Cured soil core wall sand gravel dam

Abstract

The utility model discloses a solidified soil core wall sand gravel dam which comprises a solidified soil diaphragm wall, the solidified soil diaphragm wall is arranged in a bedrock supporting layer, curtain grouting is arranged at the bottom of the solidified soil diaphragm wall, a solidified soil core wall is arranged at the top of the solidified soil diaphragm wall, an upstream transition layer is arranged on the upstream side of the solidified soil core wall, and a downstream transition layer is arranged on the downstream side of the solidified soil core wall. A vertical drainage net is arranged on the downstream side of the downstream transition layer, the outer sides of the solidified soil core wall, the upstream transition layer, the downstream transition layer and the vertical drainage net are jointly filled with a gravel area, a drainage mattress is arranged at the downstream bottom of the gravel area and located at the downstream position of the vertical drainage net, and a drainage prism is arranged at the slope toe of the gravel area and located at the downstream position of the drainage mattress. According to the sand gravel dam with the solidified soil core wall, the problems that in the prior art, only a traditional asphalt concrete core wall and a clay core wall can be built, so that resources are wasted, and the manufacturing cost is high are solved.

Description

Technical Field

[0001] This utility model belongs to the technical field of earth-rock dam construction structure, specifically relating to a solidified earth core wall gravel dam. Background Technology

[0002] In some regions, gravel and loess are widely distributed, and the gravel cover layer is generally thick. When constructing dams in these areas, the dam types typically used are concrete-faced gravel dams and asphalt concrete core gravel dams, with concrete cutoff walls used for seepage prevention. If clay-core gravel dams are used directly, loess does not meet the requirements for core clay. Therefore, loess generally needs to be excavated and disposed of during dam foundation treatment, increasing the land occupied by waste and wasting resources. Utility Model Content

[0003] The purpose of this invention is to provide a solidified soil core gravel dam, which solves the problem that existing technologies can only construct traditional asphalt concrete core walls and clay core walls, thus causing resource waste and high construction costs.

[0004] The technical solution adopted in this utility model is a solidified soil core gravel dam, including a solidified soil seepage barrier wall, which is located in the bedrock bearing layer. The bottom of the solidified soil seepage barrier wall is provided with curtain grouting, and the top of the solidified soil seepage barrier wall is provided with a solidified soil core wall. An upstream transition layer is provided on the upstream side of the solidified soil core wall, and a downstream transition layer is provided on the downstream side of the solidified soil core wall. A vertical drainage net is provided on the downstream side of the downstream transition layer. The solidified soil core wall, the upstream transition layer, the downstream transition layer, and the outside of the vertical drainage net are all filled with a gravel material area. A drainage mattress is provided at the downstream bottom of the gravel material area downstream of the vertical drainage net, and a drainage prism is provided at the toe of the gravel material area downstream of the drainage mattress.

[0005] The features of this utility model also include:

[0006] The gravel and sand filling zone is constructed by compacting gravel and sand soil. The gravel and sand filling zone has a trapezoidal structure, and its permeability coefficient after compaction is 1×10⁻⁶. -3 cm / s -1×10 -2 The relative density of the gravel and sand area is not less than 0.8 cm / s.

[0007] An upstream slope protection is provided on the upstream side of the gravel and stone material area, and a downstream slope protection is provided on the downstream side of the gravel and stone material area. A dam top road is paved on the top of the gravel and stone material area.

[0008] The solidified soil seepage barrier is arranged vertically, with a "T" shaped cross-section. The top width of the solidified soil seepage barrier is not less than twice the width of the wall body. The solidified soil seepage barrier coincides with the center line of the curtain grouting. The bottom of the solidified soil seepage barrier extends into the rock stratum by 0.5 m to 1.0 m, and the width of the solidified soil seepage barrier is 0.9 m to 1.8 m.

[0009] Curtain grouting is formed by drilling and grouting. The grouting holes for curtain grouting are vertical holes. The curtain grouting extends into the relative waterproof layer by no less than 5m. The grouting slurry for curtain grouting is one of cement slurry, clay-cement slurry and clay slurry.

[0010] The solidified soil core wall is arranged vertically, and its cross-section is inverted "T" shaped. The center line of the solidified soil core wall coincides with that of the solidified soil seepage barrier wall. The solidified soil core wall is composed of dry loess, HAS curing agent and water mixed together. The mass ratio of dry loess, HAS curing agent and water is 5:4:1. The thickness of the solidified soil core wall is H / 110+0.6 m -H / 70+0.6 m, where H is the height of the area with sand and gravel.

[0011] The solidified soil seepage barrier wall, curtain grouting and solidified soil core wall are set up as a whole on the upstream side of the dam axis in the gravel and stone material area.

[0012] The upstream and downstream transition layers each have a horizontal width of 1.5m-3.0m. Both the upstream and downstream transition layers are composed of gravel or artificial sand and gravel, with the maximum particle size of the gravel or artificial sand and gravel not exceeding 80mm. The content of stone with a particle size less than 5mm in the upstream and downstream transition layers is 25%-40%, and the content of stone with a particle size less than 0.075mm in the upstream and downstream transition layers is not greater than 5%.

[0013] The vertical drainage net consists of geomat and geotextile. The compressive strength of the geomat is not less than 0.6 MPa, and the weight of the geotextile is not less than 300 g / m². 2 The geotextile has a tensile strength of not less than 25kN, and the vertical drainage net has a thickness of 5cm-10cm. The drainage mattress is composed of two layers of rubble, and the two layers of rubble are wrapped with a filter layer on both the top and bottom sides. The top elevation of the drainage prism is 0.5m higher than the highest water level downstream.

[0014] The upstream slope protection is constructed by casting in place or by laying several precast concrete blocks. The concrete strength is not less than C25, the thickness of the cast-in-place concrete is not less than 0.2m, and the size of the precast concrete blocks is not less than 0.3m×0.3m×0.3m. The downstream slope protection is constructed by dry-laid rubble masonry or frame beam protection. The dam crest road is constructed by casting reinforced concrete with a concrete strength not less than C30.

[0015] The beneficial effects of this utility model are:

[0016] The solidified soil core gravel dam provided by this utility model replaces the traditional asphalt concrete core wall and clay core wall by setting a solidified soil anti-seepage wall, saving investment and achieving significant economic benefits; at the same time, it utilizes the excavated waste material, reducing the land occupied by the spoil disposal site, and has good environmental and ecological benefits. Attached Figure Description

[0017] Figure 1 This is a structural schematic diagram of the solidified soil core wall gravel dam of this utility model.

[0018] In the diagram, 1. Gravel and sand material area, 2. Solidified soil seepage barrier wall, 3. Curtain grouting, 4. Solidified soil core wall, 5. Upstream transition layer, 6. Downstream transition layer, 7. Vertical drainage net, 8. Drainage mattress, 9. Drainage prism, 10. Upstream slope protection, 11. Downstream slope protection, 12. Dam crest road. Detailed Implementation

[0019] The present invention will now be described in detail with reference to the accompanying drawings and specific embodiments.

[0020] The solidified soil-core gravel dam provided by this utility model, such as Figure 1 As shown, the structure includes a solidified soil cutoff wall 2, which is located within the bedrock bearing layer. A curtain grouting 3 is provided at the bottom of the solidified soil cutoff wall 2, and a solidified soil core wall 4 is provided at the top of the solidified soil cutoff wall 2. An upstream transition layer 5 is provided on the upstream side of the solidified soil core wall 4, and a downstream transition layer 6 is provided on the downstream side of the solidified soil core wall 4. A vertical drainage net 7 is provided on the downstream side of the downstream transition layer 6. A gravel and stone material zone 1 is filled together outside the solidified soil core wall 4, the upstream transition layer 5, the downstream transition layer 6, and the vertical drainage net 7. A drainage mattress 8 is provided at the downstream bottom of the gravel and stone material zone 1 downstream of the vertical drainage net 7, which can lower the phreatic line of the dam body and prevent seepage damage to the dam body. The bottom is horizontally arranged and should not form a reverse slope. A drainage prism 9 is provided at the toe of the gravel and sand material zone 1 downstream of the drainage mattress 8 to lower the dam's phreatic line and prevent seepage damage. The gravel and sand material zone 1 is constructed by compacting gravel and sand soil. It has a trapezoidal structure and serves as the dam shell material, constituting the main supporting structure of the dam. The filling material for the gravel and sand material zone 1 is primarily selected from the excavated area; any shortfall is transported from an external material yard. The mud content of the gravel and sand material zone 1 is less than 8%, the gravel content is greater than 50%, and the permeability coefficient of the compacted gravel and sand material zone 1 is 1×10⁻⁶. -3 cm / s -1×10 -2The relative density of the gravel and gravel material zone 1 is not less than 0.8 cm / s; an upstream slope protection 10 is provided on the upstream side of the gravel and gravel material zone 1, mainly to protect the gravel and gravel material zone 1 from wave erosion and frost damage; a downstream slope protection 11 is provided on the downstream side of the gravel and gravel material zone 1, mainly to protect the gravel and gravel material zone 1 from rainwater erosion; a dam crest road 12 is paved on the top of the gravel and gravel material zone 1, which has two purposes: one is to seal the entire structure and prevent structural damage. The first purpose is to prevent frost damage and erosion; the second is to provide access roads for maintenance and facilitate management during operation. The solidified soil cutoff wall 2 is vertically arranged, with a "T"-shaped cross-section. The top of the solidified soil cutoff wall 2 expands to both sides primarily to increase the contact surface with the curtain grouting 3, improving the joint's seepage prevention capacity. The top width of the solidified soil cutoff wall 2 is not less than twice the width of the wall body. The centerline of the solidified soil cutoff wall 2 coincides with that of the curtain grouting 3. The bottom of the solidified soil cutoff wall 2 extends 0.5 meters into the rock stratum. The width of the solidified soil seepage barrier wall 2 is 0.9m-1.8m. The curtain grouting 3 is formed by drilling and grouting. The grouting holes of the curtain grouting 3 are vertical holes, extending at least 5m into the relative impermeable layer. The grouting slurry of the curtain grouting 3 is one of cement slurry, clay-cement slurry, or clay slurry. The solidified soil core wall 4 is vertically arranged, with an inverted "T" shaped cross-section. The centerline of the solidified soil core wall 4 coincides with that of the solidified soil seepage barrier wall 2, and the axis avoids unfavorable geological conditions such as fault development, severe weathering, mud inclusions, and soft clay. The solidified soil core wall 4 is constructed from a mixture of dry loess, HAS curing agent, and water, with a mass ratio of dry loess, HAS curing agent, and water of 5:4:1. The thickness of the solidified soil core wall 4 is H / 110+0.6m. -H / 70+0.6m, where H is the height of the gravel and sandy area 1; the solidified soil cutoff wall 2, the curtain grouting 3, and the solidified soil core wall 4 are integrally located on the upstream side of the dam axis in the gravel and sandy area 1; the cohesion of the solidified soil cutoff wall 2 and the solidified soil core wall 4 is not less than 300kPa, the internal friction angle is not less than 30°, and the permeability coefficient is less than 1×10 -7 cm / s; The horizontal width of both the upstream transition layer 5 and the downstream transition layer 6 is 1.5m-3.0m. Both the upstream transition layer 5 and the downstream transition layer 6 are composed of gravel or artificial sand and gravel, and both have continuous gradation. The maximum particle size of the gravel or artificial sand and gravel is not greater than 80mm. The content of stone with a particle size less than 5mm in the upstream transition layer 5 and the downstream transition layer 6 is 25%-40%, and the content of stone with a particle size less than 0.075mm in the upstream transition layer 5 and the downstream transition layer 6 is not greater than 5%. The vertical drainage net 7 is composed of geomat and geotextile. The geomat is made of polypropylene resin permeable mesh board. The downstream side of the geomat is combined with geotextile to prevent soil particles in the gravel area 1 from moving into the geomat and blocking the drainage channel. The compressive strength of the geomat is not less than 0.6Mpa, and the mass of the geotextile is not less than 300g / m. 2The geotextile has a tensile strength of not less than 25kN, and the vertical drainage net 7 has a thickness of 5cm-10cm. The drainage mattress 8 is composed of two layers of rubble, with a filter layer on both the upper and lower sides of the two layers of rubble. The top elevation of the drainage prism 9 is 0.5m higher than the highest downstream water level. The upstream slope protection 10 is made of cast-in-place concrete or several precast concrete blocks, with a concrete strength of not less than C25, a cast-in-place concrete thickness of not less than 0.2m, and several precast concrete blocks with a size of not less than 0.3m×0.3m×0.3m. The downstream slope protection 11 is made of dry-laid rubble or frame beam. The dam top road 12 is made of reinforced concrete, with a concrete strength of not less than C30.

[0021] Example 1

[0022] The solidified soil-core gravel dam proposed in this embodiment, such as Figure 1 As shown, it includes a solidified soil seepage barrier wall 2, which is located within the bedrock bearing layer. A curtain grouting 3 is provided at the bottom of the solidified soil seepage barrier wall 2, and a solidified soil core wall 4 is provided at the top of the solidified soil seepage barrier wall 2. An upstream transition layer 5 is provided on the upstream side of the solidified soil core wall 4, and a downstream transition layer 6 is provided on the downstream side of the solidified soil core wall 4. A vertical drainage net 7 is provided on the downstream side of the downstream transition layer 6. A gravel and stone material zone 1 is filled together outside the solidified soil core wall 4, the upstream transition layer 5, the downstream transition layer 6, and the vertical drainage net 7. A drainage mattress 8 is provided at the downstream bottom of the gravel and stone material zone 1 downstream of the vertical drainage net 7, and a drainage prism 9 is provided at the slope toe of the gravel and stone material zone 1 downstream of the drainage mattress 8.

[0023] Example 2

[0024] The solidified soil-core gravel dam proposed in this embodiment, such as Figure 1 As shown, the structure includes a solidified soil cutoff wall 2, which is located within the bedrock bearing layer. A curtain grouting 3 is installed at the bottom of the solidified soil cutoff wall 2, and a solidified soil core wall 4 is installed at the top. An upstream transition layer 5 is located upstream of the solidified soil core wall 4, and a downstream transition layer 6 is located downstream of the solidified soil core wall 4. A vertical drainage net 7 is located downstream of the downstream transition layer 6. A gravel and sand material zone 1 is constructed around the solidified soil core wall 4, the upstream transition layer 5, the downstream transition layer 6, and the vertical drainage net 7. A drainage mattress 8 is located downstream of the vertical drainage net 7 at the bottom of the gravel and sand material zone 1, and a drainage prism 9 is located downstream of the drainage mattress 8 at the toe of the slope of the gravel and sand material zone 1. The gravel and sand material zone 1 is constructed by compacting gravel and sand material, and has a trapezoidal structure. The permeability coefficient of the compacted gravel and sand material zone 1 is 1×10⁻⁶. -3 cm / s -1×10 -2 cm / s, the relative density of gravel and gravel area 1 is not less than 0.8; upstream slope protection 10 is provided on the upstream side slope of gravel and gravel area 1, downstream slope protection 11 is provided on the downstream side slope of gravel and gravel area 1, and dam top road 12 is paved on the top of gravel and gravel area 1.

[0025] Example 3

[0026] The solidified soil-core gravel dam proposed in this embodiment, such as Figure 1 As shown, the structure includes a solidified soil cutoff wall 2, which is located within the bedrock bearing layer. A curtain grouting 3 is installed at the bottom of the solidified soil cutoff wall 2, and a solidified soil core wall 4 is installed at the top. An upstream transition layer 5 is located upstream of the solidified soil core wall 4, and a downstream transition layer 6 is located downstream of the solidified soil core wall 4. A vertical drainage net 7 is located downstream of the downstream transition layer 6. A gravel and sand material zone 1 is constructed around the solidified soil core wall 4, the upstream transition layer 5, the downstream transition layer 6, and the vertical drainage net 7. A drainage mattress 8 is located downstream of the vertical drainage net 7 at the bottom of the gravel and sand material zone 1, and a drainage prism 9 is located downstream of the drainage mattress 8 at the toe of the slope of the gravel and sand material zone 1. The gravel and sand material zone 1 is constructed by compacting gravel and sand material, and has a trapezoidal structure. The permeability coefficient of the compacted gravel and sand material zone 1 is 1×10⁻⁶. -3 cm / s -1×10 -2 The relative density of the gravel and gravel material area 1 is not less than 0.8 cm / s; an upstream slope protection 10 is provided on the upstream side slope of the gravel and gravel material area 1, a downstream slope protection 11 is provided on the downstream side slope of the gravel and gravel material area 1, and a dam top road 12 is laid on the top of the gravel and gravel material area 1; the solidified soil anti-seepage wall 2 is arranged vertically, the cross section of the solidified soil anti-seepage wall 2 is "T" shaped, the top width of the solidified soil anti-seepage wall 2 is not less than 2 times the wall body width of the solidified soil anti-seepage wall 2, the center line of the solidified soil anti-seepage wall 2 coincides with the center line of the curtain grouting 3, the bottom of the solidified soil anti-seepage wall 2 extends into the rock layer by 0.5 m-1.0 m, and the width of the solidified soil anti-seepage wall 2 is 0.9 m-1.8 m.

[0027] Example 4

[0028] The solidified soil-core gravel dam proposed in this embodiment, such as Figure 1 As shown, the structure includes a solidified soil cutoff wall 2, which is located within the bedrock bearing layer. A curtain grouting 3 is installed at the bottom of the solidified soil cutoff wall 2, and a solidified soil core wall 4 is installed at the top. An upstream transition layer 5 is located upstream of the solidified soil core wall 4, and a downstream transition layer 6 is located downstream of the solidified soil core wall 4. A vertical drainage net 7 is located downstream of the downstream transition layer 6. A gravel and sand material zone 1 is constructed around the solidified soil core wall 4, the upstream transition layer 5, the downstream transition layer 6, and the vertical drainage net 7. A drainage mattress 8 is located downstream of the vertical drainage net 7 at the bottom of the gravel and sand material zone 1, and a drainage prism 9 is located downstream of the drainage mattress 8 at the toe of the slope of the gravel and sand material zone 1. The gravel and sand material zone 1 is constructed by compacting gravel and sand material, and has a trapezoidal structure. The permeability coefficient of the compacted gravel and sand material zone 1 is 1×10⁻⁶. -3 cm / s -1×10 -2The relative density of the gravel and sand material zone 1 is not less than 0.8 cm / s; an upstream slope protection 10 is provided on the upstream side of the gravel and sand material zone 1, a downstream slope protection 11 is provided on the downstream side of the gravel and sand material zone 1, and a dam crest road 12 is paved on the top of the gravel and sand material zone 1; the solidified soil seepage barrier wall 2 is arranged vertically, the cross-section of the solidified soil seepage barrier wall 2 is "T" shaped, the top width of the solidified soil seepage barrier wall 2 is not less than twice the wall body width, the center line of the solidified soil seepage barrier wall 2 coincides with the center line of the curtain grouting 3, the bottom of the solidified soil seepage barrier wall 2 extends into the rock layer by 0.5 m-1.0 m, and the width of the solidified soil seepage barrier wall 2 is 0.9 m. -1.8m; Curtain grouting 3 is formed by drilling and grouting. The grouting holes of curtain grouting 3 are vertical holes. Curtain grouting 3 extends into the relative water-proof layer by not less than 5m. The grouting slurry of curtain grouting 3 is one of cement slurry, clay cement slurry and clay slurry; Solidified soil core wall 4 is arranged vertically. The cross-section of solidified soil core wall 4 is inverted "T" shape. The center line of solidified soil core wall 4 coincides with that of solidified soil anti-seepage wall 2. Solidified soil core wall 4 is composed of dry loess, HAS curing agent and water mixed together. The mass ratio of dry loess, HAS curing agent and water is 5:4:1; The thickness of solidified soil core wall 4 is H / 110+0.6 m -H / 70+0.6 m, where H is the height of the gravel and stone area 1.

[0029] Example 5

[0030] The solidified soil-core gravel dam proposed in this embodiment, such as Figure 1 As shown, the structure includes a solidified soil cutoff wall 2, which is located within the bedrock bearing layer. A curtain grouting 3 is installed at the bottom of the solidified soil cutoff wall 2, and a solidified soil core wall 4 is installed at the top. An upstream transition layer 5 is located upstream of the solidified soil core wall 4, and a downstream transition layer 6 is located downstream of the solidified soil core wall 4. A vertical drainage net 7 is located downstream of the downstream transition layer 6. A gravel and sand material zone 1 is constructed around the solidified soil core wall 4, the upstream transition layer 5, the downstream transition layer 6, and the vertical drainage net 7. A drainage mattress 8 is located downstream of the vertical drainage net 7 at the bottom of the gravel and sand material zone 1, and a drainage prism 9 is located downstream of the drainage mattress 8 at the toe of the slope of the gravel and sand material zone 1. The gravel and sand material zone 1 is constructed by compacting gravel and sand material, and has a trapezoidal structure. The permeability coefficient of the compacted gravel and sand material zone 1 is 1×10⁻⁶. -3 cm / s -1×10 -2The relative density of the gravel and sand material zone 1 is not less than 0.8 cm / s; an upstream slope protection 10 is provided on the upstream side of the gravel and sand material zone 1, a downstream slope protection 11 is provided on the downstream side of the gravel and sand material zone 1, and a dam crest road 12 is paved on the top of the gravel and sand material zone 1; the solidified soil seepage barrier wall 2 is arranged vertically, the cross-section of the solidified soil seepage barrier wall 2 is "T" shaped, the top width of the solidified soil seepage barrier wall 2 is not less than twice the wall body width, the center line of the solidified soil seepage barrier wall 2 coincides with the center line of the curtain grouting 3, the bottom of the solidified soil seepage barrier wall 2 extends into the rock layer by 0.5 m-1.0 m, and the width of the solidified soil seepage barrier wall 2 is 0.9 m. -1.8m; Curtain grouting 3 is formed by drilling and grouting. The grouting holes of curtain grouting 3 are vertical holes. Curtain grouting 3 extends into the relative impermeable layer by no less than 5m. The grouting slurry of curtain grouting 3 is one of cement slurry, clay cement slurry, and clay slurry; Solidified soil core wall 4 is arranged vertically. The cross-section of solidified soil core wall 4 is inverted "T" shaped. The center line of solidified soil core wall 4 coincides with that of solidified soil anti-seepage wall 2. Solidified soil core wall 4 is composed of dry loess, HAS solidifying agent, and water mixed together. The mass ratio of dry loess, HAS solidifying agent, and water is 5:4:1; The thickness of solidified soil core wall 4 is H / 110+0.6m -H / 70+0.6m, where H is the height of the gravel and sand material area 1; Solidified soil anti-seepage wall 2, curtain grouting 3, and solidified soil core wall 4 are set up as a whole on the upstream side of the dam axis of gravel and sand material area 1; The horizontal width of upstream transition layer 5 and downstream transition layer 6 is 1.5m. -3.0m, the upstream transition layer 5 and the downstream transition layer 6 are both composed of gravel or artificial sand and gravel. The maximum particle size of the gravel or artificial sand and gravel is no more than 80mm. The content of stone with a particle size of less than 5mm in the upstream transition layer 5 and the downstream transition layer 6 is 25%-40%, and the content of stone with a particle size of less than 0.075mm in the upstream transition layer 5 and the downstream transition layer 6 is no more than 5%.

[0031] Example 6

[0032] The solidified soil-core gravel dam proposed in this embodiment, such as Figure 1 As shown, the structure includes a solidified soil cutoff wall 2, which is located within the bedrock bearing layer. A curtain grouting 3 is installed at the bottom of the solidified soil cutoff wall 2, and a solidified soil core wall 4 is installed at the top. An upstream transition layer 5 is located upstream of the solidified soil core wall 4, and a downstream transition layer 6 is located downstream of the solidified soil core wall 4. A vertical drainage net 7 is located downstream of the downstream transition layer 6. A gravel and sand material zone 1 is constructed around the solidified soil core wall 4, the upstream transition layer 5, the downstream transition layer 6, and the vertical drainage net 7. A drainage mattress 8 is located downstream of the vertical drainage net 7 at the bottom of the gravel and sand material zone 1, and a drainage prism 9 is located downstream of the drainage mattress 8 at the toe of the slope of the gravel and sand material zone 1. The gravel and sand material zone 1 is constructed by compacting gravel and sand material, and has a trapezoidal structure. The permeability coefficient of the compacted gravel and sand material zone 1 is 1×10⁻⁶. -3 cm / s -1×10 -2The relative density of the gravel and sand material zone 1 is not less than 0.8 cm / s; an upstream slope protection 10 is provided on the upstream side of the gravel and sand material zone 1, a downstream slope protection 11 is provided on the downstream side of the gravel and sand material zone 1, and a dam crest road 12 is paved on the top of the gravel and sand material zone 1; the solidified soil seepage barrier wall 2 is arranged vertically, the cross-section of the solidified soil seepage barrier wall 2 is "T" shaped, the top width of the solidified soil seepage barrier wall 2 is not less than twice the wall body width, the center line of the solidified soil seepage barrier wall 2 coincides with the center line of the curtain grouting 3, the bottom of the solidified soil seepage barrier wall 2 extends into the rock layer by 0.5 m-1.0 m, and the width of the solidified soil seepage barrier wall 2 is 0.9 m. -1.8m; Curtain grouting 3 is formed by drilling and grouting. The grouting holes of curtain grouting 3 are vertical holes. Curtain grouting 3 extends into the relative impermeable layer by no less than 5m. The grouting slurry of curtain grouting 3 is one of cement slurry, clay cement slurry, and clay slurry; Solidified soil core wall 4 is arranged vertically. The cross-section of solidified soil core wall 4 is inverted "T" shaped. The center line of solidified soil core wall 4 coincides with that of solidified soil anti-seepage wall 2. Solidified soil core wall 4 is composed of dry loess, HAS solidifying agent, and water mixed together. The mass ratio of dry loess, HAS solidifying agent, and water is 5:4:1; The thickness of solidified soil core wall 4 is H / 110+0.6m -H / 70+0.6m, where H is the height of the gravel and sand material area 1; Solidified soil anti-seepage wall 2, curtain grouting 3, and solidified soil core wall 4 are set up as a whole on the upstream side of the dam axis of gravel and sand material area 1; The horizontal width of upstream transition layer 5 and downstream transition layer 6 is 1.5m. -3.0m, both the upstream transition layer 5 and the downstream transition layer 6 are composed of gravel or artificial sand and gravel, with a maximum particle size of no more than 80mm. The content of stones with a particle size less than 5mm in both the upstream and downstream transition layers 5 and 6 is 25%-40%, and the content of stones with a particle size less than 0.075mm in both the upstream and downstream transition layers 5 and 6 is no more than 5%. The vertical drainage net 7 is composed of geomat and geotextile, with the geomat having a compressive strength of no less than 0.6MPa and the geotextile having a mass specification of no less than 300g / m². 2 The geotextile has a tensile strength of not less than 25kN, and the vertical drainage net 7 has a thickness of 5cm-10cm. The drainage mattress 8 is composed of two layers of rubble, with a filter layer on both the upper and lower sides of the two layers of rubble. The top elevation of the drainage prism 9 is 0.5m higher than the highest downstream water level. The upstream slope protection 10 is made of cast-in-place concrete or several precast concrete blocks, with a concrete strength of not less than C25, a cast-in-place concrete thickness of not less than 0.2m, and several precast concrete blocks with a size of not less than 0.3m×0.3m×0.3m. The downstream slope protection 11 is made of dry-laid rubble or frame beam. The dam top road 12 is made of reinforced concrete, with a concrete strength of not less than C30.

Claims

1. A solidified soil-core gravel dam, characterized in that, The structure includes a solidified soil seepage barrier wall (2), which is located within the bedrock bearing layer. A curtain grouting (3) is provided at the bottom of the solidified soil seepage barrier wall (2), and a solidified soil core wall (4) is provided at the top of the solidified soil seepage barrier wall (2). An upstream transition layer (5) is provided on the upstream side of the solidified soil core wall (4), and a downstream transition layer (6) is provided on the downstream side of the solidified soil core wall (4). A vertical drainage net (7) is provided on the downstream side of the downstream transition layer (6). A gravel and stone material area (1) is filled together outside the solidified soil core wall (4), the upstream transition layer (5), the downstream transition layer (6), and the vertical drainage net (7). A drainage mattress (8) is provided at the downstream bottom of the gravel and stone material area (1) downstream of the vertical drainage net (7), and a drainage prism (9) is provided at the slope toe of the gravel and stone material area (1) downstream of the drainage mattress (8).

2. The solidified soil-core gravel dam according to claim 1, characterized in that, The gravel and sand material zone (1) is formed by compacted gravel and sand material. The gravel and sand material zone (1) has a trapezoidal structure. The permeability coefficient of the gravel and sand material zone (1) after compaction is 1×10⁻⁶. -3 cm / s -1×10 -2 cm / s, the relative density of the gravel and sand material area (1) is not less than 0.

8.

3. The solidified soil-core gravel dam according to claim 1, characterized in that, An upstream slope protection (10) is provided on the upstream side of the gravel and stone material area (1), a downstream slope protection (11) is provided on the downstream side of the gravel and stone material area (1), and a dam top road (12) is paved on the top of the gravel and stone material area (1).

4. The solidified soil-core gravel dam according to claim 1, characterized in that, The solidified soil seepage barrier wall (2) is arranged vertically. The cross-section of the solidified soil seepage barrier wall (2) is "T" shaped. The top width of the solidified soil seepage barrier wall (2) is not less than twice the wall body width. The solidified soil seepage barrier wall (2) coincides with the center line of the curtain grouting (3). The bottom of the solidified soil seepage barrier wall (2) extends into the rock layer by 0.5 m-1.0 m. The width of the solidified soil seepage barrier wall (2) is 0.9 m-1.8 m.

5. The solidified soil-core gravel dam according to claim 1, characterized in that, The curtain grouting (3) is formed by drilling and grouting. The grouting holes of the curtain grouting (3) are vertical holes. The curtain grouting (3) extends into the relative waterproof layer by not less than 5m. The grouting slurry of the curtain grouting (3) is one of cement slurry, clay cement slurry and clay slurry.

6. The solidified soil-core gravel dam according to claim 1, characterized in that, The solidified soil core wall (4) is arranged vertically, and the cross-section of the solidified soil core wall (4) is inverted "T" shape. The center line of the solidified soil core wall (4) coincides with that of the solidified soil seepage barrier wall (2). The thickness of the solidified soil core wall (4) is H / 110+0.6 m -H / 70+0.6 m, where H is the height of the gravel and stone material area (1).

7. The solidified soil-core gravel dam according to claim 1, characterized in that, The solidified soil seepage barrier (2), curtain grouting (3), and solidified soil core wall (4) are set up as a whole on the upstream side of the dam axis of the gravel and stone material area (1).

8. The solidified soil-core gravel dam according to claim 1, characterized in that, The horizontal width of both the upstream transition layer (5) and the downstream transition layer (6) is 1.5m-3.0m.

9. The solidified soil-core gravel dam according to claim 1, characterized in that, The vertical drainage net (7) is composed of geomat and geotextile. The compressive strength of the geomat is not less than 0.6 MPa, and the mass of the geotextile is not less than 300 g / m³. 2 The geotextile has a tensile strength of not less than 25kN, the vertical drainage net (7) has a thickness of 5cm-10cm, the drainage mattress (8) is composed of two layers of rubble, and the two layers of rubble are wrapped with a filter layer on both the upper and lower sides; the top elevation of the drainage prism (9) is 0.5m higher than the highest downstream water level.

10. The solidified soil-core gravel dam according to claim 3, characterized in that, The upstream slope protection (10) is made of cast-in-place concrete or a number of precast concrete blocks. The concrete strength is not less than C25, the thickness of the cast-in-place concrete is not less than 0.2m, and the size of the precast concrete blocks is not less than 0.3m×0.3m×0.3m. The downstream slope protection (11) is made of dry-laid rubble or frame beam. The dam top road (12) is made of reinforced concrete. The concrete strength is not less than C30.

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