238 results about "Geosynthetics" patented technology

A retaining wall block system having multiple sizes and shapes of blocks with differently dimensioned, interchangeable front and back faces. The blocks are used to construct an irregularly textured wall having a weathered, natural appearance. Multiple channels in the lower face of the block are used to engage pins in pin-receiving apertures to form an attachment system. Horizontal reinforcing members are also used in the channels and vertical reinforcing members are used in cores of adjacent blocks for reinforcing a wall. Reinforcing geosynthetic materials can also be firmly held in a wall by means of the pins or by connectors adapted to fit in the block channels.

The invention relates to a large contact surface characteristic direct shear apparatus with cycle loading function, in particular to a novel large direct shear apparatus for researching the interface frictional characteristics between soils, between geo-synthetic and soil or between geo-synthetics, wherein the apparatus is applied for the equal shear surface test or variable shear surface test between optional two materials, and the direct shear apparatus is particularly applied for performing the interface characteristic test research under the functions of vertical cycle loading and horizontal cycle loading.

The invention discloses a multifunctional tilt table device used for testing the interfacial shear strength characteristics of a geotechnical synthetic material. The multifunctional tilt table device comprises a testing stand, an inclined plane control mechanism, a shearing box unit, a vertical loading mechanism and a measurement and control system, wherein the inclined plane control mechanism drives a tilted plate of the testing stand through a motor so as to allow the tilted plate to rotate to any inclination angle and can fix the tilted plate at a certain inclination angle through hydraulic jacks, shearing boxes are placed on concave guide rails on the surface of the tilted plate, a geotechnical synthetic material sample is installed between upper and lower shearing boxes, multiple layers of inclined shearing interfaces are formed through rotation of the tilted plate, the vertical loading mechanism comprises two loading devices used for short-term and long-term characteristic testing of the interfaces, the measurement and control system composed of a sensor, a control and acquisition system and a computer carries out real-time monitoring on stress and displacement of the upper and lower shearing boxes and the sample, determines a critical interface instability inclination angle according to displacement and pull-up curve abrupt change points and calculates shear strength of each interface according to stress analysis. The multifunctional tilt table device can be used for short-term and long-term characteristic testing of a single layer or multiple layers of interfaces.

A vertical gardening system includes at least one sheet of geosynthetic material hung generally vertically, and forming vertical channels extending top to bottom of the sheet on a rear side and including a plurality of small upwardly-open individual pockets on a front side and growing medium on both sides of the at least one sheet and located in both the channels and the pockets. A related method includes providing a portable stand and supporting on the stand a sheet with vertical channels and pockets as defined above, growing plants in the pockets with their roots extending into the channels, and moving the stand to promote plant growth, including one of moving the stand to orient the plants toward sunlight during daylight, or moving the stand between a first location of optimal sunlight and a second location of optimal protection against freezing.

The invention relates to a method for constructing the roadbeds of heavy haul railways in saline ground areas, comprising the following steps: packaged sand drain method is adopted to reinforce and tightly compact the saline ground where a foundation is constructed; a first sand bedding is paved, and a first waterproof layer made by two cloth-a film earthwork synthetic materials is then paved on the first sand bedding; earth is taken around the foundation, and the roadbed body is constructed by the taken earth; revetments are arranged at both sides of the roadbed body, and mortar flag stones with drainage ditches are arranged on the revetments; a second sand bedding is paved on the upper surface of the roadbed body, and a second waterproof layer made by two cloth-a film earthwork synthetic materials is then paved on the second sand bedding; stop blocks with drain holes for roadbeds are respectively constructed at both ends of the tops of the roadbed body; a third sand bedding is paved on the second waterproof layer. The method for constructing the roadbeds of heavy haul railways in saline ground areas breaks through the traditional construction technology and provides guarantee for the improvement of the operation.

The invention provides a geosynthetic biaxial tension creep tester. The tester comprises a main frame platform and a cross-shaped tensile testing device arranged on the main frame platform, wherein the cross-shaped tensile testing device comprises four groups of clamping devices, four groups of guiding devices, four groups of displacement sensors and four force-applying devices; the clamping devices are used to clamp the four edges of a test-piece placed in the middle of the cross-shaped tensile testing device and separately connected with the four force-applying devices arranged at the four ends of the cross-shaped tensile testing device through steel cables; the four groups of clamping devices can slide to the force-applying devices separately along the four groups of guiding devices; and the displacement sensors are separately arranged between the clamping devices and the force-applying devices. The geosynthetic biaxial tension creep tester of the invention can be used to perform creep test in any complex stress-strain loading path under the action of biaxial tensile loading, and compared with the easy uniaxial tension test, the creep test is more similar to the actual stress-strain state in engineers.

The invention provides a method for processing a soft foundation by combining electrochemical grouting with a slurry-cemented discrete material pile. The method provided by the invention comprises the following steps of: forming a pile hole by drilling and protecting a wall with slurry; adding discrete materials; crossly arranging electric geosynthetics electrodes in foundation soil as a cathode and placing a grouting pipe in the pile hole as an anode; grouting cement slurry into the discrete materials through the grouting pipe; switching on a power supply on a soil-between-piles electrode and a grouting pipe electrode; carrying out electrochemical grouting on a soil body around the pile by utilizing an electric field acting force, wherein the cement slurry permeates into the soil body around the pile from the pile hole under the effects of an electric osmosis force; meanwhile, solidifying drained water of the soil between the piles by the electric osmosis; condensing the slurry to form the slurry-cemented discrete material pile and enhancing the strength of the soil between the piles at the same time; and paving cushion layers on a pile top and the top face of the soil between the piles to form a composite foundation. The method provided by the invention is simple in construction process, strong in maneuverability, convenient for quality control, obvious in economic benefits and obvious in effects of managing a soft soil foundation; and construction machines are shorter, so that the method can be widely applied to road sections including a space-limited high-voltage transmission line, a bridge interchange and the like.

The invention relates to a large visual drawing test device for geosynthetics. The large visual drawing test device for the geosynthetics comprises a test box for placing a sample, a vertical loading system and a horizontal loading system, wherein the test box is filled with a filler; the vertical loading system is mounted above the test box; the horizontal loading system comprises a horizontal load applying device and a drawing clamp; the drawing clamp is connected with the horizontal load applying device by virtue of a telescopic rod; a displacement sensor I is mounted between the horizontal load applying device and the drawing clamp; armored glass is arranged on the test box; a digital photographing and recording device used for photographing and recording a change process of the sample in the test box is mounted on the front surface of the armored glass; a displacement sensor II is mounted on one side with a through hole of the test box; one end of the sample in the test box is connected with the drawing clamp and the other end is connected with the displacement sensor II during drawing. By virtue of the large visual drawing test device for the geosynthetics, the error generated when data is read, recorded and processed during testing is reduced, so that the data is more accurate.

The invention discloses a test platform for testing the creep property of a geosynthetic material. The test platform comprises a test stand, a test box, a vertical loading device, a slide bearing device, a horizontal loading device, a left clamp, a right clamp, a sensor and a control system, wherein the test box is filled with soil; the slide bearing device comprises two slide rods horizontally mounted on the test stand and a slide sleeve in sliding fit with the slide rods, a bottom plate is horizontally mounted at the top of the slide sleeve, the test box is fixedly mounted on the upper surface of the bottom plate, a loading frame is further arranged on the bottom plate, the vertical loading device is fixedly mounted in the middle of the loading frame, the left clamp and the right clamp are symmetrically mounted on two sides of the test box, the right clamp is connected with the sensor through a pull rod, and the left clamp is connected with a power end of the horizontal loading device. The test box is filled with the soil, a to-be-tested geosynthetic material is located in the soil, creep conditions of the geosynthetic material under soil restriction/lateral confinement conditions can be simulated realistically, and the test precision is improved.

The invention discloses a drawing and shear testing device for geosynthetics. The drawing and shear testing device is characterized by comprising a drawing stepping motor (1), a drawing force measuring ring (2), an upper sample box (6), a pressurizing frame (9), a lower sample box (13), a lower base (14), a shear force measuring ring (15), a shear stepping motor (16), a pressurizing lever (23) and a weight (25), wherein the drawing stepping motor (1) is connected with the drawing force measuring ring (2); the lower sample box (13) is mounted on the lower base (14); a lower sample (26) is arranged on a piece of filter paper; geosynthetics (4) are laid between the lower sample (26) and an upper sample (12); the geosynthetics (4) are fixed through a clamp (3) and a deformable clamp (5); a top cover (8) is arranged on upper water permeating stones (11); upper drain holes (7) are formed in the top cover (8); a cushion block is arranged between the upper sample box (6) and the lower sample box (13); the top cover (8) has contact with a pressurizing shaft (10), and the shear stepping motor (16) is used for providing a shear force by means of pushing the lower base (14). The drawing and shear testing device is simple to manufacture, high in measurement accuracy, convenient to use and capable of being used for measuring the tensile strength and shear strength properties of various geosynthetics in a porous medium in civil engineering or geological engineering.

A geosynthetic tufted drain barrier (GTDB) for preventing vertical migration of fluids. On a substantially impermeable woven or non-woven continuous layer is disposed a membrane. The tensile strength of the impermeable layer is at least 5 lbs/lineal ft (3.0 kg/lineal m). The permeability of the membrane is no greater than 10⁻⁴ cm/sec. Tufted tensile elements are attached to the membrane, each one being attached to the membrane at a density of at least 25 tufted tensile elements per square foot (30 square cm). The tufted tensile elements are formed in rows and are disposed at a density of at least four rows per square foot (30 square cm). Infill material can be introduced to the tufted tensile elements. The drain barrier may be constructed with integrated letters, logos, and signage and one or more colors.

The invention relates to a device for performing a tensile test on geosynthetics in soil. The device comprises a clamping component, an isolated sleeve, a test box, a main frame, measuring equipment and an acquisition control box, wherein the clamping component can stably clamp the geosynthetics; the isolated sleeve can protect a clamp from being contacted with soil; the test box provides a necessary test space to the tensile process of the geosynthetics in the soil; each component of the device can be stably arranged on the main frame; the main frame reserves improvement space for operability of the test; the measuring equipment can measure the drawing force, tensile displacement and normal load precisely; and the acquisition control box can integrate functions of controlling data acquiring, recording and test processes so as to facilitate test operation. The device can realize single-side and double-side drawing of the geosynthetics in the soil, is used for researching the tensile property of the geosynthetics under the real working condition, has more practical significance compared with the conventional tensile test machine under the condition of the tensile test in air, and can realize research on the interaction mechanism of the geosynthetics and the soil under different load conditions.

The invention discloses a large-scale direct shear apparatus between geo-technic synthetic materials and between the geo-technic synthetic materials and the earth, which comprises a lower shearing box, an upper shearing box and a pressure plate, wherein a central line of the upper shearing box is aligned with a central line of the lower sharing box; and the periphery of the pressure plate is matched with the inside of the upper shearing plate; an II-shaped plate frame is placed in the lower shearing box; and stainless steel gaskets with different thicknesses and different numbers are placed under the II-shaped plate frame according to different heights of testing materials; and two internal baffle plates can be placed in the upper shearing box or an upper shearing plate is placed in the upper shearing box according to the types of the testing materials. The modified shearing boxes disclosed by the invention solve the problem that a direct shearing test on the geo-technic synthetic materials and particle materials or between the geo-technic synthetic materials can not be carried out at the same time in the prior art. Because of reasonable structure and simple and convenient operation, the direct shear apparatus can be applied to rigid direct shearing test and a flexible direct shearing test between the geo-technic synthetic materials and the particle materials, and between the geo-technic synthetic materials, can ensure that the effective shearing area is invariable, the testing materials are uniformly stressed, and the shearing boxes are tightly adhered to test samples in the test process, improves the accuracy of the test achievements and greatly improves the utilization ratio of the test device.

The invention discloses a geosynthetic material tensile sample global strain field measuring device and method. The device comprises a high-definition camera, a to-be-tested sample, a computer and a data acquisition and analysis system. The high-definition camera is connected with the computer and the data acquisition and analysis system through data lines, a marking grid is arranged on the surface of the to-be-tested sample, and a lens of the high-definition camera is over against the marking grid on the surface of the to-be-tested sample. The measurement efficiency is remarkably improved, the adaptability is high, and the measurement method is simple and efficient.

The invention discloses a direct shear test system for anisotropy of geosynthetics and an implementation method of the direct shear test system. The direct shear test system comprises a test bed rack, a slewing bearing, a dial, a lower shearing box, an upper shearing box, a vertical loading device, a horizontal loading device, a guide rail, a displacement sensor, a slewing bearing control device and a bearing plate, wherein the guide rail and the displacement sensor are arranged on the test bed rack; the dial and the slewing bearing control device are respectively arranged on the slewing bearing; the vertical loading device is arranged on the slewing bearing sequentially through the bearing plate, the upper shearing box and the lower shearing box; the lower shearing box is driven to rotate by the slewing bearing; the cross section of a geosynthetic which needs to be subjected to a shear test is round, and the diameter of the geosynthetic is same as the outer diameter of the lower shearing box; the horizontal loading device is connected with the slewing bearing and can slide on the guide rail. According to the direct shear test system for the anisotropy of the geosynthetics, the technical problem that the engineering practice cannot be truly reflected by the interface mechanical characteristics of the geosynthetics and fillings which are obtained in the test in the prior art is solved.

The invention discloses a test device and a test method compounding an EKG (electrokinetic geosynthetics) electro-osmosis method with a direct-discharge type vacuum pre-loading combination method. The device comprises an organic glass model slot, wherein holes are formed in the side wall of the model slot, and the holes are sealed by use of rubber plugs; micro pH meters are connected to a conductive plastic water draining board through guide wires and then are connected to a power supply through the rubber plugs; the water draining board is fixed to the inner surface of the bottom of the model slot; the water draining board is connected to a water draining main tube through a plate tube connector; the water draining main tube is sequentially connected to a vacuum tube and a suction flask; the suction flask is arranged on an electronic scale; the suction flask is connected to the vacuum pump; and a water pump controller is connected to the vacuum pump. According to the test device, a soil body is treated by combining an electrode transition cathode direct-discharge vacuum-electro-osmosis method with a no-transition electrode two-sided water-discharge vacuum-electro-osmosis method, so that the pH value changes, the voltage changes and the sedimentation changes in the soil body can be accurately monitored, and therefore, the condition that vacuum pre-loading and electro-osmosis are restrained with each other at an anode according to the conventional vacuum-electro-osmosis method is relieved, the test efficiency is improved, the soil body reinforcing effect is improved, and the reinforced soft soil foundation has relatively high bearing capacity.

The invention discloses an electro-osmotic consolidation method of a large triaxial test of gravel admixture. The two ends of a sample in a large triaxial apparatus are respectively provided with an electrokinetic geosynthetics electrode and are connected with an external power through wires, and the sample generates electro-osmotic consolidation under the action of an electric field. The method of the invention can greatly shorten the consolidation time of the sample of the large triaxial test, improve work efficiency, and simultaneously ensure even sample consolidation. In the invention, electrodes, wires and power supply are only arranged on the triaxial apparatus additionally, and the method is low in application cost, convenient in operation, and quick and effective in consolidation of gravel admixture in the large triaxial test.

The apparatuses, compositions and methods described herein generally relate to a new application for and formulation of composite-polymer composition. This composition is a nanocomposite, comprising a polymer and a clay, preferably a recycled polymer and a nanoclay. The nanocomposite composition has improved performance characteristics, such as lower creep values and lower coefficients of linear thermal expansion, and can reduce the dependency of plastic product manufacturing on virgin (unrecycled) polymers. Moreover, the nanocomposite is formed into geosynthetic materials, e.g., geomembranes, and storm water retention/detention systems.

The invention discloses a theory of durable three-dimensional energy dissipation shock absorption and shock insulation base for a large sized vertical type liquid storage tank, a structural method thereof and a structure thereof. The base takes a reinforced concrete rotary thin shell with ring beams as a shock insulation and bearing structure, a sand bedding layer thickly laid under the rotary thin shell as a bearing and energy dissipation shock absorption structure, and an underlayer as a concrete precast slab protective layer and a earthwork synthetic material impermeable layer. The engineering construction method is briefly introduced here. The liquid storage tank which is good in rigidity as well as flexibility can resist a destructive 10-magnitude earthquake, the service life is as long as 70 to 100 years, but for other disasters such as earthquake downfall, bad slip, collapse and debris flow, etc., additional protective measurements need to be taken.

The invention relates to a vacuum electro-osmotic drainage method for reinforcing dredged silt soil and a panel sliding machine for the vacuum electro-osmotic drainage method, and is suitable for large-area sea land reclaiming and low-lying land filling engineering. The method comprises the following technical steps of (1) embedding anodes; (2) dredging; (3) punching drainage panels on a silt surface, wherein the panel sliding machine can travel on the silt surface, move left and right, punch the drainage panels, and the like, and the punching depth of the drainage panels is 7m to 8m; (4) paving a weaving fabric; (5) paving cathodes, wherein the cathodes are respectively made of EKG (electro-kinetic geosynthetics) material to form a perforated filter tube shape, and then the cathodes can replace part of horizontal drainage branch pipes; and (6) paving vacuum films, and carrying out vacuum punching and electro-osmotic treatment. The method has the advantages that the cathodes and the anodes are arranged at the middle part, the upper part and the lower part of a soil layer in the electro-osmotic process, the drainage panels are punched by the panel sliding machine, and the vacuum precompression, the electro-osmotic treatment and the water covering precompression are combined together, so the advantages are complemented; and the method is especially suitable for the newly dredged soil with small permeability coefficients, the treatment work period is greatly shortened, and the treatment effect is improved.

A mounting system 10 for a solar panel 11 includes a base plate 14 having a mounting channel 16 defined by an elongated base member 17, two oppositely disposed elongated channel walls 18 having clamping tangs 19, and a support wall 20. The mounting system also includes an I-beam 24 having a lower member 25, an upper member 26 and a spanning member 27. A C-shaped bracket 30 is slidably coupled to the upper member and has a mounting post with a staggered clamp 36 having a contact ledge 37. A nut 38 is threadably coupled to the mounting post 32 to force the contact ledge downwardly against the peripheral margin of the solar panel, thus locking the position of the solar panel. The mounting system includes a weld harness or weld harness strip 39 and anti-creep strips 44 which are coupled to the base member.