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 thin-wall square box hollow floor mandrel and an anti-floating method thereof. The thin-wall square box hollow floor mandrel is a block with a hollow cavity and is provided with an openable liquid injection hole used for injecting liquid into the mandrel, at least three supports used for being supported by a template are evenly distributed on the bottom surface of the mandrel, an openable tubular liquid discharge outlet used for discharging liquid in the mandrel is also formed in the bottom surface of the mandrel, and the liquid discharge outlet extends to the template. By the adoption of the mandrel, construction is easy, the anti-floating effect is good, horizontal movement of the mandrel can be well controlled, and construction quality is improved; the recycle rate of the template is increased, construction cost is reduced, the labor intensity of workers is relieved greatly, and construction efficiency is improved greatly. The mandrel is provided with the supports, and compared with existing mandrels adopting cushion blocks for supporting, the mandrel has the advantage that due to the omission of cushion blocks, extract building materials for floating resistance are not needed; furthermore, liquid used for being injected into the mandrel can be recycled, so that construction cost is further reduced.

The invention relates to a method for constructing a hanging rope and pipe combined all-round scaffold construction platform and a protective system. The method is characterized by comprising steps of 1), erecting the hanging rope and pipe combined all-round scaffold construction platform, in other words, (1) arranging steel ropes within a range encircled by structure columns or reinforcement pull rings so as to form a net, (2) laying 'bottom' horizontal tubes on steel rope planes in a longitudinally and transversely staggered manner, (3) arranging diagonal bracings, (4) connecting and erecting upright tubes onto the 'bottom' horizontal tubes by the aid of steel pipe fasteners, (5) erecting horizontal cross rods on the upright tubes according to safety technical specifications for building fastener type steel pipe scaffolds to form an all-round scaffold body, (6) fully laying scaffold floors on the uppermost-layer horizontal cross rods to form an operation platform, and (7) arranging safety protective fences on the upright tubes around the operation platform; 2), constructing the construction all-closed safety protective system. The method has the advantages that the hanging rope and pipe combined all-round scaffold construction platform and the protective system can be safely and quickly constructed by the method, and cross operation or normal use of relevant functional zones below construction regions can be guaranteed.

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 horizontal rigidity adjustable support with a grid structure. The support comprises a support ball joint, grid components, a cross-shaped rib plate, a support base plate, ananchor bolt, a sliding chute, a sliding plate, a support steel tube, a pre-embedded steel plate and a lower structure. A steel plate, the sliding plate and the support base plate are respectively arranged on the pre-embedded steel plate in sequence; the cross-shaped lib plate is arranged on the support base plate; the support ball joint is arranged on the cross-shaped lib plate; the plurality of grid components are arranged on the support ball joint; the support steel tube is arranged in the horizontal direction of the circle center passing through the support ball joint; the other end of thesupport steel tube is connected with a rigidity adjusting device; the sliding chute is arranged on the support base plate; the anchor bolt matched with the sliding chute is arranged on the pre-embedded steel plate; and the anchor bolt respectively penetrates through the steel plate, the sliding plate and the support base plate. The support has the advantages that the adjustment and the optimization of the horizontal rigidity of the support can be realized; the reaction force and the horizontal displacement of the horizontal rigidity adjustable support with the structure can be effectively controlled; and the mechanical performance of the structure under the actions of temperature, earthquake and dynamic loading can be improved to a certain extent.

The invention discloses a method for determining the anchor bolt and cable support of a retraction channel of a fully mechanized mining face, comprising the following steps: step 1, calculating the radius of the roof rupture zone and the radius of the plastic zone; step 2, calculating the parameters of the roof bolt, The parameters of the roof anchor rod include the length of the roof anchor rod, the row spacing between the roof anchor rods and the prestress of the roof anchor rod; step 3, calculate the parameters of the roof anchor cable, and the parameters of the roof anchor cable include the length of the roof anchor cable, the roof anchor rod and the roof anchor rod. The row spacing between the anchor cables and the prestressing of the roof anchor cables; step 4, calculating the parameters of the anchor bolts, the parameters of the anchor bolts include the length of the anchor bolts, the row spacing between the anchor bolts and the anchor bolts prestressed. The determination method of the invention can not only ensure that the working face support is withdrawn in a safe state during the production of the coal mine, but also can reduce the production cost of the coal mine, improve the production efficiency, and provide a theoretical reference for the support design and support research of the coal mine retraction roadway in the future. .

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 relates to a double-row pile support structure capable of making full use of basement space and a construction method thereof, belonging to the fields of building construction and house construction. In the present invention, the top of the front row of piles is provided with a crown beam I, and the pile top of the rear row of piles is provided with a crown beam II. For water-stop curtain piles, after the site is leveled, all engineering piles shall be constructed according to the design, and a connecting beam II shall be poured on the top of the piles in the front row after removal, and the connecting beam II and the basement floor of the negative first floor shall be integrally poured. Fill the layered rammed soil between the outer walls of the basement, and fill plain concrete between the front row of piles and the basement floor of the negative second floor. The present invention replaces double-row piles and single-row piles with equal stiffness by replacing the double-row piles with single-row piles, which can not only control the horizontal displacement of the supporting structure system, but also greatly reduce the Pit support costs; it is more economical in foundation pit projects with multi-storey basements.

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.