged, dam; Described domatic sash (2) comprises inclined slope aspect sash beam (21) and level to sash beam (22).
2., as claimed in claim 1 for the earthquake resistant structure of meizoseismal area height earth and rockfill dam, it is characterized in that: this earthquake resistant structure is arranged within the scope of 3/4 ~ 4/5 paramount earth and rockfill dam dam crest in height of dam place of high Earth and Rockfill Dam height journey; In the rockfill area that in described dam, sash (1) is arranged on high earth and rockfill dam dam body and transition region, and in dam, sash (1) is at least two-layer and along high earth and rockfill dam dam body interval, elevation direction and arranges.
3. as claimed in claim 2 for the earthquake resistant structure of meizoseismal area height earth and rockfill dam, it is characterized in that: in described dam, in sash crossbeam (11) and dam, sash longeron (12) is more than two; In every root dam, sash crossbeam (11) is made up of at least two end to end precast concrete column; In described dam, sash longeron (12) is for being connected to the precast concrete column in two adjacent dams between sash crossbeam (11).
4. as claimed in claim 3 for the earthquake resistant structure of meizoseismal area height earth and rockfill dam, it is characterized in that: described precast concrete column is provided with antirust connecting portion, the antirust connecting portion corresponded to each other all is linked together by antirust connector (13) by any two connected precast concrete column.
5. as claimed in claim 1 for the earthquake resistant structure of meizoseismal area height earth and rockfill dam, it is characterized in that: described inclined slope aspect sash beam (21) and level are more than two to sash beam (22), and to be connected to sash beam (22) with same level and to be located thereon inclined slope aspect sash beam (21) the not conllinear of lower both sides.
6. as claimed in claim 5 for the earthquake resistant structure of meizoseismal area height earth and rockfill dam, it is characterized in that: described level extends to the lower end of sash beam (22) short transverse and embeds in dam material (4), together with in described dam, sash crossbeam (11) to be anchored to sash beam (22) part embedded in dam material (4) near end and the level of high earth and rockfill dam dam facing.
7. as claimed in claim 5 for the earthquake resistant structure of meizoseismal area height earth and rockfill dam, it is characterized in that: described domatic sash (2) is cast-in-situ concrete sash, and to join to sash beam (22) in the grid that formed in inclined slope aspect sash beam (21) and level and be provided with stone masonry.
8. the earthquake resistant structure for meizoseismal area height earth and rockfill dam according to any one of claim 1-7, is characterized in that: also comprise geo-grid (3); Described geo-grid (3) is at least two-layer and along high earth and rockfill dam dam body interval, elevation direction and arranges, and be positioned at downside geo-grid (3) near high earth and rockfill dam dam facing end along high earth and rockfill dam domatic upwards wrap up dam material (4) and be adjacent upside geo-grid (3) overlap joint more than 2m.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520746783.8U CN205000297U (en) | 2015-09-24 | 2015-09-24 | A earthquake -resistant structure for meizoseismal area high earth -rock dam |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520746783.8U CN205000297U (en) | 2015-09-24 | 2015-09-24 | A earthquake -resistant structure for meizoseismal area high earth -rock dam |
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| CN205000297U true CN205000297U (en) | 2016-01-27 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155476A (en) * | 2015-09-24 | 2015-12-16 | 中国电建集团成都勘测设计研究院有限公司 | Meizoseismal-area high earth-rock dam aseismic structure and construction method thereof |
| CN106978793A (en) * | 2017-05-08 | 2017-07-25 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of dam facing point type means of defence and structure applied to high earth and rockfill dam antidetonation reinforcement |
| CN109371919A (en) * | 2018-11-30 | 2019-02-22 | 中国电建集团成都勘测设计研究院有限公司 | The native stone water-retaining structure of seepage prevention of core wall |
-
2015
- 2015-09-24 CN CN201520746783.8U patent/CN205000297U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155476A (en) * | 2015-09-24 | 2015-12-16 | 中国电建集团成都勘测设计研究院有限公司 | Meizoseismal-area high earth-rock dam aseismic structure and construction method thereof |
| CN106978793A (en) * | 2017-05-08 | 2017-07-25 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of dam facing point type means of defence and structure applied to high earth and rockfill dam antidetonation reinforcement |
| CN109371919A (en) * | 2018-11-30 | 2019-02-22 | 中国电建集团成都勘测设计研究院有限公司 | The native stone water-retaining structure of seepage prevention of core wall |
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