406results about How to "Fast construction" patented technology

The invention discloses a grouting connection construction method which is used for connecting vertical reinforcements of an assembled concrete structure. The grouting connection construction method includes the steps: firstly, embedding a plurality of grouting connection devices at one end of a precast concrete unit to be connected in advance; secondly, lifting the precast concrete unit and then manufacturing a grouting box dam; thirdly, grouting horizontal gaps and then grouting the grouting connection devices. The grouting connection devices are connected with connection reinforcements extending out of a lower unit. Plugging grouting of the horizontal gaps and grouting of the grouting connection devices can be performed within the same day, so that the mounting efficiency of the precast concrete unit is greatly improved, the grouting connection construction method can be implemented in a subzero temperature environment even in winter, construction difficulty is reduced, and working efficiency is improved.

A method of making a wall block and a mold box therefore. The wall block design maximizes the use of the mold box. The method produces wall blocks having a large surface area front face compared to the front face size of prior art blocks. The blocks have about one third more front surface area. This results in faster construction of walls and a faster construction sequence. The method of making the blocks makes efficient use of mold space and material, resulting in higher production yields and/or higher total daily production square footage.

The invention discloses an integrally assembled wall and a construction method thereof. The wall consists of a prefabricated built-up wallboard (2), a horizontal reinforcing steel bar or horizontal reinforcing cage (4), a vertical reinforcing steel bar (3) and grouted concrete (5); the prefabricated built-up wallboard is 800 mm to 3000 mm in length, 400 mm to 3000 mm in height and 100 mm to 400 mm in thickness; a vertical hole (7) is arranged in the wallboard, and a horizontal groove (9) parallel to a long side is arranged on the top surface of the prefabricated built-up wallboard; the vertical reinforcing steel bars are distributed in the vertical hole of the wallboard, and the horizontal reinforcing steel bars or horizontal reinforcing cages are distributed in the prefabricated built-up block horizontal groove; the entire prefabricated wallboard is inserted into the vertical hole through an anchor bar (1) reserved on the floor or foundation, and connected with the main structure through the cast-in-place concrete. The prefabricated built-up wallboard is lifted through a small lifter in the wall construction, and the construction is fast, simple, environment-friendly and economic.

The invention discloses an assembly method of a section box girder, which comprises the following steps: (1) swing installation of a front section; (2) accurate positioning of the front section; (3) positioning installation of a middle section; (4) glue assembly of the section box girder; (5) temporary prestress tensioning; (6) permanent prestress tensioning of a simple span web bundle; (7) simplespan data acquisition and box girder line shape adjustment; (8) pipeline mudjacking; (9) spanning of a bridge girder erection machine; and (10) wet junction construction. The section assembly methodhas the obvious advantages of fast construction speed, little influence to city traffic, low cost, beautiful bridge line shape and the like, and is suitable to urban bridge construction. The assemblymethod is novel and has wide application prospects.

The invention discloses a double-steel-plate shear wall combined structure. The double-steel-plate shear wall combined structure is formed by one or a plurality of double-steel-plate wall units and end members which are welded, concrete is poured into cavities formed by the double-steel-plate wall units and the end members, each double-steel-plate wall unit is formed by two steel plates and a connecting part which are welded, and the connecting part is arranged between the two steel plates. The cross section of the double-steel-plate shear wall combined structure can be in a straight line or L or T or Z or U shape. The double-steel-plate wall units and the end members can all be manufactured in a factory, welding operation and cutting operation can be finished by automatic equipment, a processing speed is quick, materials are saved, and the labor cost is saved. The double-steel-plate wall unit and the end members are utilized as concrete formworks, so that formwork construction is avoided, and the double-steel-plate shear wall combined structure is quick in constructing speed, convenient to construct and environmentally friendly.

The invention relates to a deep foundation pit support process. A cement-soil reducing pile body is formed in a deep foundation pit soil layer by using a rotary jet stirring method, and a steel strand or an anchorage rib like a steel bar or a profile steel is inserted into the cement-soil reducing pile body to form a multidirectional rotary jet stirring stiffening combined pile for reinforcing and supporting foundation soil or side slopes. The process is characterized in that the support of the multidirectional rotary jet stirring stiffening combined pile in the deep foundation pit mainly comprises support forms of a vertical rotary jet stirring stiffening pile and a multidirectional rotary jet stirring stiffening expanded oblique pile; and the bottom is reinforced by adopting a bottom rotary jet stirring stiffening submerged pier pile. The process lowers the construction cost, enhances enterprise competition, can adapt to the requirements of building a conservation-minded society and developing cyclic economy, reduces underground space resource pollution and is favorable for environmental protection at the same time.

The invention relates to a loess tunnel construction method, in particular to a collapse and sink intrusion limit construction method for treating a wind accumulated sand loess tunnel through a stride shed pipe. The problems of relatively larger construction space, high cost, long period, poor safety and the like of the current stride shed are solved by the method. The method comprises the following steps of: 1) treating ground surface cracks; 2) filling holes; 3) determining an arch replacing range; and 4) performing an excavating method by using a three-step method, setting a radial anchoring rod before the arch is replaced, and detaching a steel arc frame one roof truss by one roof truss after grouting and reinforcing. The excavating method comprises the following steps of: a, detaching a sink intrusion limit section primary support one roof truss by one roof truss by using an excavating machine vibrating hammer and a manual pneumatic pick, and after detachment, timely performing primary spraying to seal a surrounding rock; b, performing forepoling by using a dual-layer stride anchoring rod to form a stride shed pipe structure; c, spanning the steel arc frame, and tamping the stride foot-locking anchoring rod by using upper, middle and lower arc guide feet; and d, after detachment one roof truss by one roof truss according to the steps, timely supporting. The method has the advantages of high construction speed, small required space, simple and convenient operation, low mechanical investment, guarantee in construction quality and safety and wide application range.

The invention relates to the technical field of mining security, and particularly relates to a method for constructing a mining impact-resisting sealed wall. The method adopts simpler and more convenient construction procedures, and light foam concrete is filled, so that the wall has the advantages of light weight, large bearing ability, strong flexibility, fire resistance and the like. The method is simple and convenient to construct, rapid in construction speed, good in construction effect; and the sealed wall has the advantages of good impermeability and good impact-resistance and fire-resistance.

The invention discloses a vertical-surface stone dry-hang installing system, which comprises a keel, a bridging connecting piece (4), a corner-type wall connecting piece (9), a slider (5) and a stone dry-hang piece, wherein the keel is fixed onto a wall body through the corner-type wall connecting piece (9), the keel comprises a vertical keel (2) and a transversal keel (3) which are connected through the bridging connecting piece (4), the slider can be arranged on the keel through an adjustable fixing piece, the slider (5) can move along the keel when needing to be adjusted, the stone dry-hang piece is fixedly connected onto the slider (5), and the corner-type wall connecting piece (9) comprises a wall supporting keel, a 90-degree corner connecting piece and a wall connecting and fixing piece. The invention has the advantages that the construction is simple, the stone installing speed can be improved, no professional personnel is needed for the operation, the popular construction is adopted, and the standard operation is facilitated; and when the vertical-surface stone division dimension changes, the free adjustment can be carried out, and no disassembly is needed, so that the waste of the material can be avoided.

The invention discloses special spray polyurea elastic coating for protecting a hydraulic structure. The special spray polyurea elastic coating is two-component elastic coating subjected to field spray moulding and composed of a component A and a component B, wherein the component A consists of semi-prepolymer and 0-10 parts of diluent, wherein the semi-prepolymer is obtained by the reaction between 30-60 parts of polyisocyanate and 30-50 parts of polyether polyol all by weight; and the component B consists of 35-65 parts of amino-terminated polyether, 25-40 parts of liquid amine chain extender, 0-20 parts of pigment and 0-8 parts of assistant all by weight. In the special spray polyurea elastic coating for protecting a hydraulic structure, disclosed by the invention, the two components are quickly mixed and sprayed to the substrate surface by the spraying equipment, and quickly react to solidify into an elastic and tough coating. The coating has the functions of high anti-permeability, high strength, high elongation, water prevention, corrosion prevention, abrasion resistance, solvent resistance and the like.

The invention discloses a construction method for adding a water lowering well in a water collecting well, which comprises the following steps of: driving a prepared round steel pipe water lowering well structure into a bottom wall of the water collecting well until the scale height required is met; removing the earth in the round steel pipe; refilling gravels on the bottom of the round steel pipe to form a water filtering layer; placing a water pump in the round steel pipe for pumping water according to water level situation; paving in sequence a cushion layer, a waterproof layer and a waterproof protection layer on a side wall and a bottom wall of the water collecting well for construction recovery; binding steel bars on the side wall and the bottom wall of the water collecting well out of the waterproof protection layer, and pouring concretes on the bottom wall and the side wall of the water collecting well; and blocking the top of the round steel pipe. By means of the construction method provided by the invention, the water lowering well has the advantages of simple and convenient construction method, fast construction speed, low cost and high intensity, is capable of effectively solving the problem that the water cannot be timely discharged to the specified depth below a bottom plate on the condition that a water stop curtain is slightly cracked to leak the water to damage the waterproof layer of the water collecting well nearby and satisfying the basement construction requirements, and is simple in structure.

The invention discloses a construction method of a cast-in-situ oblique arc-suspended concrete shear wall, which comprises the following steps of: (1) dividing the projection of the outer side lines of an inner arc template and an outer arc template of a basement of the oblique arc-suspended concrete shear wall and the projection of the outer side lines of an inner arc template and an outer arc template of a wall crown of the oblique arc-suspended concrete shear wall into equal parts; (2) determining the erection position of a total station and the coordinates thereof to obtain the distance between the total station and each equal part point of the projection of the outer side lines of the inner arc template and the outer arc template of the basement and the outer side lines of the inner arc template and the outer arc template of the wall crown; (3) erecting the total station and rotating the total station at an a1 angle by taking the starting point of the axis of the basement as a backsight point; (4) determining the positions of the projection of the outer side lines of the inner arc template and the outer arc template of the basement of the shear wall and the outer side lines of the inner arc template and the outer arc template of the wall crown of the shear wall; (5) installing the templates; (6) fixing the templates; and (7) after installing a die carrier and inspecting to be qualified, pouring concrete. The construction method is simple and easy and has high work efficiency, accurate measurement and positioning and low cost.

The invention relates to a construction method of one-time excavation for a large-section vertical well. The method comprises the following steps: from a wellhead to the inner part of a pioneer well with the diameter of 1.4m, approximately horizontal holes radiating in an annular direction are drilled in the pioneer well by using a suspension cage as an operation platform, pore-creating is achieved for one time from the bottom to the top; charging and blasting in a subsection manner are performed from the bottom to the top; slag materials fall to the lower part under the action of gravity; and the one-time excavation of the pioneer well is achieved quickly from the bottom to the top in a subsection manner. According to the technology of the method disclosed by the invention, supporting measures for a temporary well wall are not required; artificial drossing is not required; construction speed is fast; construction safety can be ensured; and construction cost is low.

The invention discloses a roller compacted concrete dam and a construction method thereof. The roller compacted concrete dam comprises a dam upstream positive surface area, a dam internal area and a dam downstream surface area, the dam upstream positive surface area adopts low-plasticity and low-hydration heat high graded concrete, the dam internal area adopts three graded roller compacted concrete, the dam downstream surface area adopts distorted concrete, and the dam internal area adopts a comprehensive temperature control measure. All the concretes are mixed with a hydration heat inhibitorto effectively control the maximum temperature of the dam, and cooling water tubes are not embedded in the dam, so the temperature control measure is simplified; and a thick layer compacting construction technology is adopted to avoid compactness detection of a construction warehouse surface, so the construction speed is improved. The roller compacted concrete dam is used in the field of roller compacted concrete dams.

The invention discloses an assembly type energy dissipation and seismic mitigation shear wall structure system which comprises a prefabricated shear wall piece, a prefabricated coupling beam, a coupling beam-shear wall energy dissipation connecting device and a vertical joint energy dissipation connecting device, wherein the prefabricated shear wall piece is connected with the prefabricated coupling beam by adopting the coupling beam-shear wall energy dissipation connecting device, vertical joints of the prefabricated shear wall pieces are connected by adopting the vertical joint energy dissipation connecting device or are rigidly connected, and horizontal joints of the prefabricated shear wall pieces are connected strongly. The prefabricated shear wall piece, the prefabricated coupling beam and the like are subjected to standardized production in a factory, and are only hoisted and assembled on the spot, so that the construction speed is high; and meanwhile, due to the adoption of the coupling beam-shear wall energy dissipation connecting device and the vertical joint energy dissipation connecting device, the energy dissipation performance of the assembly type shear wall structure is improved.

The invention discloses a sling tensioning and system conversion method for a double-tower three-span plane main cable self-anchorage type suspension bridge. The sling tensioning and system conversion method comprises a first step of synchronously tensioning and anchoring a plurality of slings horizontal at an identical vertical bridge direction position; a second step of enabling sling tensioning within a full bridge to be performed at four operation positions simultaneously at most, enabling two side spans to be two operation positions respectively, and enabling two half spans of a main span to be two operation positions respectively; a third step of symmetrically tensioning slings of two half-bridges with a main span midspan serving as a limit; a fourth step of tensioning and anchoring side span slings from a side span midspan to two sides one by one within the range of each half-bridge, synchronously tensioning every two adjacent slings in remaining slings which are not tensioned or anchored from a main tower to the midspan, tensioning and anchoring slings close to the main tower, enabling another sling to be tensioned to some cable force and be temporarily anchored, and circulating until all slings are tensioned and anchored. According to the sling tensioning and system conversion method, a construction speed is quick, a construction period is greatly shortened, needed jacks and extension bars are fewer, and the cost is greatly reduced.

The invention discloses a medium span steel tube concrete girder bridge which has the light weight and is simple to install, especially proper for the mountain expressway. It includes the main girder set at the top of the pier which is made up of the lower boom tube, top boom framework and many siphonets set in space and with obliquity. The two ends of every siphoned are connected with the lower boom tube and the top framework to form the girder bridge of triangular transect. The lower boom tube connected t the pier is the steel tube concrete. The invention can improve the bridge constructing speed and decrease the cost.

Disclosed is a hollow carcass for filling cast-in-situ concrete, which comprises a hollow carcass, the hollow carcass (1) is encloses by an outer wall (2) with a cavity (3), characterized in that at least one position of the outer wall (2) of the hollow carcass (1) is formed by a prefabricated panel wall (4) and slip idiosome (5) through soft and superposition, agglutination and hard solidifying, thus achieving the advantages of easy manufacture, high production efficiency, and low cost. Furthermore, The hollow carcass also has the advantages of simple structure, high intensity, large rigidity, good deformation resistance, fine vibration resisting performance, convenient construction work, and rapid construction speed. the invention can be applied to cast-in-situ reinforced concrete or prestressed reinforcement concrete's hollow boards, storied building covers, house roofing, walls, foundation bedplates and bridges, especially for hollow flat slabs.

The invention relates to the technical field of tunnel shield construction and particularly provides a shield receiving forward-shift construction method of a boulder group open excavation and embedment mutation space. The problem that a shield cannot be normally received and hoisted out by shifting forward to a station by using the traditional method in conventional construction can be solved. The shield receiving forward-shift construction method comprises the following steps of: digging a boulder group open excavation and embedment section; forming a transition curve by a refilled receiving well as a large-slope curve with the open excavation and embedment section, and receiving and shifting forward the shield with the large-slope curve; and shifting forward the entire shield in the open excavation and embedment section, paving a back-up transition rail bar and a transition guide rail on the large-slope curve, shifting forward the entire shield by using a movable counter-force device and an oil cylinder of a shield machine, and shifting forward and respectively paving a forward-shift guide rail and a back-up forward-shift guide rail of a shield body on the open excavation and embedment section simultaneously. With the adoption of the shield receiving forward-shift construction method provided by the invention, the section tunneling mission is smoothly completed by the shield; a curve shield receiving process is started; and a technology of forward shifting the entire machine when the shield is backed up without the rail bar is innovated. The shield receiving forward-shift construction method has the advantages of simple process, low construction cost, flexible construction method and the like.

The invention discloses a fully prefabricated staircase system for a prefabricated concrete structure, comprising a prefabricated staircase and a prefabricated ladder beam for installing the prefabricated staircase on a wall, wherein horizontal steel bars are reserved at both ends of the prefabricated ladder beam To fix it on the wall, two prefabricated ladder beams respectively support the two ends of a prefabricated staircase, one end of the prefabricated staircase is connected to a prefabricated staircase beam through a fixed hinge support, and the other end of the prefabricated staircase passes through the other prefabricated staircase beam. The sliding hinge support is connected, and the gap between the two sides of the prefabricated staircase end and the wall is sealed by flexible polystyrene board and fine stone concrete. The fully prefabricated staircase system for the assembled concrete structure proposed by the invention improves the construction efficiency of the staircase.

The invention relates to a wear-resisting anti-crack cement-based self-leveling mortar and its production method. The wear-resisting anti-crack cement-based self-leveling mortar is characterized by being prepared from, by weight, 20-35 parts of Portland cement, 10-15 parts of aluminate cement, 40-50 parts of aggregate, 10-15 parts of filler, 5-10 parts of mineral admixtures, 0.5-2 parts of redispersible powder, 0.5-1.5 parts of high-efficient reducing agent, 0.5-2 parts of expanding agent, 0.05-0.2 part of shrinkage reducing agent, 0.05-0.2 part of retarder, 0.1-0.3 part of water-retaining agent, 0.05-0.1 part of super plasticizer, 0.05-0.2 part of antifoaming agents. The wear-resisting anti-crack cement-based self-leveling mortar is simple, convenient and fast in construction, and featured by high intensity, good mobility, wear-resistance, good crack resistance, high bonding strength, and excellent construction performance; the wear-resisting anti-crack cement-based self-leveling mortar can automatically and accurately level the ground, and meet the construction purpose of rapid construction and fast use.

The invention relates to a bridge steel and concrete mixing section constructing method. The method comprises the following steps of: (1) arranging a bottom mould of the steel and concrete mixing section; (2) binding bottom board reinforcing bars, and installing a prestress pipeline; (3) installing a side mould bracket and a side mould; (4) performing primary concrete pouring on the steel and concrete mixing section; (5) installing an inner ejecting mould of the steel and concrete mixing section; (6) binding top board reinforcing bars, and installing a prestress pipeline; (7) performing secondary concrete pouring on the steel and concrete mixing section. The invention has the advantages of simple and reliable method, high construction speed and guarantee of construction quality.

The invention discloses a combined steel pile cofferdam provided with a water swellable waterproof rubber fore shaft, which comprises cofferdam pegs and cofferdam long piles used for connecting two adjacent cofferdam pegs. Each cofferdam peg comprises a U-shaped steel sheet pile and a fore shaft sub-part, and the left and right ends of each U-shaped steel sheet pile are respectively and fixedly connected with one fore shaft sub-part. Each cofferdam long pile comprises a steel pipe pile, a fore shaft parent part arranged at the outer side of the steel pipe pile, and a water swellable rubber liner arranged in the fore shaft parent part; a tubular inner cylinder matched with each fore shaft sub-part and a notch connecting the interior of each tubular inner cylinder with the exterior of each tubular inner cylinder are arranged on the fore shaft parent part; each water swellable rubber liner is fixedly arranged on the inner wall of the corresponding tubular inner cylinder; each fore shaft sub-part is sleeved into the corresponding tubular inner cylinder; and bentonite compound filler is filled in a gap between each fore shaft sub-part and each water swellable rubber liner. By taking the combination of a rigid steel pile and a flexible steel pile to have complementary advantages, the combined steel pile cofferdam has good water resistance; the fore shaft is reliable in connection; the material of the combined steel pile cofferdam is easy to obtain; and the combined steel pile cofferdam is strong in integral structural rigidity and low in cost and is quick to construct.

The invention discloses an ecological restoration structural system and a restoration method for a lakeside zone. The ecological restoration structural system for a lakeside zone is provided with a planting plant zone and a physical substrate zone in sequence along a direction from a bank slope to a lakeside center, and a wave resistance device is arranged in an arranging region of the planting plant zone. According to the ecological restoration structural system and the restoration method for a lakeside zone, the ecological physical substrate is built in the lakeside zone, and the problem of harmonious coexistence of aquatic plants and the physical substrate is effectively solved.

An earth fill retaining wall system that uses a removable L-shaped bracket and one or more support boards that temporarily holds the front surface of a mesh cover panel vertical aligned while backfilled with fill material. The brackets hold the mesh cover panel until tiers are stacked above. The weight of the stack tiers are used to hold the mesh cover panel on each lower tier in place. Once the above stacked tiers are formed, the brackets can be removed and reused. Attached to the lower end of the post and extending in the opposite direction of the base is an optional support shoe. A hole is formed in the shoe that receives a vertical stake or pin driven into the ground to temporarily hold the bracket in place. Attached to the post is a loop that attaches to a chain or cable used to pull the bracket forward.

The invention discloses a construction method for a vibrating sunken tube construction secant pile wall, and belongs to the technical field of construction. The construction method comprises the construction steps: construction preparation, pile position measuring and unreeling, construction of a guide wall, vibrating and sinking casing pipes in position by using a vibrating sunken tube pile machine, construction of a first plain concrete pile, earth taking through an in-position rotary drilling rig, concrete pouring and casing pipe removing, construction of a second plain concrete pile, construction of a third plain concrete pile, construction of a first steel reinforcement cage concrete pile, construction of a second steel reinforcement cage concrete pile and the like. The steps are repeated in sequence until the completion of the secant pile walls. The construction method is fast in construction speed, the construction time of a single pile is about six hours, construction efficiency is improved, the casing pipes are pressed down and pulled off by using a vibration mode, a vibration function is performed on concrete poured underwater, the situation that the steel reinforcement cage floats upward is effectively controlled, the concrete is denser and solider, the quality of a pile body is higher, and the method is suitable for bracing engineering of foundation pits in suburbs, and is particularly suitable for the construction of the secant pile wall of the soil layer of silt, clay and sludge.

The invention relates to a reducing swing-injected agitating pile. Stirred cement paste is pressed into a cement paste tube through a slurry pump. The cement paste enters a faucet through a cement paste pipe connector, then enters a grouting steel tube and is sprayed out through a high-pressure slurry sprayer, and a soil body is cut at high pressure. While the soil body is cut through high-pressure cement paste, reducing stirring blades arranged on an outer drill pipe and an inner drill pipe can synchronously achieve stirring of the soil body. While the soil body is cut through a high-pressure grouting mode and the stirring blades of the inner and outer drill pipes rotate to stir the soil body, under the action of a lifting system, the whole high-pressure grouting and stirring system carries out grouting, stirring and sinking at the same time or stirring and uplifting at the same time according to design requirements. By means of a series of motions, the cement cylindrical agitating pile with a certain diameter can be obtained. On the basis that the advantages that a construction machine is simple and speed is high in a deep layer stirring method are inherited, the comprehensive advantages that a high-pressure swing-injection method is large in guniting pressure, wide in applicable stratum range and large in three-axis agitating pile power are combined, and the agitating pile has the characteristic of being wide in application range.

The invention discloses a method and structure for excavating soil in the core tube region based on raft pile supporting. The method comprises the following steps: vertically driving first layer of raft piles one by one on the edge of a foundation pit according to the length and width requirements of the foundation pit and fixing a circle of horizontal timber piles with gate type forcers at one side of the foundation pit of the first layer of raft piles; vertically driving steel ground anchors on the ground outside the first layer of raft piles; tensioning the steel ground anchors and the horizontal timber piles with tie bars; excavating a foundation pit at the inner sides of the first layer of raft piles; vertically driving second layer of raft piles on the edge of the bottom of the foundation pit; fixing a circle of horizontal timber piles with gate type forcers at one side of the foundation pit of the second layer of raft piles; connecting the first layer of raft piles with the second layer of raft piles with tie piles via the gate type forcers; continuously excavating a foundation pit at the inner sides of the second layer of raft piles; driving third layer of raft piles at the bottom of the foundation pit; connecting the second layer of raft piles with the third layer of raft piles with timber piles via the forcers; and doing the rest in the same manner until the foundation pit is excavated to the design depth. The method and the structure have the characteristics of simple and rapid construction and economy.

A method for controlling the deformation of foundation pit features that the partition walls are built up in a big foundation pit to divide it into several small ones and said small foundation pits are alternatively constructed at different time segments. Its advantages are high constructing speed and high effect.

The invention relates to a prestressed steel cylinder concrete push pipe. The prestressed steel cylinder concrete push pipe according to the technical scheme provided by the invention comprises a concrete pipe core and outer-ring reinforced concrete positioned outside the concrete pipe core and is characterized in that: the concrete pipe core is formed by pouring concrete in a cavity formed by cylindrical inner and outer steel mold plates, a bottom mold and a top mold; a cylinder steel cylinder is fixed in the cavity before pouring, a socket steel ring is arranged at the socket end of the concrete pipe core, and a jack steel ring is arranged at the jack end of the concrete pipe core, wherein the socket steel ring which corresponds to one end of the socket end is connected to the cylindrical steel cylinder, and the jack steel ring which is connected to one end of the jack end is connected to the cylinder steel cylinder. The prestressed steel cylinder concrete push pipe provided by the invention can bear larger pushing force during pushing construction, is provided with a grouting channel for grouting and drag reduction during construction, can bear larger internal water pressure and external load, strong anti-permeability of a pipe body, better leakproof property because two seal rings are used for sealing a joint, longer service life and lower construction cost compared with simular construction methods.