66results about How to "Save engineering materials" patented technology

The invention discloses a combined type foundation pit supporting pile structure. The combined type foundation pit supporting pile structure is composed of high-pressure jet grouting piles, cast-in-situ bored piles and a top beam. The high-pressure jet grouting piles which are engaged with one another and have large diameters are taken as a foundation pit waterproof curtain. The cast-in-situ bored piles are used as foundation pit supporting piles. The high-pressure jet grouting piles are constructed firstly, so that the waterproof curtain is formed; after the quality of the high-pressure jet grouting piles is almost stable, the cast-in-situ bored piles with small diameters are constructed again at the same positions as the high-pressure jet grouting piles, and it is guaranteed that the cast-in-situ bored piles are internally tangent to the high-pressure jet grouting piles on the sides close to a foundation pit on the premise that the portions, engaged with one another, of adjacent high-pressure jet grouting piles are not occupied during construction of the cast-in-situ bored piles; and finally, the top beam is arranged at the tops of the piles, and thus the purpose of supporting the foundation pit and the waterstop purpose are achieved. By the adoption of the combined type foundation pit supporting pile structure, the construction space of the foundation pit supporting structure can be effectively reduced. The combined type foundation pit supporting pile structure is particularly suitable for a foundation pit supporting project under the land shortage condition; due to the fact that the cast-in-situ bored piles with the small diameters are internally tangent to the high-pressure jet grouting piles with the large diameters, the combined effect of the two kinds of piles can be brought into full play.

The invention discloses a through hole type microcellular foam aluminum sheet and a preparation method. The microcellular foam aluminum sheet has an aperture of 0.07 to 0.3mm, a void ratio of 45 to 70 percent, a thickness of more than 2mm and a volume weight of 0.8 to 1.5g/cm<3>. The preparation method thereof mainly comprises the following steps of: filtering salt particles, heating, melting aluminium alloy, pouring the salt particles into a mould and pressing initially, pouring into aluminum melt and pressing, cooling, rinsing salt by clean water and the like and finally obtaining the foam aluminum sheet. The invention is mainly characterized in that: in the heating processing, directly heating is adopted without preheating, a revolving heater is adopted to heat while revolving, a mixer is used for mixing and making the salt particles fully contact hot air. The invention has the technical advantages: the foam aluminum sheet having an aperture of 0.07 to 0.3mm has excellent sound absorption performance and greatly improved intensity. In the invention, revolving heating is adopted, so bonding and agglomeration of salt particles with a diameter of 0.07 to 0.7mm when the salt particle is heated to 520 to 580 DEG C are avoided and seepage is completed.

The invention provides an inclined pile vertical anchor rod supporting structure for foundation pit supporting and a construction method thereof. The supporting structure comprises inclined slope protection piles, pile top beams and anchor rods. A row of the inclined slope protection piles are arranged on the edges of a foundation pit, and the bottoms of the inclined slope protection piles extend into the lower soil layer of the bottom of the foundation pit. The supporting structure is characterized in that the anchor rods comprise vertical pre-stress anchor rod bodies arranged in the stable soil layer between every two adjacent inclined slope protection piles and inserted and anchored in the stable soil layer from the ground between every two adjacent inclined slope protection piles, and the pile top beams are in rigid connection with the tops of the inclined slope protection piles and in flexible connection with the upper portions of the vertical pre-stress anchor rod bodies. The supporting structure and the construction method are particularly applied to the adjacent existing building foundation pits with limited underground space, and have the outstanding advantages of supporting the adjacent existing building deep foundation pits, and being good in supporting effect, convenient to construct, simple in working procedure and low in cost.

The invention discloses an outer-side span stay cable-free stay bridge with horizontal stress performance improved. A girder is supported by bridge towers, auxiliary piers and transition piers. The auxiliary piers are arranged on two sides of the bridge towers, and the transition piers are arranged on two sides of the auxiliary piers. The portion, between the auxiliary piers and the transition piers, of the girder is connected with columns of the bridge towers without stay cables. The girder is supported by the transition piers through first vertical support seats with horizontal unlocking functions. The auxiliary piers support the girder through second vertical support seats and are connected with the same through horizontal damping devices. Damping direction of the horizontal damping devices is the horizontal direction of the girder. Lower beams of the bridge towers support the girder through third vertical support seats. The girder is connected with the columns of the bridge towers through horizontal support seats which are horizontally distributed along the girder. According to the arrangement, stress applied to the auxiliary piers, the transition piers and the base is greatly decreased under horizontal earthquake action, the stress to the auxiliary piers and the transition piers is harmonized, and horizontal displacement occurring in case that the auxiliary piers are under the earthquake action, of the girder is under control.

The invention discloses a pile beam vertical anchor support system used for supporting a foundation pit and a construction method of the pile beam vertical anchor support system. The support structure comprises slope shield piles, pile top crown beams and anchor rods, wherein a row of slope shield piles are arranged on the edge of the foundation pit; the bottoms of the slope shield piles stretch into a soil layer under a substrate; the anchor rods comprise vertical prestress anchor rods which are formed into a row at standing ground of the outer sides of the slope shield piles, are inserted from the ground at the outer sides of the slope shield piles and are anchored in the standing ground at the outer sides of the slope shield piles; the pile top crown beams are lattice girders; one sides, close to the foundation pit, of the lattice girders are in rigid connection with the tops of the slope shield piles; one sides, far away from the foundation pit, of the lattice girders are in soft connection with the upper parts of the vertical prestress anchor rods. The support system and the construction method thereof are particularly suitable for a foundation pit which is limited in underground space and is adjacent to existing buildings, have obvious advantages in the support for the foundation pit adjacent to the existing buildings, not only are good in support effect, but also have the advantages that the construction is convenient, the working procedure is simple and the cost is lower.

The invention provides small-pilot-tunnel advance support equipment and a construction method and belongs to the technical field of subway station pilot tunnel construction. The equipment comprises anarched cutting form board, a lateral wall cutting form board, a rear support device and two pushing devices and is characterized in that the arched cutting form board is located on an upper step at the front end of a small pilot tunnel and connected with the lateral wall cutting form board of a lower step through the pushing device A, the lateral wall cutting form board is connected with the same-level rear support device at the rear of the lateral wall cutting form board through the pushing device B. The small-pilot-tunnel advance support equipment has the advantages that conical drill bitsand soil cutting hobs are used to cut the soil of an arch and a lateral wall, spiral hobs are used to discharge soil, arched shovel blades and lateral wall shovel blades are used to remove residual soil under the jacking effect of the pushing devices, the lateral wall cutting form board and a lining structure at the rear of the lateral cutting form board form a sealed molding space, the molding space is grouted through grouting holes to form a lining structure, excavation is performed after the lining structure reaches 75% of design strength, and a bottom plate is constructed finally. By the construction method, advance support before excavation is achieved, and ground surface settlement is reduced.

The invention provides a PC-method pile enclosure structure with Larssen piles of different lengths. The PC-method pile enclosure structure comprises steel pipe piles, the Larssen steel plate piles and connecting tongues, wherein the steel pipe piles and the Larssen steel plate piles are connected together through the connecting tongues, and the steel pipe piles and the Larssen steel plate piles are connected through the connecting tongues to form the combined enclosure structure; the steel pipe piles and the Larssen steel plate piles are distributed alternately, the steel pipe piles and the Larssen steel plate piles serve as the enclosure structure with water and soil retaining functions, the Larssen steel plate piles and the steel pipe piles are unequal in length, the Larssen steel platepiles are uniformly distributed between the steel pipe piles, and the steel pipe piles and the Larssen steel plate piles are uniformly distributed in a one-to-one or one-to-many manner. The PC-methodpile enclosure structure has the advantages of being large in pile body rigidity, good in water stopping effect, short in construction period and the like, the mechanism of common action of the pilesand soil is brought into full play, engineering materials are saved, the problem that Larssen steel plate piles are difficult to insert into certain sites is solved, and the enclosure structure has good popularization and application value.

The invention discloses a construction method for machine-made glass magnesium composite plate air pipes. The construction method comprises the following steps that (1) plates of the air pipes are cut; (2) the air pipes are spliced; (3) the air pipes are hoisted and connected; and (4) parts of the air pipes are mounted. Compared with a tradition construction method for a galvanized steel plate airpipe, the construction method for the machine-made glass magnesium composite plate air pipes has the characteristics of less construction machines, simple construction procedures, less auxiliary material using amount, small floor space, short construction period and the like. Due to the fact that the air pipes are connected without flanges, a large amount of engineering materials such as angle steel, gaskets, bolts, welding rods, rivets, oxygen and acetylene can be saved; and the average construction efficiency of the galvanized air pipe is 3 m<2>/d per person, the average construction efficiency of the machine-made glass magnesium composite plate air pipes can reach to 12.1 m<2>/d per person, and as for manufacturing and mounting of the air pipes with the same area, the construction period can be shortened obviously for the machine-made glass magnesium composite plate air pipes.

The invention provides a foundation pit supporting structure. The foundation pit supporting structure is used for supporting a foundation pit. The foundation pit supporting structure comprises a plurality of bottom fixing parts, connecting parts and a plurality of supporting groups. Each support grouping comprises two telescopic parts and a supporting rod. One ends of the every two telescopic parts are separately fixed to two ends of each supporting rod, the other ends of the every two telescopic parts are separately fixed on the two opposite side walls of the foundation pit, and the telescopic parts can be stretched out and drawn back; the supporting groups are arranged at intervals in the first direction, and the supporting groups are connected through the connecting parts; and the bottom fixing parts are fixed to the bottom of the foundation pit, each supporting group is erected on at least one bottom fixing part, the first direction is parallel to the bottom surface of the foundation pit and perpendicular to the extension direction of the supporting groups. The foundation pit supporting structure can effectively solve the problem that a foundation pit supporting structure in the prior art cannot be applied to a large-span foundation pit.

The invention relates to the field of agricultural irrigation, in particular to a method for lowering spraying drip irrigation engineering cost, which is concretely realized through the following three approaches of: 1. omitting a trunk pipe, wherein a system comprises a mobile water pump set, a water inlet plug and a water inlet pipe, a branch trunk pipe, a branch pipe or a capillary pipe, and a spray head or a dropping head, wherein the spray head or the dropping head is installed on the branch pipe or the capillary pipe, the branch pipe or the capillary pipe is connected with the branch trunk pipe, and the essential thereof is that water is taken by the mobile water pump set from a riverway or a slot, supplied for the water inlet plug and sequentially sent to the spray head or the dropping head through the water inlet pipe, the branch trunk pipe, the branch pipe or the capillary pipe to implement spraying drip irrigation so as to reduce the length of the trunk pipe and lower the engineering cost; 2. reducing the diameter of the trunk pipe, realizing through dividing a small rotational irrigation area, and qualitatively lowering the cost of a pipeline; and 3. accurately calculating the diameter of the pipeline, and quantitatively further lowering the construction cost of a pipeline system. The invention effectively lowers the spraying drip irrigation engineering cost, is easy to popularize and apply and supplies equipment for scientific irrigation, fertilization, temperature reduction and yellow sand flushing to modern agriculture.

The invention provides a case net type floating breakwater based on a FRP material. The case net type floating breakwater comprises a buoyant box, and grids, an anchor chain and an anchor which are connected below the buoyant box, wherein the buoyant box is formed by lengthwise rectangular concrete buoyant box beams and transverse rectangular concrete buoyant box beams; the lengthwise rectangular concrete buoyant box beams are prefabricated into a whole by adopting concrete; the transverse rectangular concrete buoyant box beams are distributed in a '#'-shaped beam structure; the FRP grids are arranged below both of the lengthwise rectangular concrete buoyant box beams and the transverse rectangular concrete buoyant box beams; and all the FRP grids are connected to form a grid net case structure. The case net type floating breakwater provided by the invention has the functions of reflecting, dissipating and breaking and suppressing wave, is applicable to offshore waters which are characterized in that the surrounding is open, wave action is small and wave directions are uncertain, can provide effective covering for occasions such as aquaculture, artificial bathing beach and marina, and has wide practical prospect.

The invention discloses an optimized unequal-interval layout method for a grounding network. The optimized unequal-interval layout method for the grounding network comprises the steps of: (1), deducing a fitting function: modelling and moving a voltage-equalizing belt by using an optimized rectangular grounding network layout scheme, so that the position of an optimized voltage-equalizing belt isobtained, and obtaining an optimization function through function fitting; (2), analyzing influence of the optimization function on the optimization coefficient in the aspects of different soil reflection coefficients, the upper soil thickness and the area of the grounding network; and (3), applying the fitting function to optimization of the rectangular grounding network under non-uniform soil.

The invention provides a reserved electricity box hole mould. The reserved electricity box hole mould comprises an upper plane frame, a lower plane frame and vertical frames. Pieces of connecting angle steel are arranged at the upper side edge and the lower side edge of each vertical frame, and rubber sandwich cushion blocks are arranged between the connecting angle steel and the plane frames; theconnecting angle steel is fixedly connected with the upper plane frame and the lower plane frame through bolts; and rubber plates covering the periphery of the outer surface of the frames are arranged on the outer side of the mould. A method for constructing a hole through the reserved electricity box hole mould comprises the steps that the mould assembled into a whole is placed at the designatedposition of a wall, the interior of the mould is connected with a steel platform through high-strength magnets, and pre-embedded line pipes are mounted; after the prefabricated wall reaches the mould-dismantling strength, fixing bolts are taken down; then, rubber sandwiches are dismantled, so that mould-dismantling gaps are formed in the upper sides and the lower sides of the vertical frames, andthe vertical frames are knocked lightly to fall off; the plane frames are dismantled in the direction of the line pipes; and finally, the peripheral rubber plates are removed. The mould is manufactured by combining steel members and rubber materials, the mould can be integrally dismantled after the wall is fixedly shaped, and the mould can be used repeatedly.