CN215289917U - River channel closure arrangement structure - Google Patents
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- CN215289917U CN215289917U CN202120189922.7U CN202120189922U CN215289917U CN 215289917 U CN215289917 U CN 215289917U CN 202120189922 U CN202120189922 U CN 202120189922U CN 215289917 U CN215289917 U CN 215289917U
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Abstract
The utility model discloses a river course arrangement structure that dams. The construction method comprises a first-stage impervious wall construction platform and a second-stage impervious wall construction platform; arranging a first impervious wall construction platform dike head at the end of the first impervious wall construction platform; the first-stage impervious wall is positioned in the axial line range of the first-stage impervious wall construction platform; the primary weir body is filled on the downstream side of the primary diaphragm wall construction platform; the second-stage impervious wall is positioned in the axial line range of the second-stage impervious wall construction platform; the second-stage weir body is filled at the downstream side of the second-stage diaphragm wall construction platform; the lower parts of the first-stage impervious wall and the second-stage impervious wall are both poured to a base rock roof line, and the upper parts of the first-stage impervious wall and the second-stage impervious wall are both provided with cap concrete protection. The utility model has the advantages of reduce the degree of difficulty that dams, save the engineering investment.
Description
Technical Field
The utility model relates to a technical field that dams is led in the hydraulic and hydroelectric engineering construction, it is the arrangement structure that dams that utilizes cut-off wall construction platform to double as dam in the opposite directions that dams that says so. The utility model is suitable for a diaphragm wall construction platform's hydraulic and hydroelectric engineering has been arranged to the construction cofferdam.
Background
1. Definition of interception
During the process of building cofferdam on the river channel, the water flow of the river channel is cut off to force the river water to change the channel and discharge from the built water diversion and discharge structure or the reserved channel to the downstream, which is called as interception. The closure mode can be classified into dike closure and dike closure without dike. The closure by the dike method is that the dike is directly cast on the flowing water of the river channel for closure, and the closure mainly comprises vertical closure, horizontal closure and mixed closure; the closure without banquette is to cut off the water flow in the river by adopting a method of not building the banquette, and mainly comprises the steps of gate closure, directional blasting, floating structure closure and the like. The vertical blocking and intercepting means that a dump truck is matched with mechanical equipment such as a bulldozer and the like, various materials are thrown from one bank of a river bed to the other bank or from two banks to the middle of the river bed to form a dike, and the dike gradually enters a narrow water passage door to directly close and intercept water flow. The flat blocking and closure refers to that floating bridges or trestles are arranged at the closure opening along the axis of the dike, or the dike is uniformly cast along the full line of the closure opening by using river-crossing equipment such as a cable machine and the like, and rises layer by layer until the dike finally emerges out of the water surface, and the river bed is closed.
With the application of large-scale loading and transportation machinery and the development of vertical plugging and intercepting theory and intercepting technology, the dike method is usually selected to vertically block and intercept, i.e. intercepting materials are thrown from two banks or one bank to the riverbed, and the riverbed is gradually narrowed until the river channel is completely cut off, as shown in figure 1.
The cut-off dike is generally a part of the cofferdam body and can be divided into a single dike, a double dike and a multi-dike according to the dike number and arrangement. The single dike is usually arranged on the backwater side of the upstream cofferdam, and the dual dike and the multi dike are usually arranged in the upstream cofferdam and the downstream cofferdam. Typical arrangements of closure berms are shown in figure 4.
The characteristics of a typical hydraulic and hydroelectric engineering shut-off scheme at home and abroad are shown in table 1.
TABLE 1 typical characteristics table for water conservancy and hydropower engineering at home and abroad
The main data sources are:
(1) gaoyin an, Jianming, Sanxia hydro junction river cut-off design [ J ], China Sanxia construction, 1996(5):6-10.
(2) Design and construction of water conservancy project of Guodingxiang dam [ J ], hydroelectric power generation, 1981(4) and 6-14.
(3) Design and implementation analysis of interception of hydraulic junction of Qingjiang river rock, Korea, Kazu Huguang, 1989(1):8-13.
(4) H.B. Lajin, Xiongjie, Gubichev hydropower station construction site on the Fulgarian river cut-off project [ J ], people Changjiang river, 1956(6):39-42.
(5) Li Xiandan, Itapu hydropower station [ J ], China three gorges construction, 1996(5):29-31.
Note: when the bed is horizontally thrown, namely when the riverbed has a deep and thick covering layer which is easy to wash, in order to avoid washing, the bottom protection is horizontally thrown at the position of a closure gap, the bottom protection usually adopts large stones, and also can adopt flexible materials (such as firewood rows and the like) or sand-gravel material throwing transition, and then the large stones are pressed on the bottom protection; floating bridge flat plugging, namely arranging floating bridges at the closure gap, uniformly casting a dike along the full line of the closure gap, ascending layer by layer until the dike finally emerges out of the water surface, and intercepting the river bed; the horizontal and vertical plugging combination means that for a soft foundation riverbed, the riverbed is easy to scour by pure vertical plugging, and a scheme of firstly horizontally throwing to protect the bottom and then vertically plugging and closing the river is usually adopted.
2. Characteristic of conventional river closure
For water conservancy and hydropower engineering with deep riverbed covering layer, deep diaphragm wall and large cofferdam engineering quantity, the construction period of completing the cofferdam and the diaphragm wall in a dry season is short; generally speaking, river closure belongs to the one-war field of back water, and the construction intensity of closure is high, the construction organization degree of difficulty is big, the engineering investment is big.
The river-damming characteristics of a typical deep overburden in China are shown in Table 2.
TABLE 2 river-closure characteristics table for typical deep and thick covering layer in China
The main data sources are:
(1) riverbed closure of Tanshima, Bisha hydropower station [ J ], academic report on hydroelectric power generation, 2002(2) 44-56.
(2) Liu Zhong gang, Nianhu Ji, Kupeqing, and the like, cofferdam closure organization and construction of a bay hydropower station [ J ], Yunnan hydroelectric power generation, 2004,20(5):26-28.
(3) Li Wen Qing, Yashujiang river Jinyan primary hydropower station interception construction technology [ J ], south-to-north water transfer and water conservancy technology, 2008(6) 81-83.
(4) Design and construction of a river closure scheme in the project of Yongjun, Ningjien, Xiluo ferry [ J ], Hunan hydropower, 2011(6):22-24.
(5) Engineering closure optimization research of the regional hydropower station of the high profit army [ J ], the journal of the water and construction engineering, 2010,8(6): 127-.
(6) Li Feng Biao, Dagang mountain water conservancy project construction interception [ J ], hydroelectric power and new energy, 2002(5) 41-43.
(7) Key technical research and application of a narrow hip dike interception scheme with high hydraulic indexes for Zhao Yu, Changming Yun, Shu Dong, Jinyan secondary hydropower stations [ J ], a water conservancy and hydropower technology, 2009(12) and 69-74.
3. Current situation of flow cut-off method
At present, in order to meet the requirement of building a cofferdam on a safe water retaining stage according to the stage after closure, the closure is generally carried out immediately by adopting a dike method at the end of flood or in the early stage of dry water. For projects with higher interception indexes, wide interception, double interception or multi-interception measures are usually adopted, and large stones, extra large stones and special interception materials are required to be closed in the interception process.
The conventional river closure mainly has the following problems: (1) the flow cut-off is larger at the end of flood or in the early stage of dry season, the cut-off hydraulic index is high, and the comprehensive difficulty is large. (2) Medium and small stones (stone blocks with the particle size of 0.3-0.7 m and the weight of 40-480 kg), large stones (stone blocks with the particle size of 0.7-1.3 m and the weight of 0.48-3 t), extra large stones (stone blocks with the particle size of more than 1.3-1.6 m and the weight of more than 3-5 t), and concrete blocks (the volume of which is 0.117 a)3m30.28a by weight3t tetrahedron or volume a3m3Weight 2.4a3t hexahedrons), steel frame gabions (for example, in the closure engineering of the three gorges diversion open channel, the roughened bottom at the upstream closure gap part is formed by the steel frame gabion with the overall dimension of 2.5m multiplied by 2.5m and the single weight of 23.5 t) or steel wire gabions (the medium and small stones are packed by steel wire mesh bags, and each gabion is 5-10 t), and the like, and the closure material preparation amount is large, and the engineering investment is large. (3) River closure belongs to the back of the body water war, and the construction intensity is big in short period, and the construction organization requires highly. (4) In the construction process, river closure is firstly implemented, and then a diaphragm wall construction platform is filled, so that the diaphragm wall construction time is influenced.
Therefore, it is necessary to develop a river closure arrangement structure which reduces the closure difficulty and saves the engineering investment.
Disclosure of Invention
The utility model aims at providing a river closure arrangement structure, which is characterized in that a first-stage cut-off wall construction platform is pre-occupied and a first-stage cut-off wall is constructed in advance, and the first-stage cut-off wall is a cut-off wall at a river-crossing bed deep groove part, thereby being beneficial to relieving the pressure of the river-crossing bed deep groove part at the deep cut-off wall during the construction period and creating conditions for constructing a water retaining cofferdam according to the period; meanwhile, the traditional closure dike is cancelled, and the cofferdam section structure is combined, so that the anti-seepage wall construction platform is properly protected and then also used as a closure dike to implement river closure, the closure difficulty is reduced, and the engineering investment is saved.
In order to realize the above purpose, the technical scheme of the utility model is that: the utility model provides a river course arrangement structure that dams which characterized in that: the construction method comprises a first-stage impervious wall construction platform and a second-stage impervious wall construction platform;
arranging a first impervious wall construction platform dike head at the end of the first impervious wall construction platform;
the first-stage impervious wall is positioned in the axial line range of the first-stage impervious wall construction platform; the primary weir body is filled on the downstream side of the primary diaphragm wall construction platform;
the second-stage impervious wall is positioned in the axial line range of the second-stage impervious wall construction platform; the second-stage weir body is filled at the downstream side of the second-stage diaphragm wall construction platform;
the lower parts of the first-stage impervious wall and the second-stage impervious wall are both poured to a base rock roof line, and the upper parts of the first-stage impervious wall and the second-stage impervious wall are both provided with cap concrete protection.
In the technical scheme, the first-stage cut-off wall construction platform comprises a cut-off wall construction platform mixture, an upstream side impact-proof riprap and a downstream side impact-proof stone slag; wherein, the upstream side anti-impact flint is positioned at the upstream side of the mixture of the impervious wall construction platform; the downstream side anti-impact stone slag material is positioned on the downstream side of the impervious wall construction platform mixture; the diaphragm wall construction platform mixture is positioned between the upstream side impact-proof riprap and the downstream side impact-proof stone slag material.
In the technical scheme, the second-stage cut-off wall construction platform comprises a cut-off wall construction platform mixture, an upstream side impact-proof riprap and a downstream side impact-proof stone slag; wherein, the upstream side anti-impact flint is positioned at the upstream side of the mixture of the impervious wall construction platform; the downstream side anti-impact stone slag material is positioned on the downstream side of the impervious wall construction platform mixture; the diaphragm wall construction platform mixture is positioned between the upstream side impact-proof riprap and the downstream side impact-proof stone slag material.
Compare with the tradition scheme of damming, the utility model has the advantages of as follows:
(1) by adopting the scheme of the utility model, the first-stage cut-off wall construction platform can be pre-occupied and the first-stage cut-off wall can be constructed in advance, and the first-stage cut-off wall is a cut-off wall at the river-crossing bed deep groove part, which is beneficial to relieving the pressure of the river-crossing bed deep groove part deep cut-off wall in the working period and creates conditions for the cofferdam to finish building water retaining according to the period; the second-stage cut-off wall construction platform reserved in the dry water period is closed in advance compared with the dry flow period, so that the cut-off construction difficulty is reduced, and the cofferdam is ensured to stop water in a timely manner;
(2) the utility model has flexible time selection for closure and closure of the protected second-stage cut-off wall construction platform, can avoid the period with larger incoming flow at the end of flood or in the early stage of the dry season, and is favorable for reducing closure hydraulics indexes and closure difficulty by utilizing the closure and closure of the period with more dry incoming flow in the dry season; the method is favorable for reducing the material preparation requirement of the interception material, in particular the material preparation amount of special interception material (such as concrete blocks, steel frame gabions, steel wire gabions and the like), thereby saving the investment of the interception engineering;
(3) the interception scheme of the utility model is carried out in two stages, thus avoiding the back water fight of interception construction and reducing the difficulty of traditional high-strength interception construction organization;
(4) use the wudongde power station of jinsha river as an example, the biggest degree of depth of the last, low reaches cofferdam impervious wall of wudongde power station reaches 98m and 93m respectively, and the impervious wall during the stage pressure is big, adopts the utility model discloses technical scheme has obvious advantage than the tradition scheme of damming, as shown in table 3: the problem of high hydraulic index of closure entry closure at the end of a flood under the condition of large flow is solved, and the entry closure flow, the closure fall and the maximum flow speed of a closure opening are all obviously reduced; the width increment of the prop dike can reach 35-120 m, the interception fall is shared, and the interception hydraulics index is further reduced. ② the dosage of special interception material is reduced obviously, the dosage of the interception material of medium stone and above is 11.13 ten thousand meters3Reduced to 0.4 km3Reducing the investment of cut-off materials by about 536.2 ten thousand yuan (more than 50 yuan/m for medium stone)3Metering), the economical efficiency is improved, and the difficulty of material preparation for intercepting is reduced. Thirdly, the closure hydraulics index is low, the loss of the dike is reduced, and the closure is reducedThe material preparation requirement is met, and the later foundation pit excavation engineering quantity is reduced. Fourthly, the construction time of the impervious wall at the deep groove part of the riverbed is advanced by 2 months, and the construction period pressure of the impervious wall is remarkably relieved.
Drawings
Fig. 1 is a top view of a conventional dike-method vertical shutoff.
Fig. 2 is a sectional view a-a of fig. 1.
Fig. 3 is a sectional view B-B of fig. 1.
Fig. 4 is a typical layout of a prior art closure dike.
Fig. 5 is the first cut-off wall construction platform of the upstream cofferdam of the wudongde dam in the embodiment of the utility model pre-occupies.
FIG. 6 is a layout of a conventional closure dike.
Fig. 7 is a schematic view of a technical solution in an embodiment of the present invention.
Fig. 8 is a schematic diagram of a second technical solution in an embodiment of the present invention.
Fig. 9 is a third schematic diagram of the technical solution in the embodiment of the present invention.
Fig. 10 is the partition layout schematic diagram of the diaphragm wall construction platform of the utility model.
Fig. 11 is a schematic view of the dike dam structure of the present invention.
In fig. 5, a represents the maximum depth of the second-stage diaphragm wall after the first-stage diaphragm wall construction is completed (wherein the maximum depth of the second-stage diaphragm wall of the udon upstream cofferdam is 80 m); b represents the elevation of a first-stage cut-off wall construction platform (wherein the elevation of the Udongde upstream cofferdam cut-off wall construction platform is 832.5 m); c represents the pre-occupation length of the first-stage diaphragm wall construction platform (wherein the pre-occupation length of the first-stage diaphragm wall construction platform of the Wudongde upstream cofferdam is 167.74 m); e represents the embankment head slope of the first-stage diaphragm wall construction platform, (wherein the slope of the embankment head slope of the first-stage diaphragm wall construction platform of the Udongde upstream cofferdam is 1: 1.5); qrRepresenting the slag throwing of the bed of the upstream cofferdam of Udongde; qcol+alRepresents the udder upstream cofferdam overlay; pt2y 2-1Representing the lower bedrock of the udder upstream cofferdam overburden.
FIG. 6 is a layout of a conventional interception dike, which is mainly arranged on the backwater side of the axis of the cofferdam and generally consists of stone ballast, medium stone, large stone, extra large stone, special interception material and the like.
Fig. 7 is the utility model discloses cut-off embankment layout of cut-off wall construction platform, the utility model discloses utilize cut-off wall construction platform to cut-off, downstream side, dyke head and domatic scour protection carry out on the cut-off wall construction platform.
In fig. 8, 9 and 11, a represents the upstream side impact-resistant and riprap width, B represents the impervious wall construction platform mixture width, and C represents the downstream side impact-resistant rock slag width.
In fig. 10, L1 represents the pre-occupied length of the first-stage diaphragm wall construction platform; l2 denotes the length of the embankment of the first diaphragm wall construction platform; l3 represents the occupation length of the second-stage impervious wall construction platform.
In the figure, 1-cofferdam axis, 2-diaphragm wall axis, 3-traditional interception dike axis, 4-filter material, 5-riverbed ground line, 6-traditional interception dike stone slag material, 7-diaphragm wall construction platform elevation, 8-diaphragm wall construction platform mixture, 9-downstream side anti-rock slag material, 10-upstream side anti-rock tossing, 11-first-stage diaphragm wall construction platform, 12-first-stage diaphragm wall, 13-first-stage diaphragm wall construction platform dike head, 14-second-stage diaphragm wall construction platform, 15-terrain line, 16-cap concrete, 17-bedrock top line, 18-diaphragm wall, 19-second-stage diaphragm wall, 101-upstream dike axis, 21-interception dike axis, 31-cofferdam axis A, 41-interception dike, 51-rockfill, 61-weathered sand, 71-impervious wall, 81-stone slag mixture, 91-transition layer and 110-curtain grouting.
Detailed Description
The following detailed description of the embodiments of the present invention will be made with reference to the accompanying drawings, which are not intended to limit the present invention, but are merely exemplary. While the advantages of the invention will be clear and readily appreciated by the description.
The utility model relates to an utilize cut-off wall construction platform to double as arrangement structure that dams banquette. The utility model discloses at the end of flood or the early stage of dry season construct first-stage cut-off wall construction platform advance to occupy, reserve the longkou, and make scour protection wrap up the head, carry out first-stage cut-off wall construction in advance, recycle dry season and implement second-stage cut-off wall construction platform advance to occupy the closure than the dry flow period, cut off the river, both alleviated cut-off wall engineering pressure, also avoided the shut off hydraulic index that leads to when adopting the back of the river one war that the shut off, shut off and prepare material and construction organization require high, short period construction intensity is high, engineering investment is big scheduling problem; the cofferdam first-stage cut-off wall constructed in advance creates favorable conditions for reducing the cut-off difficulty and saving the engineering investment, and creates a new river cut-off mode; solves the problems of high intercepting hydraulic index, large technical difficulty, high comprehensive investment, difficult intercepting high-strength construction organization, incapability of constructing a deep impervious wall in advance and the like.
With reference to the accompanying drawings: a river closure arrangement structure comprises a first-stage impervious wall construction platform 11 and a second-stage impervious wall construction platform 14;
the utility model discloses set up first cut-off wall construction platform and first cofferdam on one bank of riverbed, first cut-off wall construction platform and first cofferdam advance as much as possible under the condition that hydraulics allows and occupy, create the deeper groove position cut-off wall of riverbed and construct the condition in advance, solve the problem that the deep cut-off wall engineering period is long, first cut-off wall construction platform advances to occupy and accomplishes the back, carry out the filling of first cofferdam, the advance of first cofferdam in the riverbed left and right sides bank direction occupies the filling length and is unanimous with first cut-off wall construction platform advances to occupy the length; when the dry water period is in a dry flow period, performing second-stage cut-off wall construction platform occupation on the other bank of the river bed, completing river bed closure after the second-stage cut-off wall construction platform occupation is closed, starting second-stage cut-off wall construction, and simultaneously performing second-stage cofferdam filling construction on the downstream side of the second-stage cut-off wall construction platform;
a first impervious wall construction platform dike head 13 is arranged at the end head of the first impervious wall construction platform 11; after the pre-occupation of the first-stage cut-off wall construction platform 11 is finished, protecting the end of the first-stage cut-off wall construction platform by adopting a first-stage cut-off wall construction platform embankment head 13 to prevent water flow from directly scouring the first-stage cut-off wall construction platform mixture 8;
the first-stage impervious wall 12 is positioned in the range of the axis of the first-stage impervious wall construction platform 11; the primary weir body is filled on the downstream side of the primary impervious wall construction platform 11;
the second-stage impervious wall 19 is positioned in the range of the axis of the second-stage impervious wall construction platform 14; the second-stage weir body is filled at the downstream side of the second-stage impervious wall construction platform 14;
the lower parts of the first-stage impervious wall 12 and the second-stage impervious wall 19 are both poured to a bedrock roof line 17, and the upper parts are both provided with cap concretes 16 (as shown in figures 10 and 11).
Further, the first-stage cut-off wall construction platform 11 comprises a cut-off wall construction platform mixture 8, an upstream side impact-proof flint 10 and a downstream side impact-proof stone slag 9; wherein, the upstream side impact-proof flint 10 is positioned at the upstream side of the impervious wall construction platform mixture 8; the downstream side anti-impact stone slag material 9 is positioned on the downstream side of the impervious wall construction platform mixed material 8; the impervious wall construction platform mixture 8 is positioned between the upstream side impact-proof flint 10 and the downstream side impact-proof stone slag 9;
the second-stage cut-off wall construction platform 14 comprises a cut-off wall construction platform mixture 8, an upstream side impact-proof flint stone 10 and a downstream side impact-proof stone slag charge 9; wherein, the upstream side impact-proof flint 10 is positioned at the upstream side of the impervious wall construction platform mixture 8; the downstream side rock erosion prevention slag 9 is positioned on the downstream side of the impervious wall construction platform mixture 8; the diaphragm wall construction platform mixture 8 is positioned between the upstream side impact-resistant flint 10 and the downstream side impact-resistant rock slag 9 (as shown in fig. 8 and 9).
Furthermore, the sum of the pre-occupation length and the pre-occupation length of the first-stage impervious wall construction platform 11, the first-stage impervious wall construction platform embankment head 13 and the second-stage impervious wall construction platform 14 is the same as the width of the riverbed at the axial line part of the impervious wall.
The utility model relates to an intercepting method of a river intercepting arrangement structure, which comprises the following steps,
the method comprises the following steps: pre-occupying a first-stage impervious wall construction platform 11 at the end of a flood or in the early stage of a dry season;
step two: after the first-stage cut-off wall construction platform 11 is pre-occupied, performing anti-impact protection on the pre-occupied end of the first-stage cut-off wall construction platform 11 by using the first-stage cut-off wall construction platform dike head 13; the end of the first-stage cut-off wall construction platform 11 is prevented from being washed away, the pre-occupied length of the first-stage cut-off wall construction platform 11 needs to meet the requirement that the first-stage cut-off wall crosses the deep groove part of the riverbed, and simultaneously the hydraulic index of the embankment head 13 of the first-stage cut-off wall construction platform needs to meet the requirement of impact resistance;
step three: after the pre-occupied end of the first-stage cut-off wall construction platform 11 is effectively protected, the first-stage cut-off wall construction is started, and the weir body on the downstream side of the first-stage cut-off wall construction platform 11 is constructed in a follow-up filling mode;
step four: when the flow of the river channel is the relatively low flow in the low water period, the machine is selected to carry out the second-stage cut-off wall construction platform 14 to enter and occupy the river bed and cut off the river bed, so that the cut-off hydraulics index and the cut-off difficulty are reduced, and the second-stage cut-off wall construction platform is occupied;
before the second-stage cut-off wall construction, the second-stage cut-off wall construction platform 14 is firstly occupied (after the second-stage cut-off wall construction platform 14 is occupied, the second-stage cut-off wall construction platform is formed);
step five: after the second-stage cut-off wall construction platform enters into the closure, the second-stage cut-off wall construction is started, and the weir body on the downstream side of the second-stage cut-off wall construction platform 14 is subjected to follow-up filling construction; the protection mode of the second-stage cut-off wall construction platform in the utility model is similar to that of the first-stage cut-off wall construction platform, as shown in fig. 8, the upstream of the second-stage cut-off wall construction platform adopts the anti-impact riprap protection, the downstream adopts the stone slag material protection, and the second-stage cut-off wall construction platform adopts the anti-impact riprap protection and the stone slag material protection to prevent water flow from directly scouring the cut-off wall construction platform mixture with smaller particle size;
step six: and after the first-stage impervious wall construction platform 11 and the second-stage impervious wall construction platform are fully occupied, river closure is completed.
Furthermore, the utility model discloses in advance carry out first stage cut-off wall construction platform 11 and advance to occupy, carry out its downstream side weir body trailing fill again, cancelled traditional damming embankment, saved traditional damming embankment spare amount and engineering investment; as shown in figures 1-3, the closure by the dike method in the prior art is realized, and the dike method is needed to be arranged in the prior art, the material reserve of the closure stone and above is large, the closure hydraulic index is high, the material loss of the closure material is large, and the excavation amount of a foundation pit in the later period is increased.
The utility model provides a first cut-off wall construction platform 11 advances in advance under the protection of upstream side scour protection riprap, downstream side scour protection slabstone material and accounts for in advance, is favorable to forming first cut-off wall construction platform in advance, can start the construction of the deep cut-off wall in the deep groove position in first stage in advance, alleviates deep cut-off wall construction period pressure in the deep groove position.
Further, the utility model provides a second phase cut-off wall construction platform 14 advances to account for the mode, and second phase cut-off wall construction, the 14 downstream side weir body tailgating of second phase cut-off wall construction platform are followed and are filled the construction mode and all are the same with first phase cut-off wall construction platform 11, first phase cut-off wall construction, 11 downstream side weir bodies tailgating of first phase cut-off wall construction platform and are filled the construction mode.
In summary, the utility model discloses in, impervious wall construction platform advances to occupy and advances to occupy in two stages, wherein, accomplish the first stage impervious wall construction platform and advance to occupy the back in advance, the second stage impervious wall construction platform position does not advance to occupy, belongs to and reserves the breach overflow, and the drainage is united with water conservancy diversion drainage building, is favorable to reducing first stage impervious wall construction platform 11 and first stage impervious wall construction platform dyke head 13 hydraulics index to reduce the first stage impervious wall construction platform and protect the degree of difficulty, save the engineering investment; in the period of relatively low flow in the dry period, the second-stage cut-off wall construction platform 14 is selected to enter the pipeline, and the second-stage cut-off wall construction platform 14 has relatively low hydraulic index due to relatively low flow, so that the use amount of medium stones and above closure materials is saved, and the engineering investment is saved.
Furthermore, the middle part of the first-stage impervious wall construction platform 11 is provided with impervious wall construction platform mixture 8, the upstream part is provided with an upstream side anti-impact riprap 10, and the downstream part is provided with downstream side anti-impact riprap slag 9.
Further, the grain diameter of the impervious wall construction platform mixture 8 is less than or equal to 0.2 m; the particle size of the upstream side impact-proof flint 10 is 0.4 m-1.1 m; the particle size of the downstream rock ballast is less than or equal to 0.6m (as shown in fig. 8 and 9).
Further, during the pre-entry occupation period of the first-stage cut-off wall construction platform 11, the pre-entry occupation length of the upstream side impact-proof riprap 10 is always 5-7 m longer than that of the cut-off wall construction platform mixture 8, and a cantilever angle is formed on the upstream side to play a main protection role so as to prevent water flow from directly scouring the first-stage cut-off wall construction platform mixture 8; the pre-feeding length of the downstream side anti-impact stone slag material 9 is 3-5 m longer than that of the diaphragm wall construction platform mixture 8 (as shown in figures 8 and 9), so that backflow is prevented from brushing the first stage diaphragm wall construction platform mixture 8, and a secondary protection effect is achieved.
Further, the pre-occupied length of the first-stage impervious wall construction platform 11 is determined according to the following method: the pre-occupied length of the first-stage cut-off wall construction platform 11 needs to span the deep groove part of the riverbed (the depth of the cut-off wall at the deep groove part of the riverbed is large, the construction period of the cut-off wall at the deep groove part directly determines the construction period of the whole cofferdam filling), meets the first-stage construction requirement of the cut-off wall at the deep groove part of the riverbed, creates the construction condition of the cut-off wall at the deep groove part in advance, and relieves the construction pressure of the cut-off wall at the deep groove part; on the other hand, the pre-occupied length of the first cut-off wall construction platform 11 needs to ensure that the hydraulic index of the first cut-off wall construction platform dyke head 13 meets the impact-resistant requirement (as shown in fig. 10, the hydraulic index of the first cut-off wall construction platform dyke head needs to be verified through a hydraulic model test, so that the pre-occupied length of the first cut-off wall construction platform is determined).
Furthermore, the second-stage cut-off wall construction platform 14 occupies a section of closure in a dry water period and finishes the construction in a dry flow period, and simultaneously meets the requirements of the overall construction period of the second-stage cut-off wall and the cofferdam;
furthermore, the advance mode of the second-stage impervious wall construction platform 14 is basically consistent with the advance mode of the first-stage impervious wall construction platform 11; an upstream side anti-impact flint 10 is arranged at the upstream of the second-stage cut-off wall construction platform 14, a cut-off wall construction platform mixture 8 is arranged in the middle, and a downstream side anti-impact stone slag 9 is arranged at the downstream.
Examples
Use now the utility model discloses it is right as the embodiment to be applied to the closure of wudongde dam cofferdam river course the utility model discloses carry out the detailed description, it is right to the utility model discloses be applied to other hydraulic and hydroelectric engineering construction and lead to cut off and to have the guide effect equally.
The maximum depth of the diaphragm walls of the upper and lower cofferdams of the Wudongde hydropower station in the embodiment respectively reaches 98m and 93m, the depth of the diaphragm walls is large, and the working pressure of the cofferdams and the diaphragm walls is large.
The river channel intercepting method of the embodiment specifically comprises the following steps:
the method comprises the following steps: pre-occupying a protected first-stage impervious wall construction platform;
in the early stage of the flood ending or dry period, according to the distribution characteristics of a riverbed covering layer, starting to pre-enter a first-stage cut-off wall construction platform from a certain bank in a one-way mode, filling the middle of the cut-off wall construction platform by adopting a mixture, protecting the upstream side of the cut-off wall construction platform by adopting anti-scouring and stone throwing to prevent the mixture of the cut-off wall construction platform from being washed along water flow, protecting the downstream side by adopting stone slag to prevent the mixture of the cut-off wall construction platform from being washed back, and comprehensively determining the pre-entry length of the cut-off wall construction platform according to the entry hydraulics index and the cut-off wall construction requirement (generally crossing a deeper groove part in the middle of the riverbed to ensure that the cut-off wall at the deeper groove part begins construction as soon as possible); for example, in the upstream cofferdam engineering of the dam of the udon-site hydropower station, the pre-occupied length of a first-stage diaphragm wall construction platform is 167.74m, the construction of all diaphragm walls of a right bank and diaphragm walls with the depth of more than 80m of the left bank is completed, the maximum flow rate of the dam head of the first-stage diaphragm wall construction platform is 5.36m/s (meeting the requirement of impact-resistant, rock-throwing and impact-resistant flow rate), and the maximum flow rate of the dam head of the diaphragm axis of the first-stage diaphragm wall construction platform is 2.73m/s (meeting the requirement of impact-resistant flow rate of a mixture of the diaphragm wall construction platform);
in the pre-advancing and occupying process, the pre-advancing and occupying length of the upstream side impact-proof riprap is always 5-7 m longer than that of the impervious wall construction platform mixture, so that the seepage wall construction platform mixture is prevented from being directly flushed along water flow; the pre-entry length of the rock ballast materials on the downstream side is 3-5 m longer than that of the impervious wall construction platform mixture all the time, so that backflow is prevented from washing the impervious wall construction platform mixture;
during the pre-occupation period of the protected first-stage cut-off wall construction platform, the inflow flow is large, but because the reserved gap of the riverbed and the flow guide and discharge structure simultaneously overflow, the flow speed and the fall of the riverbed are small in the first-stage pre-occupation process; meanwhile, the total width of the diaphragm wall construction platform and the upstream side anti-impact riprap thereof and the downstream side anti-impact stone slag material is wider (the total width of the diaphragm wall construction platform and the upstream side anti-impact riprap thereof and the downstream side anti-impact stone slag material in the first stage of the upstream cofferdam of the Wudong-De dam in the embodiment reaches more than 65m, is obviously greater than the width of the traditional closure dike by more than 30m and is increased by more than 35m compared with the width of the traditional closure dike), the first stage pre-occupation belongs to the wide dike pre-occupation (even can reach 65-150 m), the closure head is further shared, the closure difficulty is reduced, the requirement on large-particle-size filling materials (the block stones with the particle size of more than 0.7m and the weight of more than 0.48 t) is lower, the loss of the closure material is smaller, and the closure throwing strength is lower (as shown in figures 5 and 6);
step two: filling and constructing a first-stage impervious wall and a first-stage cofferdam;
after the protected first-stage cut-off wall construction platform is pre-occupied, the first-stage cut-off wall construction is started, and the construction period pressure of the first-stage cut-off wall (the first-stage cut-off wall is a cut-off wall crossing a deep groove part of a riverbed, and the upstream cofferdam of the Wudongde dam in the embodiment completes the construction of all cut-off walls on the right bank and the cut-off wall with the depth of the left bank more than 80m) is relieved; filling other parts of cofferdams (mainly including a cofferdam body at the downstream side in the pre-occupying range of a first-stage impervious wall construction platform), as shown in fig. 5 (wherein, fig. 5 is the pre-occupying of the first-stage impervious wall construction platform of the upstream cofferdam of the udder dam (the pre-occupying length is 167.74m, the construction of all the impervious walls of the right bank and the impervious walls of which the depths of the left bank are more than 80m) is completed); the construction platform of the first-stage impervious wall of the upstream cofferdam of the Wudong dam in the embodiment pre-enters the rear entrance door at the maximum flow rate of 5.36m/s, and the maximum flow rate of the impervious axis embankment head is 2.73 m/s;
step three: the protected second-stage cut-off wall construction platform enters into the closure;
when the flow is relatively dry in the dry period, the machine is selected to carry out the second-stage cut-off wall construction platform to enter the river bed and close the river bed; the second-stage cut-off wall construction platform is in the same advance occupation mode as the first-stage cut-off wall construction platform, the middle is cut-off wall construction platform mixture, the upstream side is provided with anti-impact riprap, and the downstream side is provided with anti-impact stone slag;
the second-stage cut-off wall construction platform occupies a shorter closure time period in a dry period, the closure flow rate is small (only 3.5m/s), the fall is small (only 1.5m), the overall closure difficulty is small, the requirements on large particle size (the particle size is larger than 0.7m, and the weight is larger than 0.48 t) and special closure materials (such as concrete blocks, steel frame gabions, steel wire gabions and the like) are low, and the closure construction strength is low;
step four: filling construction of a second-stage impervious wall and a second-stage cofferdam;
after the second-stage cut-off wall construction platform finishes entering and closing, performing second-stage cut-off wall and second-stage cofferdam filling construction; and finishing river closure.
In fig. 6, the conventional interception dike layout scheme is as follows: the interception dike is arranged on the backwater side of the axis of the cofferdam and generally consists of stone ballast, medium stone, large stone, extra large stone, special interception materials and the like.
In fig. 7, the utility model discloses cut-off dike of cut-off wall construction platform is arranged, and its arrangement mode is: and (4) intercepting by using the cut-off wall construction platform, and performing anti-impact protection on the upstream side and the downstream side of the cut-off wall construction platform, the dike head and the slope.
Fig. 8 is the utility model discloses first-stage cut-off wall construction platform is thrown and is filled into and account for the plan view, carries out the scour protection to cut-off wall construction platform upper and lower side.
Fig. 9 is a plan view of the second-stage cut-off wall construction platform of the utility model.
Fig. 10 is the partition layout schematic diagram of the diaphragm wall construction platform of the utility model.
Fig. 11 is a schematic view of the dike dam structure of the present invention.
The effect pairs of different interception schemes of the upstream cofferdam of the udder hydropower station in the embodiment are shown in the following table 3:
table 3 comparison of effects of upstream cofferdam of udder hydropower station in this embodiment under different interception schemes
And (4) conclusion: more tradition scheme, this embodiment adopts the utility model discloses technical scheme has obvious advantage, as shown in table 3: the problem of high hydraulic index of closure under the condition of large flow at the end of flood is solved, and the closure flow, closure fall and maximum flow speed of closure are all highThe obvious reduction is achieved; the width increment of the prop dam can reach 35-120 m, the interception drop is shared, and the interception hydraulics index is further reduced; ② the dosage of special interception material is reduced obviously, the dosage of the interception material of medium stone and above is 11.13 ten thousand meters3Reduced to 0.4 km3Reducing the investment of cut-off materials by about 536.2 ten thousand yuan (more than 50 yuan/m for medium stone)3Metering), the economy is improved, and the difficulty in intercepting and preparing materials is reduced; thirdly, the closure hydraulics index is low, the dike flow loss is reduced, the requirements for closure material preparation are lowered, and the later foundation pit excavation engineering amount is reduced; fourthly, the construction time of the impervious wall at the position of the riverbed deeper groove is advanced by 2 months, and the construction period pressure of the impervious wall is remarkably relieved.
Other parts not described belong to the prior art.
Claims (3)
1. The utility model provides a river course arrangement structure that dams which characterized in that: comprises a first-stage impervious wall construction platform (11) and a second-stage impervious wall construction platform (14);
a primary impervious wall construction platform dike head (13) is arranged at the end head of the primary impervious wall construction platform (11);
the first-stage impervious wall is positioned in the axial line range of the first-stage impervious wall construction platform (11); the primary weir body is filled on the downstream side of the primary impervious wall construction platform (11);
the second-stage impervious wall is positioned in the axial line range of the second-stage impervious wall construction platform (14); the second-stage weir body is filled at the downstream side of the second-stage impervious wall construction platform (14);
the lower parts of the first-stage impervious wall and the second-stage impervious wall are both poured to a bedrock top plate line (17), and the upper parts of the first-stage impervious wall and the second-stage impervious wall are both provided with cap concrete (16).
2. The river diversion arrangement of claim 1, wherein: the first-stage cut-off wall construction platform (11) comprises a cut-off wall construction platform mixture (8), an upstream side impact-proof flint stone (10) and a downstream side impact-proof stone slag material (9); wherein, the upstream side impact-proof flint stone (10) is positioned at the upstream side of the impervious wall construction platform mixture (8); the downstream side anti-impact stone slag material (9) is positioned on the downstream side of the impervious wall construction platform mixed material (8); the diaphragm wall construction platform mixture (8) is positioned between the upstream side impact-proof flint stone (10) and the downstream side impact-proof stone slag (9).
3. The river diversion arrangement of claim 2, wherein: the second-stage cut-off wall construction platform (14) comprises a cut-off wall construction platform mixture (8), an upstream side impact-resistant flint stone (10) and a downstream side impact-resistant stone slag material (9); wherein, the upstream side impact-proof flint stone (10) is positioned at the upstream side of the impervious wall construction platform mixture (8); the downstream side anti-impact stone slag material (9) is positioned on the downstream side of the impervious wall construction platform mixed material (8); the diaphragm wall construction platform mixture (8) is positioned between the upstream side impact-proof flint stone (10) and the downstream side impact-proof stone slag (9).
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| CN202120189922.7U CN215289917U (en) | 2021-01-22 | 2021-01-22 | River channel closure arrangement structure |
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| CN202120189922.7U CN215289917U (en) | 2021-01-22 | 2021-01-22 | River channel closure arrangement structure |
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