33results about How to "Control Horizontal Shift" patented technology

The invention provides an excavating method suitable for large section loess tunnels, and the excavating method is suitable for excavating loess tunnels with sectional areas more than 100 m2. The excavating method suitable for large section loess tunnels includes the following steps: a, diving soil bodies within the scope of tunnel excavation sections into an upper area, a middle area and a lower area, and firstly, excavating the soil body to form an E-shaped soil body in the upper area, b, excavating the E-shaped soil body simultaneously and keeping the depth of the E-shaped soil body within 2.5m to 3.0m, c, respectively excavating the soil bodies at the left side of the middle area, the right side of the middle area, the left side of the lower area and the right side of the lower area, d, keeping the excavating speed at each excavating surface the same, when the soil bodies at each excavating position being excavated, constructing preliminary bracing of the tunnels timely, and building formworks at positions, more than 20m away from soil body excavating surface in the lower area, of the bottom faces of the tunnels, and pouring permanent concrete linings of the tunnels. The method has the advantages that sinking and deformation of the tunnels are reduced, steal arches at vault positions are convenient to build, labor intensity is low, construction process is simple, construction cost can be reduced effectively, and construction process is accelerated. As shown in an attached map 3.

The invention discloses a steel column concrete root deep water foundation structure and a construction method for the steel column concrete root deep water foundation structure. The steel column concrete root deep water foundation structure comprises an upper steel column and lower concrete roots, wherein the upper steel column is internally hollow, the diameter of the upper steel column is 3.2 mor above, and the bottom of the upper steel column goes deep to be below the local scour line of the seabed; and the lower concrete roots are provided at least three and of solid structures, the diameter of each lower concrete root is 0.8-2.5 m, and the lower concrete roots are arranged inside the upper steel column, the upper ends of the lower concrete roots are fixedly connected with the innerwall of the upper steel column through a first cushion cap, the first cushion cap is above the seabed surface, the lower end of the upper steel column is fixedly connected with the outer walls of thelower concrete roots through a bottom seal segment, and the bottom seal segment is formed by pouring concrete. The steel column concrete root deep water foundation structure is simple in constructionand reasonable in force bearing, has the excellent horizontal bearing capacity, further has the reliable vertical bearing capacity and gives full play to the mechanical properties and advantages of different materials, the use amount of basic materials is saved, the construction cost of deep-water foundation in harsh deep-sea environment is lowered, and the steel column concrete root deep water foundation structure and the construction method for the steel column concrete root deep water foundation structure are suitable for the marine engineering deep-water foundation with deep water and fastflow, long and high wave, severe scour and deep covering layers.

The invention discloses a destructive test method for a gypsum filling box of a hollow floor, which comprises the following steps: Step 1, test preparation; Step 2, preparation of the gypsum filling box; Step 3, damage detection, and the concrete layer whose strength reaches more than 50% Cut the formed hollow floor, cut out two gypsum mold boxes as test objects, observe the cut surface and weigh the weight of the gypsum mold boxes; step 4, compare and observe the test phenomena and record; step 5, test analysis; step 6 , to draw the experimental conclusion. This method can well control the horizontal displacement and floating phenomenon of the gypsum filling box when pouring concrete, and ensure that the cross-sectional size of each component and the thickness of the steel protection layer of the upper and lower plates meet the specifications, design requirements and the compactness of the concrete under the gypsum filling box. It is convenient to control the damage of the gypsum filling box during the vibrating process of concrete pouring, resulting in the increase of concrete volume, and has the advantage of simple and fast construction technology.

The invention provides an intelligent electromagnetic control vibration isolating support. The intelligent electromagnetic control vibration isolating support comprises a traditional vibration isolating support, a pressure induction device, an electromagnet upper plate, an electromagnet lower plate, an upper transmission connecting rod, a lower connecting plate, a one-way bearing, a transmission gear, a direct-current generator, a control circuit, a working circuit and a storage battery. Mechanical energy generated when a structure slides horizontally is transmitted to an energy system through a mechanical transmission system under regulation and control of a control system, and is converted into electric energy by the direct-current generator, multistage earthquake control is implemented through the control circuit comprising a pressure sensor, namely, only a storage battery charging circuit is started when a small or middle earthquake occurs, and an electromagnet system working circuit is started when a major earthquake occurs. Moreover, counterforce for driving the direct-current generator also controls horizontal movement of the vibration isolating support. The intelligent electromagnetic control vibration isolating support is suitable for a vibration isolating structure of which a support possibly has over-large tensile stress, and can be used with various vibration isolating supports. Besides, the intelligent electromagnetic control vibration isolating support is novel in design concept, and has good three-dimensional mechanical property; and integration degrees of a mechanical system, an electromagnetic system and the control system are high.

The invention discloses a retraction end-mining method of a fully mechanized mining face, which comprises the following steps: installing a bracket in the retraction channel; adjusting the bottom plate of the working face to be 180 mm to 220 mm higher than the bottom plate of the retraction channel; determining the anchor rod and anchor cable of the retraction channel support, and then use anchor rods and anchor cables to support the withdrawal channel; carry out coal mining at the end of mining; stop mining and withdraw fully-mechanized mining equipment. The method of the present invention is based on the support determination method of roof bolts, roof anchor cables and side bolts to carry out final mining. On the basis of completing the support design at one time, support rework can be avoided, and final mining can be ensured to proceed smoothly.

The invention discloses a deep basement support. The deep basement support is characterized in that engineering piles are applied to first-layer steel upright columns foundation piles and foundation piles of second-layer steel upright columns 7, and inner rings are arranged according to arranging conditions of the engineering piles; outer rings are arranged according to plane conditions of a basement, the outer rings are tangent to inner sides of support row piles, and the outer rings are elliptical or circular; the area formed by first-layer basement inner ring beams is 7-18M2, and the area formed by second-layer basement inner ring beams is 20-35M2; sectional sizes of the first-layer basement inner ring beams and the second-layer basement inner ring beams are equal, the first-layer basement inner ring beams and the second-layer basement inner ring beams are 500-700mm in height, and first-layer basement outer ring beams and second-layer basement outer ring beams are 500-700mm in height; concrete beams or steel beams are applied to first-layer diagonal braces, second-layer diagonal braces and angle braces, sections of first-layer steel upright columns and sections of the second-layer steel upright columns are the same, the sections of the first-layer steel upright columns and the second-layer steel upright columns are square, and side length of the squares is 800-1000mm.