CN215252687U - Partition structure of gravel soil core wall dam - Google Patents
Partition structure of gravel soil core wall dam Download PDFInfo
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- CN215252687U CN215252687U CN202121141463.1U CN202121141463U CN215252687U CN 215252687 U CN215252687 U CN 215252687U CN 202121141463 U CN202121141463 U CN 202121141463U CN 215252687 U CN215252687 U CN 215252687U
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Abstract
The utility model discloses a partition structure of gravel soil core wall dam, include from the upper reaches to low reaches and divide into the upper reaches bank protection in proper order, the hard rock rockfill district in upper reaches, the upper reaches transition zone, the upper reaches filter material district, gravel soil core wall, the low reaches filter material district, the low reaches transition zone, the hard rock rockfill district in low reaches, the soft rock rockfill district in low reaches, low reaches bank protection and drainage blanket, still be provided with the soft rock rockfill district in upper reaches between hard rock rockfill district and the upper reaches transition zone, the hard rock rockfill district in upper reaches and the hard rock rockfill district in low reaches adopt intensity to be greater than the hard rock that 30MPa was built, the soft rock that upper reaches soft rock rockfill district and low reaches soft rock rockfill district adopted intensity to be less than 30MPa heap. The utility model discloses can utilize the soft rock of stock ground exploitation more when the dam is filled, reduce and abandon the sediment volume, reduce the engineering investment, can solve simultaneously and lack the problem that the gravel soil core wall dam was built in the more area of hard rock and soft rock.
Description
Technical Field
The utility model relates to a hydraulic and hydroelectric engineering technical field specifically is a novel subregion method of gravel soil core wall dam.
Background
The earth and rockfill dam can be built by using local materials, can fully utilize local materials, can adapt to complex foundations, has good anti-seismic performance, and has the advantages of low manufacturing cost, strong adaptability, short construction period and the like due to the use of large-scale construction machines such as digging, transporting, filling and rolling machines. The method fully utilizes various dam materials near the dam site, and is a basic principle of earth-rock dam design. The dam is built by adopting stones, which is considered to be more suitable for hard rocks for a long time, and the problem of long-distance material transportation is usually caused when a local material dam is built in an area which lacks hard rocks and is widely distributed by soft rocks, so that the dam is poor in economy and is contrary to the dam building principle of local materials.
In recent years, with the development of damming technology, the use of large-scale damming equipment has gradually broken through and relaxed the damming material limitation, and the technology of damming by soft rock has gradually broken through, some dams arrange the soft rock excavation material in the dry area inside the downstream dam body, and 4.1.20 regulations in 'design specification of rolling earth-rock dam (SL 274-2001)' for weathered stones and soft rock which have low softening coefficient and can not be crushed into gravelly soil 'are suitable to be filled in the dry area'. As shown in fig. 1, the partitioned structure of the gravel-soil core-wall dam in the prior art includes an upstream slope protection 1, an upstream hard rock rockfill area 2, an upstream transition area 4, an upstream filter material area 5, a gravel-soil core-wall 6, a downstream filter material area 7, a downstream transition area 8, a downstream hard rock rockfill area 9, a downstream soft rock rockfill area 10, a downstream slope protection 11 and a drainage layer 12, which are sequentially divided from upstream to downstream, wherein the upstream hard rock rockfill area 2 and the downstream hard rock rockfill area 9 are stacked by hard rocks with strength greater than 30MPa, and the downstream soft rock rockfill area 10 is stacked by soft rocks with strength less than 30 MPa. In the traditional dam body partition, only a small amount of soft rock smaller than 30MPa is piled in a dry area inside a downstream dam body.
However, for the project of stock ground with the soft rock as the main part, the problem of building stones on the dam cannot be completely solved only by building part of the soft rock in the dry area inside the downstream dam body. Therefore, how to use more soft rock in dam filling reasonably solves the problem of damming in areas with abundant soft rock and lack of hard rock, and is a problem to be solved urgently.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that a partition structure of gravel soil core wall dam is provided, the rational utilization stock ground soft rock fill dam body can reduce and abandon the sediment volume in the soft rock of more utilization stock ground exploitation in dam filling, reduces the engineering investment, effectively solves the problem that lacks hard rock and soft rock is more the area to construct the earth and rock dam.
In order to solve the technical problem, the utility model discloses a technical scheme is: the utility model provides a subregion structure of gravel soil core wall dam, includes and divide into the upper reaches bank protection from the upper reaches to low reaches in proper order, upper reaches hard rock rockfill district, upper reaches transition zone, upper reaches filter material district, gravel soil core wall, lower reaches filter material district, lower reaches transition zone, low reaches hard rock rockfill district, low reaches soft rock rockfill district, low reaches bank protection and drainage blanket, still be provided with upper reaches soft rock rockfill district between upper reaches hard rock rockfill district and the upper reaches transition zone, the hard rock rockfill district of upper reaches and low reaches hard rock rockfill district adopt the intensity to be greater than the hard rock that 30MPa were piled, the soft rock that the intensity was less than 30MPa were piled in upper reaches soft rock rockfill district and low reaches soft rock rockfill district.
The downstream hard rock rockfill area is in the top area of the downstream dam body, the drainage layer is made of hard rock stacked under the pressure of more than 30MPa, and other downstream areas are all soft rock rockfill areas which are made of soft rock stacked under the pressure of less than 30MPa and mined in a stock ground.
The upstream hard rock rockfill area is arranged at the top of the dam and outside the dam shell, and the upstream soft rock rockfill area is arranged inside the dam body and is wrapped by the upstream hard rock rockfill area.
The top width of the upstream hard rock rockfill area is 0.3-0.5 of the width of the upstream rockfill area of the dam body at the elevation, the height of the upstream hard rock rockfill area is 0.5-0.7 of the height of the dam body, and the slope ratio of the side slope is 1: 0.5-1: 1.0.
The downstream hard rock rockfill area is located in the region of the top of the dam, the downstream soft rock rockfill area is located in the middle of the downstream dam, and the drainage layer is located in the lower region of the downstream dam.
The height of the downstream hard rock rockfill area is 0.25-0.3 of the height of the dam, the height of the downstream soft rock rockfill area is 0.5-0.6 of the height of the dam, and the height of the drainage layer is 0.15-0.2 of the height of the dam.
The maximum particle size of the upstream hard rock rockfill area and the downstream hard rock rockfill area is controlled to be 600mm, the content of particles smaller than 25mm is not larger than 35%, the content of particles smaller than 5mm is 6% -15%, the content of particles smaller than 0.075mm is smaller than 5%, grading is continuous, the porosity after compaction is 20%, and the permeability coefficient is not smaller than 1 x 10-3cm/s; the maximum particle size of the upstream soft rock rockfill area and the downstream soft rock rockfill area is controlled to be 600mm, the content of particles smaller than 0.075mm is smaller than 5%, the content of particles smaller than 5mm is smaller than 15%, the porosity after compaction is 20%, and the permeability coefficient is not smaller than 1 x 10-4cm/s。
The upstream slope protection adopts a C25 concrete prefabricated block structure; high bank protection of low reaches bank protection top 1/4 ~ 1/5 dam adopts the stone structure of sizing, and the lower part adopts the stone structure of doing.
The gravel soil core wall dam is further provided with a wave wall, a grouting gallery, an anti-seepage curtain and an upstream cofferdam.
The utility model has the advantages that: the soft rock mined in the stock ground is effectively utilized, the amount of the abandoned slag is reduced, the engineering investment is reduced, and the problem of building an earth-rock dam in the area where hard rock is lacked and the soft rock is more is solved.
Drawings
FIG. 1 is a sectional view of a prior art segmented construction of a gravel-soil core dam.
Fig. 2 is a sectional view of the partition structure of the gravel-soil core wall dam of the present invention.
Detailed Description
The technical solution in the embodiment of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiment of the present invention; obviously, the described embodiments are only a part of the embodiments of the present invention, and not all embodiments, and all other embodiments obtained by those skilled in the art without any inventive work are within the scope of the present invention based on the embodiments of the present invention.
In the description of the present invention, it should be noted that the terms "upper", "lower", "inner", "outer", "top/bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
As shown in fig. 2, the utility model discloses a zone structure of gravel soil core wall dam, include from the upper reaches to low reaches and divide into upper reaches bank protection 1 in proper order, upper reaches hard rock rockfill district 2, upper reaches transition zone 4, upper reaches filter material district 5, gravel soil core wall 6, low reaches filter material district 7, low reaches transition zone 8, low reaches hard rock rockfill district 9, low reaches soft rock rockfill district 10, low reaches bank protection 11 and drainage blanket 12, still be provided with upper reaches soft rock rockfill district 3 between upper reaches hard rock rockfill district 2 and upper reaches transition zone 4, upper reaches hard rock rockfill district 2 and low reaches hard rock rockfill district 9 adopt intensity to be greater than 30 MPa's hard rock pile, upper reaches soft rock rockfill district 3 and low reaches soft rock rockfill district 10 adopt intensity to be less than 30 MPa's rock soft pile.
The downstream hard rock rockfill area 9 is built in the top area of the downstream dam body by adopting hard rocks with the pressure of more than 30MPa, and the other downstream areas are all the downstream soft rock rockfill areas 10 which are built by adopting soft rocks with the mining intensity of a stock ground of less than 30 MPa.
The upstream hard rock rockfill region 2 is arranged at the top of the dam and outside the dam shell, and the upstream soft rock rockfill region 3 is arranged inside the dam body and is wrapped by the upstream hard rock rockfill region 2.
The top width of the upstream hard rock rockfill area 2 is 0.3-0.5 of the width of the upstream rockfill area of the dam body at the elevation, the height of the upstream rockfill area is 0.5-0.7 of the height of the dam body, and the slope ratio of the side slope is 1: 0.5-1: 1.0.
The downstream hard rock rockfill region 9 is located in the region of the top of the dam, the downstream soft rock rockfill region 10 is located in the middle of the downstream dam, and the drainage layer 12 is located in the lower region of the downstream dam.
The height of the downstream hard rock rockfill area 9 is 0.25-0.3 of the dam height, the height of the downstream soft rock rockfill area 10 is 0.5-0.6 of the dam height, and the height of the drainage layer 12 is 0.15-0.2 of the dam height.
The upstream hard rock rockfill area 2 and the downstream hard rock rockfill area 9 are controlled to have the maximum particle size of 600mm, the content of particles smaller than 25mm is not larger than 35%, the content of particles smaller than 5mm is 6-15%, the content of particles smaller than 0.075mm is smaller than 5%, grading is continuous, the porosity after compaction is 20%, and the permeability coefficient is not smaller than 1 x 10-3cm/s; the maximum grain diameter of the upstream soft rock rockfill area 3 and the downstream soft rock rockfill area 10 is controlled to be 600mm, the content of grains smaller than 0.075mm is smaller than 5%, the content of grains smaller than 5mm is smaller than 15%, the porosity after compaction is 20%, and the permeability coefficient is not smaller than 1 x 10-4cm/s。
The upstream revetment 1 adopts a C25 concrete prefabricated block structure; high bank protection of 11 tops 1/4 ~ 1/5 dams of downstream bank protection adopts the stone structure of sizing, and the lower part adopts the stone structure of doing.
The gravel soil core wall dam is also provided with a wave wall 13, a grouting gallery 14, an impervious curtain 15 and an upstream cofferdam 16.
The utility model discloses pile soft rock respectively at dam body upper reaches and low reaches, replace the hard rock that the tradition was dammed usefulness. Except that the requirement of meeting the earthquake resistance of the dam body is built by adopting hard rock heaps with the pressure of more than 30MPa in the top area of the downstream dam body and the requirement of meeting the drainage in the lower area (drainage layer) of the downstream dam body, all other downstream areas are built by adopting soft rock heaps with the mining strength of a stock ground of less than 30MPa, and the mode that the traditional dam body partition only builds a small amount of soft rock with the pressure of less than 30MPa in the dry area inside the downstream dam body is replaced.
The gravel soil core wall dam is further provided with a wave wall 13, an upstream transition area 4, an upstream filter material area 5, a gravel soil core wall 6, a downstream filter material area 7, a downstream transition area 8, a grouting gallery 14, an impermeable curtain 15 and an upstream cofferdam 16 which have the same requirements as those of a common gravel soil core wall dam.
In the embodiment, a large amount of soft rock is respectively piled in the upstream rockfill area and the middle area of the downstream dam body, the traditional dam body partition is replaced by only piling a small amount of soft rock in the dry area in the downstream dam body, the soft rock mined in a stock ground is more utilized in the dam filling, the waste slag amount is reduced, and the engineering investment is reduced.
According to the dam body partition in the embodiment, the dam body is subjected to seepage and stress strain calculation by adopting MIDAS/GTS/NX, and the slope stability of the dam body is calculated by adopting Geostudio rock software. According to the analysis and calculation results, the single-width seepage flow of the dam body under the normal water storage level working condition and the flood level checking working condition is respectively 0.123L/s and 0.146L/s, the maximum seepage ratio drop of the core wall is respectively 1.91 and 1.92, the allowable seepage ratio drop of the engineering core wall is 2-4, and the core wall cannot be subjected to seepage damage under the existing working condition; the pore pressure ratio of most areas of the core wall is below 0.8, the extreme values of the pore pressure ratio are 0.92 and 0.93 respectively, the extreme values of the pore pressure ratio appear on the upstream surface of the middle lower part of the core wall, namely the pore water pressure of the core wall is smaller than the vertical stress, and the core wall cannot generate the hydraulic fracture phenomenon under the existing working condition. After water storage, the dam body stress is increased to some extent due to the water pressure and the humidifying action after water storage, and the dam body stress is within a reasonable range. The maximum value of the stress level of the core wall under different working conditions is 0.60, and is less than 1. The safety coefficient of the normal operation condition is 1.678-2.246, and the requirement that the safety coefficient is more than 1.5 is met; the safety coefficient of the emergency operation condition I is 1.238-1.926, wherein the upstream dam slope of the normal water storage level working condition suddenly drops to the dead water level working condition at the speed of 14.5m/day, the requirement that the safety coefficient is larger than 1.3 is not met, and the other conditions are met; and the safety coefficient of the emergency operation condition II is 1.278-1.363, and the requirement that the safety coefficient is more than 1.2 is met. The working condition corresponding to the minimum safety factor is that the normal water storage position meets the upstream slope of the earthquake, the safety factor is 1.278, and the requirement that the safety factor is greater than 1.2 is met. The dam slope stability of each working condition meets the standard requirement.
In the embodiment, after the dam foundation is excavated, the grouting gallery of the corresponding portion is poured, the upstream rockfill area, the core wall and the downstream rockfill area are then simultaneously piled, hard rocks are piled in the hard rock rockfill area according to the condition of quarry mining stones, soft rocks are piled in the soft rock rockfill area, the piling height of adjacent parts is required to be simultaneously raised during construction, the construction mode and the requirement are the same as those of a common gravelly soil core wall dam, and finally, the upstream and downstream slope protection structures are constructed, so that the whole construction is completed.
The above-mentioned embodiments are only used for illustrating the technical ideas and features of the present invention, and the purpose thereof is to enable those skilled in the art to understand the contents of the present invention and to not limit the scope of the present invention by implementation, and the equivalent changes and modifications made without departing from the concept and principles of the present invention still fall within the scope of the present invention.
Claims (8)
1. The utility model provides a subregion structure of gravel soil core wall dam, includes from the upper reaches to low reaches and divide into upper reaches bank protection (1) in proper order, upper reaches hard rock rockfill district (2), upper reaches transition zone (4), upper reaches filter material district (5), gravel soil core wall (6), lower reaches filter material district (7), lower reaches transition zone (8), lower reaches hard rock rockfill district (9), lower reaches soft rock rockfill district (10), lower reaches bank protection (11) and drainage blanket (12), its characterized in that, still be provided with upper reaches soft rock rockfill district (3) between upper reaches hard rock rockfill district (2) and upper reaches transition zone (4), upper reaches hard rock rockfill district (2) and lower reaches hard rock rockfill district (9) adopt the hard rock that intensity is greater than 30MPa heap, upper reaches soft rock rockfill district (3) and lower reaches soft rock rockfill district (10) adopt the soft rock that intensity is less than 30MPa heap.
2. A zoned structure for a conglomerate core-wall dam according to claim 1, characterized in that the downstream hard rock rockfill region (9) is in the downstream dam body top region, the drainage layer (12) is of hard rock piled at more than 30MPa and the other downstream regions are all of the downstream soft rock rockfill regions (10) piled with soft rock mined at the stock ground at less than 30 MPa.
3. A zoned structure for a conglomerate core-wall dam according to claim 1, characterized in that the upstream hard rock rockfill region (2) is at the top of the dam and outside the dam shell, and the upstream soft rock rockfill region (3) is inside the dam body and is surrounded by the upstream hard rock rockfill region (2).
4. The partition structure of the gravel-soil core-wall dam as claimed in claim 1, wherein the width of the top of the upstream hard rock rockfill area (2) is 0.3-0.5 of the width of the upstream rockfill area of the dam body at the elevation, the height is 0.5-0.7 of the height of the dam body, and the slope ratio of the side slope is 1: 0.5-1: 1.0.
5. A zoned structure for a conglomerate core-wall dam according to claim 2, characterized in that the downstream hard rock-fill region (9) is in the region of the crest, the downstream soft rock-fill region (10) is in the region of the middle of the downstream dam, and the drainage layer (12) is in the region of the lower part of the downstream dam.
6. A zoned structure for a conglomerate-soil core-wall dam according to claim 2 or 5, characterized in that the downstream hard rock rockfill region (9) has a height of 0.25-0.3 of the dam height, the downstream soft rock rockfill region (10) has a height of 0.5-0.6 of the dam height, and the drainage layer (12) has a height of 0.15-0.2 of the dam height.
7. A partitioned structure of a gravel-soil core-wall dam according to claim 1, characterized in that the upstream revetment (1) is of a prefabricated block structure of C25 concrete; high bank protection of low reaches bank protection (11) top 1/4 ~ 1/5 dam adopts the stone structure of sizing, and the lower part adopts the structure of dry masonry.
8. A zoned structure for a gravel-soil core-wall dam according to claim 1, characterized in that the gravel-soil core-wall dam is further provided with a wave wall (13), a grouting gallery (14), a impervious curtain (15) and an upstream cofferdam (16).
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113123301A (en) * | 2021-05-25 | 2021-07-16 | 中水北方勘测设计研究有限责任公司 | Partition structure of gravel soil core wall dam |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113123301A (en) * | 2021-05-25 | 2021-07-16 | 中水北方勘测设计研究有限责任公司 | Partition structure of gravel soil core wall dam |
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