34results about How to "Meet anti-seepage requirements" patented technology

The invention relates to a treatment method of a peat soil dam foundation. For the dam section of a clay core-wall rockfill dam, gravels are scattered so as to enhance bearing capability, a pump pit is arranged for draining, and consolidation grouting and curtain grouting are carried out so as to ensure the stability and permeability of the dam foundation. For the dam section of a homogeneous soil dam, a pipe culvert and a draining ditch are buried, peat soil is cleared after draining and airing, a transition section is built after a residual soil layer is air-dried, and finally, ramming is carried out. For the dam section of an earth-rock dam, a cofferdam is built at the upstream section for blocking water, a draining open canal is dug for drainage, and rock powder is scattered for increasing soil strength; and finally, rock is thrown at the downstream side, and a gallery is built, so that clearing equipment can be driven into marshland for clearing the peat soil. According to the treatment method, the digging and outward transporting of the peat soil are facilitated, and the dam foundation meets seepage preventing requirements; the investment of special desilting equipment and the arrangement of a seepage preventing wall are avoided, and at the same time, large-area soil replacement is avoided; and when construction quality is ensured, the construction cost is greatly reduced.

The invention discloses a concrete leakage-proof paste, which is mainly prepared from the following raw materials in percentage by mass: 10 to 20 percent of cement, 2 to 5 percent of coagulant, 3 to 8 percent of flocculant, 20 to 25 percent of binder, 45 to 60 percent of expansion component, and 5 to 15 percent of water. The concrete leakage-proof paste can be applied in a sealing material for a concrete permeability resistance test, also can be applied in a crack repair anti-seepage structure in engineering, has a good sealing anti-seepage effect and stable performance, and can fully meet the anti-seepage requirement.

The invention discloses an impervious geosynthetic clay liner, and belongs to the technical field of waterproof coiled materials. The impervious geosynthetic clay liner comprises a woven cloth layer (1), a buffer layer (4), a bentonite layer (2), a buffer layer (4) and a non-woven cloth layer (3) from top to bottom, wherein the bentonite layer consists of the following raw materials of, by weight,80-100 parts of modified bentonite, 10-20 parts of adhesive, and 30-40 parts of water; the adhesive is formed by mixing polyvinyl alcohol solution and water glass; the buffer layer is mixed liquid prepared by dissolving agar and vital gluten into the water; and the mixed liquid is preheated to spray into organic solvent for standing and layering to prepare gel beads. The impervious geosynthetic clay liner achieves excellent characteristic of impervious performance, and is broad in prospect and application value in the field of the waterproof coiled materials.

The invention provides a pre-fabricated specially-shaped hollow pile for a deep foundation pit supporting structure and a construction method of the pre-fabricated specially-shaped hollow pile. The pre-fabricated specially-shaped hollow pile comprises a pre-fabricated specially-shaped hollow pile body with a rectangular side and a strip pre-fabricated specially-shaped hollow pile body. The construction method includes (1) arranging a base layer: placing the pre-fabricated specially-shaped hollow pile body with the rectangular side and a taper base surface in a rectangular position of a base pit along an axis of a wall, sequentially placing the strip pre-fabricated specially-shaped hollow pile bodies with tapered base surfaces in the rest positions, and performing welding connection or reserving gaps among suspension walls of the pre-fabricated specially-shaped hollow pile bodies; using a mechanical method to perform whole or local or single pressing; (2) arranging layers above the base player; aligning and welding the pre-fabricated specially-shaped hollow pile body with a steel plate reserved for welding on the base surface and the pre-fabricated specially-shaped hollow pile body on the base layer in the vertical direction; welding or not welding a suspension wall between the two pre-fabricated specially-shaped hollow pile bodies in the horizontal direction. The pre-fabricated specially-shaped hollow pile is particularly applicable to intermediate and small underground parking garages and operable in construction environment with narrow fields.

The invention discloses a combined anti-seepage structure for a culvert and a construction method thereof. The combined anti-seepage structure for the culvert and the construction method thereof are used for resisting seepage of the culvert and protecting a self anti-seepage system. The anti-seepage system comprises an original anti-seepage structure, a concrete or clay bedding, an anti-seepage structure protection system and a composite geomembrane structure; the adopted main technical scheme is that, a composite geomembrane is paved between a culvert foundation and an upstream anti-seepage bedding, the geomembrane is in seal connection with the bedding and a bottom plate in the horizontal direction, and paved in a stair shape in the perpendicular direction, so that a remaining width for jointly deformation of a membrane and a soil mass is reserved on the geomembrane, and an anti-seepage defense is formed at the joint of the bedding and a gate foundation. The composite geomembrane still can be normally used for preventing seepage when the bedding cracks due to unevenness and settlement.

The invention discloses a tunnel lining end template structure with waterproofing and drainage functions. The tunnel lining end template structure comprises a locating pad and an end template, wherein the locating pad is arranged on a tunnel initial support or the surface of a waterproof plate, and the end template is located at a lining construction joint of a secondary lining. The end, close to the inner side of a tunnel, of the end template serves as a straddle belt, and the other end of the end template is provided with a draining groove. The open end of the draining groove is sealed and buckled through the locating pad so that a seepage flow guiding channel can be formed. By the adoption of the tunnel lining end template structure, the construction technique of the lining construction joint of the tunnel is further simplified, the integrity and waterproofing and drainage performance of the construction joint are improved, the seepage risk of the construction joint is lowered, and operation safety of the tunnel is guaranteed.

The invention provides a horizontal joint seam connecting structure suitable for thin panel extrusion deformation. The horizontal joint seam connecting structure comprises concrete panels, steel sleeves, reinforcing steel bars, a gap filling material, a water stop copper sheet, a surface water stop structure, asphalt jute and a horizontal seam, wherein the concrete panels are arranged in an inclined mode, and the horizontal seam is transversely formed between adjacent two concrete panels; the reinforcing steel bars pass through the horizontal seam for connecting adjacent two concrete panels, and the gap filling material is arranged in the horizontal seam; the steel sleeves are arranged at the two sides of the horizontal seam and are positioned in the concrete panels; the reinforcing steelbars are positioned in the steel sleeves; the inner parts of the steel sleeves are filled with asphalt jute; the surface water stop structure is arranged on water face of the horizontal seam, and thewater stop copper sheet is arranged on the bottom of the horizontal seam. The horizontal joint seam connecting structure can remarkably reduce the possibility that the position near the horizontal seam is damaged as a result of thin panel extrusion while meeting anti-seepage requirements, and guarantees safe operation of the concrete panels in a high-concrete panel rock-fill dam.

The invention discloses a GCL vertical laying structural member and a construction process thereof. The construction process comprises excavating a groove for laying a vertical anti-seepage special GCL composite component layer; using a GCL composite component vertical laying device or a specially made lifting appliance to place the vertical anti-seepage special GCL composite component layer in the groove; rolling and attaching the laid vertical anti-seepage special GCL composite component layer to a groove wall by a rolling roller; lowering a joint box or a two-in-one joint box, wherein an overlapping area can be rolled for many times to ensure tight fit and improve the anti-seepage performance of the overlapping area. The GCL vertical laying structural member and the construction processthereof have the beneficial effects that the GCL vertical laying construction process is researched and developed according to practical engineering conditions such as the property of flexible anti-seepage coiled materials such as GCL, the construction characteristics of vertical laying and the construction characteristics of an anti-seepage wall, mechanized construction is adopted, the operationis simple and safe, and the construction efficiency is high.

The invention discloses a gas axial isolation belt in a tunnel gas accumulation area. The gas axial isolation belt comprises zone grouting belts and gas isolation rings. The zone grouting belts and the gas isolation rings are arranged on the outer sides of the head and tail positions of a tunnel. The tunnel is excavated on a coal seam with gas accumulation, the initial position of the tunnel is constructed with high gas support, the tail end position of the tunnel is constructed with coal penetrating section anti-seepage support, and the coal penetrating section anti-seepage support is constructed at a coal seam penetrating section of the tunnel. A coal seam on the outer side of the coal penetrating section anti-seepage support is arranged as the gas accumulation area. The gas isolation rings and the zone grouting zones are constructed on the outer sides of the head and tail positions of the tunnel, and gas is isolated by the interaction of the gas isolation rings and the zone groutingbelts to prevent the gas from diffusing in the axial direction of the tunnel, and the porosity and permeability coefficient of the area are reduced. The constructed gas axial isolation belt of the gas accumulation area of the tunnel can meet the gas anti-seepage requirements of a tunnel entrance working area, and can especially reduce the gas anti-seepage pressure in the later operation stage.