13 results about "Stonelayer" patented technology

The invention provides a mining method for a medium-thickness ore body, which relates to the technical field of mining methods, and comprises the following modular processes: precise division of three-dimensional ore blocks: based on three-dimensional modeling data of the ore body, arranging segmented haulage roadways along the trend at an interval of 8-12m, dividing stoping units according to the height of 4-8m in the vertical direction, adopting a horizontal staggered distance of 5-10m for adjacent segments, and adopting a horizontal staggered distance of 5-10m for each segment; a stepped stope face is formed; a stone clamping layer in an ore body is reserved during stoping, the resource utilization efficiency is improved, the ore loss is remarkably reduced through a dynamic ore pillar reserving and local caving collaborative process, meanwhile, surrounding rock mixing is reduced through a presplitting blasting technology, the high-grade ore mining purity is improved, the scene adaptability is enhanced, and the mining efficiency is improved. The limitation of a traditional process on ore rock stability and an ore body form is broken through, medium-stability ore rocks and inclined, multilayer and irregular medium-thickness ore bodies can be efficiently mined, and the application range of mining of non-metal ores is expanded.

The invention provides a comprehensive construction method of a large-diameter tubular pile for supporting a foundation pit in a deep and thick rock-filled sand layer, which adopts a double-machine cooperation segmented construction mode and comprises the following construction steps: deploying a while-drilling tubular pile machine A equipped with a down-the-hole hammer and a steel casing at a target pile position; steel casing synchronous hole guiding; transferring the pile machine A; backfilling a soil body in the steel casing in which the hole is led; the steel casing is pulled out through hoisting equipment; in a hole section formed by backfill soil, the large-diameter tubular pile is driven by a while-drilling and tubular pile machine B to follow up and sink along with drilling; forming a pile; the pile machine A is used for hole guiding and steel casing supporting, the pile machine B is used for pipe pile forming, and the pile machine A and the pile machine B work independently in parallel. According to the construction method, the down-the-hole hammer leads the hole to be matched with the steel casing to follow up to the bottom of the rock-fill layer to effectively control the drilling quality and efficiency of the rock-fill layer, the large-diameter while-drilling pipe pile effectively controls hole collapse of the sand layer, and the construction method effectively solves the problems that pile forming is difficult, the construction efficiency is low, and the pile forming quality is poor in the construction process of foundation pit supporting piles in deep and thick rock-fill and sand layer areas.

The invention belongs to the field of geological monitoring, and discloses a loess macropore seepage observation device and method based on a loess digital reconstruction body, and the loess macropore seepage observation device comprises the loess digital reconstruction body, a coloring agent container and a water discharging bottle; the bottom of the loess digital reconstruction body is provided with a permeable stone layer, and the top is provided with a hermetically connected top cover; a plurality of image acquisition devices are arranged around the loess digital reconstruction body; one sides of the drainage bottle and the permeable stone layer are communicated with the bottom of the coloring agent container; the first end of the three-way pipe is communicated with the interior of the top cover, the second end of the three-way pipe is provided with a pressure meter, and the third end of the three-way pipe is communicated with the atmosphere. The loess digital reconstruction body duplicates the macropore structure of the loess sample, the water flow migration process in the macropores of the loess digital reconstruction body can be rapidly observed, the water-driven gas process in the macropores of the loess digital reconstruction body can be rapidly determined, the working efficiency is high, the device is flexible and detachable, and the cost is low. The problem that the three-dimensional migration process of the water flow in the unsaturated loess macropores is difficult to accurately capture at present can be effectively solved.

The utility model provides a municipal road subgrade anti-settlement device which comprises a foundation pile, an adjusting limiting mechanism and a rotating mechanism, a sliding groove is formed in the outer wall of the foundation pile, the rotating mechanism is arranged in the foundation pile, a supporting column is arranged at the bottom end of the foundation pile, the top end of the supporting column is fixedly connected with a top plate, and the top plate is fixedly connected with the adjusting limiting mechanism. After the foundation pile is fixed, the fine stone layer is laid at the top end of the rubble layer, the second pricking needles are arranged at the top end of the top plate, the overall ground gripping capacity of the foundation pile can be improved, when the fine stone layer completely wraps the second pricking needles, the concrete layer is laid, and by arranging the foundation pile capable of rotating a shifting piece, the concrete layer can be laid more stably. And the flat shape of the shifting piece can improve the ground gripping capacity and prevent settlement of the foundation, and the second pricking needles are arranged on the top plate, so that the ground gripping capacity of the top end can be improved, the upper end and the lower end of the foundation pile can grip the ground, and the stability is improved.

The present invention provides a method for repairing a rubble-type structure, and a rubble-type structure constructed using this repair method, which involves filling a hole formed by the detachment of a covering stone from the covering stone layer with a covering material of sufficient size, thereby firmly interlocking the covering material with the existing covering stones forming the inner surface of the hole. [Solution] A fabric formwork 6 that can expand into a three-dimensional shape is laid in a sheet-like state inside the hole 5 of the covering stone layer 3 that covers the base part 2. Next, fluid underwater concrete 7 is injected into the fabric formwork 6 to expand it, and the fabric formwork 6 expanded by the underwater concrete 7 is used as a covering material to fill the hole 5 and to enter between the existing covering stones 3a that form the inner surface of the hole 5.

The invention belongs to the technical field of pile foundation construction, and particularly relates to a cast-in-place pile comprehensive construction method for a deep rock-filled layer and a sand layer, which comprises the following construction steps: determining a pile position, and putting a high-power rotary drilling pile machine in place; the large-power rotary drilling pile machine drills holes downwards, and meanwhile, the long pile casing follows up; the large-power rotary drilling pile machine retreats, and a conventional rotary drilling rig is replaced in place; the conventional rotary drilling rig is matched with special slurry to continuously drill downwards to the designed elevation; the conventional rotary drilling rig retreats; after sediment in the hole is cleaned, a reinforcement cage is hoisted into the hole, concrete is poured, and finally the pile is formed. According to the method, the drilling quality of the rock-filled layer is effectively controlled by following the rock-filled layer through the long pile casing, hole collapse of the sand layer is effectively controlled through the special slurry, the problems that hole forming is difficult and the pile forming quality is poor in the foundation pile construction process in the areas of the deep and thick rock-filled layer and the sand layer are effectively solved, and the comprehensive cost is reduced.

The present application relates to the technical field of offshore foundation construction, and discloses a method for drilling into a collapsed backfilling section of a near-shore rock-filled hole, comprising the following construction steps: 1) forming a concrete slab on a rock-filled layer at a construction site; 2) drilling a pre-drilled hole section in the concrete slab by a rotary drilling machine; 3) inserting a casing into the pre-drilled hole section; 4) rotating the casing into the rock-filled layer by the rotary drilling machine, and forming a collapsed area between the concrete slab and the rock-filled layer; 5) drilling a peripheral hole in the concrete slab and connecting the peripheral hole with the collapsed area; 6) backfilling the peripheral hole with peripheral clay to fill the collapsed area; 7) the rock-filled layer has in-hole rock filling and in-hole clay backfilling; 8) extruding the in-hole clay into the gap of the in-hole rock filling by a punching hammer in the casing, and synchronously crushing the in-hole rock filling until the punching hammer penetrates the rock-filled layer to form a rock-filled hole section, thereby avoiding further expansion of the collapsed area and realizing stable and efficient drilling construction effect.

The application belongs to the technical field of pile foundation construction, and particularly relates to a comprehensive construction method of a cast-in-place pile for deep thick stone filling layer and sand layer, which comprises the following construction steps: determining a pile position, and positioning a large power rotary drilling pile machine; the large power rotary drilling pile machine drills downwards while a long casing follows; the large power rotary drilling pile machine retreats, and a conventional rotary drilling machine is positioned; the conventional rotary drilling machine is matched with special mud to continue drilling downwards to a design elevation; the conventional rotary drilling machine retreats; after cleaning the sediment in the hole, a reinforcing cage is hoisted into the hole and concrete is poured, and finally the pile is formed. The long casing follows the stone filling layer to effectively control the drilling quality of the stone filling layer, and the special mud effectively controls the hole collapse of the sand layer, effectively solving the problems of difficult hole forming and poor pile forming quality during the pile foundation construction in the deep thick stone filling layer and sand layer area, and reducing the comprehensive cost.

The invention discloses a pile foundation post-grouting indoor model test device and method.The pile foundation post-grouting indoor model test device comprises a model box and a model pile, a permeable stone layer is arranged at the bottom of the model box, a permeable plate is arranged on the permeable stone layer, a plurality of permeable holes are formed in the permeable plate, a test soil body is arranged above the permeable plate, and a plurality of soil pressure boxes are embedded in the test soil body; an annular water filling capsule is arranged above the test soil body and is connected with a hydraulic water injection system; a limiting steel plate is arranged on the water filling capsule; a grouting pipe is arranged in the model pile, and the input end of the grouting pipe is connected with a model pile grouting system. The water filling capsule is used for vertically pressurizing the test soil body and can be in good contact with a soil layer, and hydraulic pressure is applied to the soil body through the water filling capsule to uniformly apply pressure to the soil body, so that the contact pressure is equal everywhere, the soil body consolidation pressure is uniform, and the test result is more controllable.

The disclosed embodiments describe systems, methods, and devices for a fluid run-off system. These systems, methods, and devices may include a fluid run-off system which may comprise a layer of foundation stone, at least one stormwater management system located above the layer of foundation stone, a layer of embedment stone located around the at least one stormwater chamber, a layer of initial fill located above the layer of embedment stone, a layer of final fill located above the layer of initial fill, a filtration fabric located around a perimeter of the layer of foundation stone and the layer of embedment stone, and a geogrid system located around a perimeter of the filtration fabric.

This invention relates to the technical field of near-shore foundation construction, and discloses a method for combined drilling and pile formation of cast-in-place piles in deep rock-fill layers near the coast. The method includes the following steps: 1) A rotary drilling rig lowers a casing into the rock-fill layer; 2) The rock-fill layer has a collapsed area and an outer peripheral hole; 3) Clay is backfilled into the outer peripheral hole, filling the collapsed area; 4) The rock-fill layer has stones inside the hole and clay is backfilled inside the hole; a perforating hammer is used to drill a hole in the casing until a rock-fill section is formed; 5) The rotary drilling bucket drills into the soil layer until a soil section is formed; 6) The rotary drilling bucket drills into the rock layer until the bearing stratum is formed, creating a rock section. The rock-fill section, soil section, and rock section together form the pile hole; 7) A reinforcing cage is lowered into the pile hole; 8) Concrete is poured into the pile hole, and after the concrete solidifies, a cast-in-place pile is formed. Through optimization of the casing installation, rock-fill drilling, segmented pile formation, and casing removal, efficiency improvement and quality assurance are achieved.

The disclosed embodiments describe systems, methods, and devices for a fluid run-off system. These systems, methods, and devices may include a fluid run-off system which may comprise a layer of foundation stone, at least one stormwater management system located above the layer of foundation stone, a layer of embedment stone located around the at least one stormwater chamber, a layer of initial fill located above the layer of embedment stone, a layer of final fill located above the layer of initial fill, a filtration fabric located around a perimeter of the layer of foundation stone and the layer of embedment stone, and a geogrid system located around a perimeter of the filtration fabric.

The present invention provides a coastal ecological slope protection structure and a preparation method thereof, belonging to the field of engineering construction technology. The structure comprises: a foundation trench, a base bed being provided at the bottom of the foundation trench; a footing provided at the top of the base bed, one side of the footing being a stone bottom protection; a slope protection section being provided on the other side of the footing, the top of the slope protection section being provided with a retaining wall corresponding to the footing; the slope protection section being paved with a non-woven geotextile layer, a graded gravel layer, a two-piece stone cushion layer, a dry block stone layer, and a landscape layer, in order from bottom to top. The present invention employs a sloped revetment with a thick riprap base bed at the bottom, which greatly improves stability, extends service life, and reduces construction and maintenance costs. The concrete blocks used for the bottom protection can increase the strength of the revetment, and backfilling with gravel changes the slope, making processing more convenient. Vegetation can also be planted on the paved surface to form an ecological slope protection.