320 results about "Pile cap" patented technology

The invention relates to the construction technology of a hoop bottom die, and discloses a hoop bottom die integrated quick-mounting system which comprises a bottom die plate arranged on the outer side of the end of a vertical pile, and the bottom die plate is used for side die erecting and pouring forming positioning of a vertical pile cap; the main beam and the secondary beam are fixed to the bottom of the bottom formwork, first transverse rib plates and second transverse rib plates are fixed to the main beam and the secondary beam respectively, and a fastening and locking buckle assembly is arranged between the first transverse rib plates with the ends in butt joint; the hoop body is arranged at the end of the vertical pile in a sleeving mode through a bolt, hoop pressure-bearing ribs used for bearing and supporting the bottom formwork and the main beam are arranged on the side of the hoop body, and a hoop guide chain which is integrally detached in a hoisting mode is further arranged between the outer side of the hoop body and the secondary beam. According to the hoop and bottom die integrated quick assembly system, bottom die integrated quick assembly and disassembly construction of double-pile and single-pile cap construction operation can be achieved, secondary bottom disassembly during disassembly is not needed, and the die erecting and pouring efficiency of pile cap construction is improved.

The invention relates to the technical field of wharf structures, and discloses a wharf structure reinforced by basalt fiberboards, which comprises a pile foundation, a pile cap mounted at the top of the pile foundation, a prefabricated cross beam mounted at the top of the pile cap and a panel mounted at the top of the cross beam, an insertion groove for insertion of the insertion plate is prefabricated in the top of the pile cap, a first prefabricated hole is prefabricated in the insertion plate, second prefabricated holes are prefabricated in the two sides of the insertion groove, a split bolt is arranged in the first prefabricated hole, and the two ends of the split bolt are located in the two second prefabricated holes correspondingly and are in threaded connection with limiting nuts correspondingly; basalt fiber boards are prefabricated at the bottoms of the cross beams and abut against the pile caps. The stability of the wharf structure can be improved.

The invention discloses a dynamic temperature regulation and control method for a mass concrete cooling water pipe of an anti-collision pier bearing platform. The method comprises the steps of deployment of a monitoring module, preprocessing of multi-source monitoring data, deployment of an execution module, establishment of a neural network model, training of the neural network model, real-time continuous decision making and dynamic temperature regulation and control. A neural network model based on physical constraints ensures that the regulation logic conforms to the thermodynamic law; through historical multi-working-condition data training, the model can respond to the environment change and the hydration process in real time, the optimal regulation and control parameters are output, the limitation of a traditional empirical formula or a simplified model is solved, and dynamic optimization regulation and control are achieved.

The invention relates to the technical field of civil construction, in particular to a zero-distance anti-displacement steel plate supporting method for an existing double-step bearing platform of a deep foundation pit. According to the technical scheme, the technical problem that under the extreme working conditions that a foundation pit with the depth of-8 m is zero in distance from the bearing platform and piling and bolt planting cannot be conducted, accurate displacement prevention protection is conducted on an existing double-step bearing platform is solved. In the construction process, firstly, layered excavation is conducted, and a supporting benchmark is arranged; hoisting an anti-displacement steel plate wall with preset grouting holes, and reinforcing a soil body at the bottom of the anti-displacement steel plate wall by injecting cement and the like; assembling a first-order reinforced occlusion hoop on the lower-order bearing platform; a three-stage multi-dimensional adjustable inclined support is installed, and graded pre-tightening force is applied; deep excavation is continued under dynamic monitoring, and the support is adjusted in time; and finally, orderly backfilling and dismantling are conducted. Through the combination of grouting reinforcement, hoop occlusion limiting and graded adjustable inclined struts, low-disturbance and high-precision displacement control over the existing bearing platform is achieved, the lower prefabricated pile is effectively protected, and construction safety and efficiency are remarkably improved.

The invention discloses an anti-settlement integral structure for an indoor equipment foundation, which is characterized in that the structure comprises a foundation plate, a pile foundation, a pile cap and a foundation beam, the foundation plate is configured to bear indoor equipment, and the range of the foundation plate covers the range of a whole equipment room; the lower part of the foundation plate is connected with the pile cap and the foundation beam; the foundation beams are arranged between the pile caps on the lower portion of the foundation plate and used for connecting the multiple pile caps and the foundation plate. The pile cap is arranged below the frame column, the upper part of the pile cap is connected with the foundation plate, and the lower part of the pile cap is arranged on the pile foundation; one end of the pile foundation supports the pile cap, and the other end of the pile foundation is fixed on the ground. Compared with the prior art, the foundation plate with the small thickness is adopted to replace a traditional thick raft plate, the engineering amount of a foundation and a pile foundation is remarkably reduced, and therefore the engineering cost is reduced. And the foundation beam is arranged below the thin foundation plate, so that the span of the plate is reduced, the thickness is reduced, and meanwhile, effective bearing can still be realized. By means of the structure, the load of the foundation plate is transmitted to the pile foundation through the foundation beam instead of being directly borne by indoor filling soil. Therefore, even if indoor filled soil settles, the foundation plate and equipment above the foundation plate cannot be influenced, and foundation settlement is effectively reduced.

The invention discloses a soft soil area transformer substation multi-load foundation structure which comprises pipe pile bearing platforms, prestressed pipe piles and integrally-arranged beam plate type rafts, and the multiple pipe pile bearing platforms are arranged at the positions, corresponding to an accident oil pool area, a road cable trench area, a power distribution building area and a main transformer area, below the beam plate type rafts. Two vertically-arranged prestressed pipe piles are connected to the lower portion of each pipe pile bearing platform corresponding to the accident oil pool area, two vertically-arranged prestressed pipe piles are connected to the lower portion of each pipe pile bearing platform corresponding to the road cable trench area, and 3-8 prestressed pipe piles are connected to the lower portion of each pipe pile bearing platform corresponding to the power distribution building area according to the load difference. And six pre-stressed pipe piles which are vertically arranged are connected below each pipe pile bearing platform corresponding to the main transformer area. Continuous load transmission and overall stress of the foundation structure can be achieved, the problem that differential settlement of all areas is too large is effectively solved, the structural durability is improved, the local stress concentration risk is reduced, and the bearing reliability is improved.

The invention discloses an inverted trapezoidal pile cap and connecting beam combined pile-supported embankment structure and a construction method thereof. The structure sequentially comprises a foundation treatment layer, a rigid pile layer, a pile cap layer, a connecting beam layer, a mattress layer, a reinforcement layer and an embankment filling layer from bottom to top. The rigid pile layer comprises a plurality of cast-in-place piles or precast piles vertically arranged in the foundation. The pile cap layer is arranged at the top of the rigid pile, the pile cap is of an inverted trapezoidal structure with a square section, and the top plane size is larger than the bottom to form a load diffusion slope. The adjacent pile caps are connected through connecting beams with circular sections to form a space overall stress system. Grouting pipelines are reserved in the pile cap and the rigid pile and used for later reinforcement. The load transfer area is enlarged through the inverted trapezoidal pile caps, the horizontal rigidity and the torsion resistance are improved through the circular connecting beams, and the overall stability, the anti-settling performance and the long-term service life of the embankment are remarkably improved by combining the grouting pipelines and the reinforcing ribs.

This invention discloses a lifting method for grouting reinforcement of pile foundations on thick island fill foundations, comprising the following steps: Step 1: Measure settlement data and arrange first grouting holes around the outer ring of the pile cap; arrange second grouting holes inside the pile cap; arrange third grouting holes between pile caps; Step 2: Simultaneously grout through the first and second grouting holes to form a first-class bearing layer; Step 3: Grout through the third grouting hole to form a second-class bearing layer; Step 4: Perform low-pressure slow grouting on the foundation soil at the bottom of the pile cap, stopping grouting when the lifting data of the pile cap reaches more than half of the initial settlement data; Step 5: Perform low-pressure slow grouting on the pile fill around the pile at the bottom of the pile cap until a pile-soil bond is formed; wherein, a lifting zone is formed between the first-class bearing layer and the pile-soil bond; Step 6: Simultaneously grout the lifting zone through the first and second grouting holes until it is lifted to a preset height, thus completing the pile foundation grouting reinforcement lifting.

The invention discloses a connecting structure of a prefabricated pipe pile and a prefabricated bearing platform, and relates to the technical field of pile foundation engineering. Comprising prefabricated pipe piles; the prefabricated bearing platform is arranged on the top of the prefabricated pipe pile in a sleeving mode, and the prefabricated pipe pile and the prefabricated bearing platform are filled with ultra-high-performance concrete. The lower hoop is arranged outside the prefabricated pipe pile in a sleeving manner, and the lower hoop is connected with the bottom surface of the prefabricated bearing platform; the upper anchor piece is arranged in the prefabricated pipe pile and close to the lower hoop end; the upper anchor piece comprises an anchoring piece arranged in the prefabricated pipe pile and close to the lower hoop end, an upper cover plate is connected to the anchoring piece through a plurality of high-strength bolts, and a pouring hole is coaxially formed in the upper cover plate. The invention has the advantages of definite stress, easiness in installation, high strength and the like.

The application discloses a kind of mucky soil area pit-in-pit construction methods, the method comprises: one, construction pit bottom reinforcing construction structure;Two, construction steel sheet pile;Three, excavate top layer earthwork;Four, excavate and support inside earthwork excavation area;Five, excavate first layer annular soil pit and third layer inside soil pit;Six, excavate second layer annular soil pit and fourth layer inside soil pit;Seven, pour pit-in-pit pile cap and remove steel sheet pile.The application is excavated before whole earthwork, and steel sheet pile is struck, and pit-in-pit and steel sheet pile outside earthwork excavation are formed under the premise of guaranteeing construction safety, and the construction period of whole raft is greatly shortened, and large foundation pit whole supporting system is formed faster, and the exposure time of deep foundation pit is reduced, and the construction operation risk of mucky soil deep foundation pit is reduced;Through the process of pre-striking steel sheet pile, steel sheet pile whole pile is completed once, and the strength of steel sheet pile body and water-resisting effect are guaranteed.

A boulder pile foundation construction method comprises the following steps that boulder detection is conducted, specifically, a detection hole is drilled in a preset pile foundation point position, and whether boulders exist or not is judged; and if the boulders are detected, auxiliary detection holes are formed in the peripheral side of the preset pile foundation point position to detect boulder boundaries. Selecting a pile foundation type: if no boulder exists at a preset pile foundation point position, constructing a rotary excavating pile; if the boulder exists at the preset pile foundation point position and the auxiliary detection hole is still the boulder stratum, it is judged that the boulder can be penetrated, and separate pile construction is conducted; and if no boulder exists in the auxiliary detection hole, the preset pile foundation point position is moved, and the rotary excavating pile is constructed after the boulder is avoided. Sub-piles distributed in a radial shape are constructed at preset pile foundation points capable of penetrating through the boulder, and it is ensured that the sub-piles penetrate through different areas of the boulder through positioning; and the anchor rod is lowered after drilling, and the anchor rod is anchored with boulders and stratums through pressure grouting. Mounting and primary pouring of a steel sleeve: after pile-dividing grouting and primary setting, treating the top of the anchor rod, sleeving the steel sleeve outside the anchor rod, and pouring concrete into the steel sleeve after the steel sleeve is fixed. And the bearing platform is constructed and used for supporting the photovoltaic flexible support. According to the construction method, convenient and low-cost pile foundation construction of the boulder stratum can be achieved, and the pile foundation supporting performance is good.

The invention relates to a construction body for concreting in during the production of a concrete component, such as a concrete floor or a concrete foundation or a bridge pier or a pile cap of a pile foundation. The construction body has a shell which surrounds a cavity and which is produced from concrete and which has a shell volume which lies in the range from 0.2 to 0.7 of the total volume of the construction body.

In a building foundation structure where a pile cap, comprising a steel pipe section joined to a steel column-beam joint and a concrete section inside, is provided as a foundation footing, and the steel pipe section of the pile cap is installed on a foundation slab constructed along the ground surface, increasing the thickness of the foundation slab contributes to improving the allowable bending strength of the pile head-side joint of the pile cap, thereby enabling a rational design. [Solution] The foundation footing 20 includes a pile cap 21 having a steel pipe section 23 and a concrete section 24, and a concrete foundation slab 17 constructed along the ground surface Ga, with the steel pipe section 23 of the pile cap 21 installed on the foundation slab 17. The concrete section 24 of the pile cap 21 is provided with reinforcing main bars 30 whose lower end is embedded in the foundation slab 17 and which extend along the axis C of the steel pipe section 23.

The application discloses a large-span ocean photovoltaic platform, a construction structure and a construction method of the platform, wherein the photovoltaic platform comprises, from bottom to top, a steel pipe pile, a pile cap installed on the top of the steel pipe pile, a support truss installed on the pile cap and a photovoltaic assembly installed on the support truss; the support truss is connected by a plurality of space trusses; the space truss has upper and lower layer frame bodies, the upper layer frame body can lay photovoltaic panels, and the lower layer frame body can install transformer and other power transformation equipment and lay cables, thereby solving the problem that traditional photovoltaic power stations need to additionally and separately install power transformation equipment, and the platform has high overall bearing capacity, light self weight, can adapt to more complex ocean environment, and is convenient for early-stage installation and late-stage maintenance of the photovoltaic assembly.

The utility model relates to the technical field of ocean engineering, in particular to a double-layer perforated plate flow guide breakwater which comprises a connecting pile and a double-layer perforated flow guide plate. Each connecting pile comprises a pile cap, a pile body and a cattle foot; the two groups of double-layer perforated guide plates are arranged in parallel front and back, each group comprises a plurality of perforated guide plates, each perforated guide plate is provided with a plurality of holes, the perforated guide plates in each group are connected into a whole side by side through the connecting piles, and the connecting piles are positioned on two sides of the perforated guide plates. According to the structure, through the optimized design, the wave dissipation effect and the structural stability of the breakwater are improved, and meanwhile the construction difficulty and cost are reduced. The structure is particularly suitable for ports, wharfs and coastal protection in the marine environment.

The invention provides a pile foundation bearing platform structure of a stockyard and a construction method thereof, and relates to the technical field of stockpiling. A pile foundation bearing platform structure of a stockyard comprises a bearing platform main body formed by pouring reinforced concrete and an engineering pile, the bottom face of the bearing platform main body is fixedly connected with the engineering pile, a haunching part integrally formed in a pouring mode is arranged on at least one lateral stress end face side of the bearing platform main body, and the haunching part extends in the lateral direction and the vertical direction. Therefore, the lateral load-bearing area and the total height of the pile foundation bearing platform structure are increased. Fertilizer grooves are formed in the peripheries of the bearing platform main body and the haunching part, and improved soil bodies are backfilled and compacted in the fertilizer grooves, so that the improved soil bodies are in close contact with the side faces of the bearing platform main body and the haunching part. In addition, the invention further provides a construction method of the pile foundation bearing platform structure of the stockyard, the pile foundation bearing platform structure can be efficiently and reliably constructed, cooperative work of the bearing platform body and the peripheral improved soil body is achieved, and therefore the purpose of improving the horizontal bearing capacity of the pile top is economically and effectively achieved.

The application discloses a kind of auxiliary construction equipment for quick construction of deep water immersed concrete deck, including horizontal plate, horizontal plate rotation connection support column, support column lower end hinged connection curved bar, support column outside hinged connection thrust device, thrust device and curved bar hinged connection, the curved bar includes first branch and second branch, first branch and second branch hinged connection and set first torsional spring, first branch and support column lower end hinged connection and set second torsional spring, thrust device and second branch hinged connection.The auxiliary construction equipment is hoisted horizontal plate in the central position of pile column, and driving motor drives support column to rotate to corresponding construction position, and press bending is carried out on the reserved steel bar extended one by one.By controlling the extension of thrust device, the cylindrical side push vertical rod translates, the rolling column rises on the arc block, and the relative bending of the first branch and the second branch is matched, the lifting and press bending of the middle part of the reserved steel bar are realized, the bending operation of the reserved steel bar is facilitated, and the work efficiency is improved.

The utility model discloses a PHC pipe pile cap fast connecting structure which comprises a first PHC pipe pile, an upper pile cap is arranged below the first PHC pipe pile, a second PHC pipe pile is arranged on the side, away from the first PHC pipe pile, of the upper pile cap, a lower pile cap is arranged above the second PHC pipe pile, a plurality of connecting blocks arranged in a matrix mode are arranged on the side, close to the lower pile cap, of the upper pile cap, and the connecting blocks are connected with the first PHC pipe pile. The lower portion of the connecting block is fixedly connected with a clamping block, a plurality of guide grooves distributed in a matrix mode are formed in the upper end of the lower pile cap, through grooves are formed in one sides of the guide grooves, limiting grooves are formed in the sides, away from the guide grooves, of the through grooves, and clamping grooves are formed in the positions, below the guide grooves and the limiting grooves, of the lower pile cap. The connecting structure is simple, the PHC pipe pile construction efficiency is high, operation is convenient, welding of butt welding seams of conventional carbon dioxide arc welding is avoided, and pollution to the environment is reduced.

The utility model provides a novel template reinforcing structure, which relates to the technical field of building construction templates and comprises a template, a supporting component, an opposite-pulling component and a fixing component. The supporting assembly comprises a batten and a steel pipe, the batten is attached to the outer side of the formwork, the diameter of the steel pipe is 48 mm, and the steel pipe is arranged on the side, away from the formwork, of the batten in the length direction of the batten. The opposite-pulling assembly formed by combining the opposite-pulling steel strands and the steel screws is adopted to replace traditional opposite-pulling steel bars, the opposite-pulling assembly can be completely recycled and reused after construction is completed, waste of the steel bars is avoided, the material cost is greatly reduced, steel consumption can be reduced by more than 30% through measurement and calculation of single-time construction, and economic benefits are more remarkable through long-term turnover use. The problems that in the prior art, under the condition that the peripheral space of a bearing platform is narrow, opposite-pulling steel bars cannot be recycled, and cost is high are solved.

The invention relates to the technical field of steel cofferdams, in particular to an assembled civil engineering bearing platform construction steel cofferdam which comprises a steel coaming, and a first locking mechanism which is used for being spliced with the outer wall of the other side of the top of another steel coaming during assembly and can rotate is arranged on the outer wall of one side of the top of the steel coaming; one side end of the steel coaming is provided with a second locking mechanism used for being spliced with the other side end of the other steel coaming and shielding the sealing connection gap. According to the steel cofferdam, the manufacturing cost can be remarkably reduced, the construction period is shortened, the locking process is rapid and stable, meanwhile, seamless connection of the steel coaming at the corner is achieved, the steel cofferdam can adapt to various construction environments and requirements, and the construction efficiency of the assembled bridge bearing platform construction steel cofferdam is improved.

The present invention discloses a prefabricated wharf, which is mounted on multiple columns of steel pipe piles distributed at intervals, and comprises: multiple parallel semi-prefabricated strip footings, each of which is mounted on one steel pipe pile, and comprises multiple prefabricated pile caps. Each prefabricated pile cap is in a strip-block—shaped concrete structure; multiple connected inter-beam bearing plates are arranged between any two adjacent semi—prefabricated strip footings, bottom surfaces of the inter-beam bearing plates contact with top surfaces of the semi-prefabricated strip footings, multiple box—shaped core formworks is fixed on the inter-beam bearing plate; a concrete cast-in-place portion comprising cast-in-place main beams formed on the semi-prefabricated strip footing, secondary beams and a concrete Slab body. The invention has a good bearing capacity, so that no supporting structure needs to be additionally arranged, and a beam-slab system distributed in a grid mode can be formed through one-time pouring.

The invention belongs to the technical field of bridge engineering, and particularly relates to a construction method of a cylindrical pier. The method comprises the following steps that S10, a prefabricated part is manufactured, and the prefabricated part is a reinforcement cage containing graded coarse aggregate; s20, on-site construction of the bridge piers is conducted, construction of pile foundations and bearing platforms is completed in advance, and vertical connecting main ribs used for being connected with the bridge piers are pre-buried in the pile foundations and the bearing platforms; the set number of prefabricated parts are sequentially hoisted to the designed position and fixed into a whole; a vertical connecting main reinforcement at the top end of the bearing platform correspondingly penetrates through the main reinforcement penetrating piece and is lengthened to a set height; and an outer formwork system is installed, and vacuumizing is carried out to assist grouting. According to the method, the traditional process of pouring and vibrating concrete is revolutionarily converted into aggregate filling and permeation grouting, so that the structural performance and the construction efficiency are improved.

The invention discloses an abrupt slope mountain photovoltaic micro pile foundation construction method under complex geological conditions, and relates to the technical field of photovoltaic foundation construction. According to the method, in order to solve the problems that the slope of the abrupt-slope mountain land is large, the terrain is complex, large machines are difficult to operate, and the ecological environment is sensitive, the structural form of small-diameter pile groups and chamfered triangular bearing platforms is adopted, the heavy-load unmanned aerial vehicle hoisting technology is combined, and minimally invasive, efficient and green construction is achieved. The core of the method comprises the steps of construction preparation, measurement positioning, hole forming, reinforcement cage and bearing platform reinforcement installation, material transportation based on the heavy-load unmanned aerial vehicle, concrete pouring, maintenance and the like. The method is high in environmental adaptability, capable of overcoming 15-45-degree abrupt slopes and complex geological conditions and greatly reducing earth excavation and vegetation damage, high in structural bearing capacity and low in manufacturing cost, solves the problems that a traditional construction method is low in efficiency, serious in ecological damage and the like, and is suitable for mountain photovoltaic power station projects, particularly suitable for photovoltaic foundation construction of ecological sensitive areas.

This invention provides a prototype pipe pile shaking table test system for simulating the effects of foundation and superstructure, belonging to the fields of structural engineering, earthquake engineering, and foundation engineering. It includes a shaking table, a prototype pipe pile specimen horizontally arranged on the shaking table surface, a foundation action simulation component, a pile top axial compression simulation component, a pile cap simulation component, and a superstructure dynamic simulation component. The foundation action simulation component is fixed to the shaking table surface and covers the outside of the prototype pipe pile specimen. The pile top axial compression simulation component penetrates the inside of the prototype pipe pile specimen and extends to the outside of the pile bottom. The pile cap simulation component is connected to the top of the prototype pipe pile specimen, and the superstructure dynamic simulation component is positioned above the pile cap simulation component. This invention, using the above-mentioned test system, solves the problems of existing prototype pipe pile shaking table tests, such as large space requirements, high cost of foundation simulation, difficulty in loading real superstructures, inconvenient adjustment of working conditions, difficulty in comprehensively simulating pile-soil-structure interactions, and inability to accurately measure dynamic changes in pile axial force.

The present application relates to a kind of highway bridge engineering construction methods, comprising the following steps: first, pile foundation pouring;Second, excavate foundation pit;Third, dig and set operating area;Fourth, break pile head;Fifth, support first formwork;Sixth, pour cushion;Eighth, support second formwork and third formwork;Ninth, lap pier body embedded reinforcement;Tenth, pour pile cap;Eleventh, backfill foundation pit, twelfth, tie pier body reinforcement, pour pier body, prefabricated plate beam, erect plate beam;The present application is by continuing to dig operating area in the bottom surface of foundation pit, and support first formwork around pile foundation, so that pile cap pouring can form convex section, and nest below the bottom surface of foundation pit, support second formwork and third formwork make pour pier body form insertion part, and nest below the upper surface of pile cap, so that the connection of pile foundation and pile cap, pile cap and pier body can better withstand lateral load, enhance the overall structural strength.

The application discloses a large-span photovoltaic support arranged on a steep hillside, and solves the problem of how to arrange a large-span photovoltaic support on a stone hillside; a cast-in-situ concrete long strip pile cap (5) is cast on a gravel backfill layer (2) at the bottom of the hillside, a bottom support column (6) is arranged on the concrete long strip pile cap (5), a middle support column (7) is arranged on a large isolated rock (3) arranged in the middle of the stone hillside (1), a top support column (9) is arranged on the cast-in-situ concrete long strip pile cap (5), and a large-span support (10) is arranged between the bottom support column (6), the middle support column (7) and the top support column (9); the stable arrangement of the large-span support is realized, and the operation safety of photovoltaic modules is ensured.

The utility model discloses a branch pile embankment reinforcing structure suitable for a deep soft soil foundation, which comprises a road surface, embankment filling soil, a geogrid, a broken stone hardcore, a solidification layer and a squeezing branch pile which are sequentially arranged from top to bottom, the squeezing branch pile downwards extends into the soft soil foundation, the top end of the squeezing branch pile is embedded into the solidification layer, and the bottom end of the squeezing branch pile is embedded into the solidification layer. And a force bearing disc is extruded and expanded in the curing layer at the top end of the extruded and expanded branch pile. The bearing disc is extruded and expanded in the curing layer to play the role of the pile cap, the load of the embankment is conducted to the branch disc pile, the low embankment is prevented from having a mushroom pavement by coordinating deformation, in addition, the tedious steps of pile cap construction are avoided, and the bearing capacity of the curing layer is fully mobilized.

The utility model provides a high-speed maglev two-stage fine adjustment track structure which comprises a track plate, a base, a cast-in-place concrete adjusting layer, an adjustable connecting piece and a concrete bearing platform, the lower end of the base is connected to a foundation through the concrete bearing platform, the track plate is arranged above the base, and the base is connected with the track plate through the cast-in-place concrete adjusting layer. The functional area components are installed on the two sides of the track plate through adjustable connecting pieces respectively. According to the high-speed magnetic suspension two-stage fine adjustment track structure, the on-site concrete cast-in-place workload is reduced; meanwhile, in the construction process, two-stage fine adjustment of the track structure can be achieved through the cast-in-place concrete adjusting layer and the two-way adjustable connecting piece; in the operation and maintenance process, fine adjustment is achieved through the two-way adjustable connecting piece, and high smoothness of the track is guaranteed.

The application relates to the technical field of bridge and tunnel construction, in particular to a small-clearance bridge and tunnel combined structure anti-interference construction method. The bridge and tunnel combined structure comprises a bridge and a tunnel arranged in parallel along an axial direction; the tunnel comprises a tunnel vertical excavation section adopting a first slope and a second vertical excavation of a tunnel foundation pit and a tunnel slope excavation section adopting multi-stage slope excavation of a tunnel foundation pit; the bridge comprises a bridge slope excavation section adopting slope excavation of a pile cap foundation pit and a bridge vertical excavation section adopting vertical excavation of a pile cap foundation pit; the anti-interference construction method comprises the following steps: S1, setting the depth of the tunnel foundation pit slope excavation to be greater than the pile cap embedded depth of the bridge slope excavation section; after the tunnel foundation pit is excavated and stabilized, the bridge pile foundation is constructed; S2, after the bridge pile foundation construction is completed, the tunnel main body structure construction and the pile cap construction of the bridge slope excavation section are simultaneously performed; S4, after the tunnel foundation pit backfilling is completed, the construction of the remaining structure of the bridge is performed, the pile cap construction of the bridge slope excavation section is prepositioned, and the construction speed is improved.

The present application relates to a steel cofferdam inner support and main pier body intersection construction method, comprising: setting up a well-shaped inner support in the cofferdam area of the steel cofferdam; determining the construction position of the main pier body; pouring the main pier pile cap at the construction position of the main pier body; removing the remaining well-shaped inner support layer by layer from bottom to top, pouring the current layer well-shaped inner support corresponding segment pier body after removing each layer of well-shaped inner support, and continuously constructing until the pouring of the main pier body is completed. In the case of intersection operation based on the main pier body and the steel cofferdam inner support, the present application optimizes the design of the inner support, on the one hand, simplifies the steel cofferdam inner support structure, fully utilizes the strength of the material itself, reduces the input of the inner support material, and at the same time increases the operable space during the construction of the main pier body, ensuring the convenience of component installation and removal; on the other hand, the steel cofferdam inner support system is optimized, part of the steel cofferdam inner support is converted on the main pier body, which is beneficial to the stability of the steel cofferdam during the later removal construction.