111 results about "Beam length" patented technology

The invention provides a bridge design method and system based on pushing displacement and rigidity inversion, and belongs to the technical field of bridge design. A theoretical formula among the axial force of each span of steel box girder, the displacement of each pier and the anti-pushing rigidity of the piers under the condition of system temperature change after each pushing in the walking pushing construction process is deduced, and actual monitoring data of the beam length change of the steel box girder in the walking pushing construction process are combined; numerical analysis software is used for carrying out inversion analysis on the anti-thrust stiffness of each pier, the curve trend of the anti-thrust stiffness changing along with the temperature difference under the theoretical condition is obtained, the theoretical analysis of the influence of the system temperature effect on the longitudinal bridge direction in the walking incremental launching construction process is perfected, and data support is provided for implementation of measures such as pier stiffness adjustment and displacement release in the follow-up process; by calculating the sparse parameters of the missing data, the adaptability to unbalanced data and the data noise redundancy are higher, and the method is suitable for missing data supplementation in the field of bridge design which is susceptible to natural factors.

The invention belongs to the technical field of engineering mechanical structure health monitoring, and particularly relates to a dynamic prediction method for multi-working-condition stress of a tower crane based on a constraint space Kriging agent model. Comprising the steps of system parameter acquisition and constraint space construction, physical constraint sample generation, efficient stress sample calculation, agent model training and real-time stress distribution prediction. According to the method, the Kriging agent model and the variable grid density optimization strategy are organically combined, the calculation efficiency is high, the efficient dynamic prediction capability is achieved, and the real-time prediction requirement under the dynamic working condition is met; a Latin hypercube sampling method in a physical constraint space is adopted, and a simulated annealing optimization technology is combined, so that invalid sample points are effectively eliminated, and the utilization rate of a sample space is improved; a nonlinear mapping relation between multiple parameters of hoisting weight-amplitude-speed and full-beam long stress distribution is established through a Kriging agent model, the limitation that a traditional method only supports fixed working conditions is broken through, and an accurate and rapid response model is provided for structural health monitoring under complex working conditions.

The invention discloses a three-dimensional shelf cross beam length detection device, and particularly relates to the technical field of length measurement, the three-dimensional shelf cross beam length detection device comprises a stand column and a cross beam column, one side of the stand column is provided with a range finder used for detecting the length of the cross beam column, and a stable measurement assembly is connected between the range finder and the stand column; the stable measurement assembly comprises two lug plate clamps symmetrically installed outside the stand columns, and the lug plate clamps are used for being stably connected with the stand columns with different contours. Through the arrangement of the stable measurement assembly, the cross beam column and the range finder, bolts on the surface of the stand column do not need to be avoided deliberately in the range finder mounting process, the range finder can be accurately mounted to a preset position, deviation between the mounting position of the range finder and the cross beam column is prevented, and the view field range detected by the range finder is changed; it is ensured that the range finder accurately covers key parts of the beam column, the deformation degree of the beam column is conveniently detected, and accurate detection of the length of the beam column is improved.

The invention discloses a composite beam plastic flexural capacity correction calculation method considering interface slippage. The method is suitable for a hogging moment area of a steel-concrete composite beam reinforced by an external prestress carbon fiber reinforced composite material rib. The method comprises the following steps: firstly, determining basic static boundary parameters and a shear connector constitutive model; in the iterative calculation, solving a temporary bearing capacity by utilizing an axial force and moment balance equation, and calculating interface slippage along the beam length and a deformation loss item at the support based on internal force distribution; then determining a rigidity degradation coefficient according to the average slip amount, and dynamically reducing the static yield bending moment to reconstruct the plastic hinge length; and finally, constructing a corrected deformation coordination equation, deducting a deformation loss item in geometric deformation calculation to obtain the real elongation of the in-vitro CFRP rib, and updating a stress parameter until a result is converged. According to the method, by introducing a deformation loss item and a rigidity degradation mechanism, deviation caused by traditional rigid connection assumption is corrected, and accurate prediction of the ultimate bearing capacity is achieved.

The invention discloses a prefabricated T-beam formwork suitable for large transverse and longitudinal slopes and small radius and a construction method. A road small radius and same span beam length change is large, and the small radius is accompanied by a large transverse slope and a large longitudinal slope. The T-beam bottom formwork is provided with a longitudinal slope adjuster capable of changing positions at will; length adjusting section templates are designed on the beam body middle uniform-section section and the beam end uniform-section section; the reasonable positions of the side mold and the wing mold are divided and hinged, and a screw rod is arranged at the end part of a wing plate, so that free and flexible adjustment of a large cross slope of the wing plate is realized; the bottom die and the end plate of the beam middle diaphragm plate are arranged in the side die and are of a cross slope adjustable structure; beam end diaphragm plates are cast in place on an axle after a beam body is hoisted in place, only oblique crossing steel bars are reserved on the end diaphragm plates, and it is guaranteed that the central axes of the beam end diaphragm plates of all beams of the same span are collinear; the beam end formwork is of a side wing end wrapping type and is divided into a lower fixed formwork body and an upper movable formwork body, the end face of the lower fixed formwork body is perpendicular to the axis of a beam body, the tensioning requirement is met, and the upper movable formwork body can achieve trapezoid design and cross slope adjustment of the beam body. The template is easy to demould, can realize all alignment of diaphragm plates at corresponding positions of same-span beam pieces, and has good adaptability to small radiuses.

The utility model belongs to the technical field of building construction, and relates to an angle-adjustable arc-shaped top formwork which comprises a supporting column, a supporting cross beam, an upper carrying pole beam, a lower carrying pole beam and a top formwork body, the upper carrying pole beam and the lower carrying pole beam are located on the upper side and the lower side of the supporting cross beam respectively, and the upper carrying pole beam, the supporting cross beam and the lower carrying pole beam are arranged in an I shape in the beam length direction. The supporting column is supported on the lower portion of the lower carrying pole beam from bottom to top, a plurality of lug plates with holes are arranged on the bottom face of the top formwork, and the lug plates are buckled on the upper carrying pole beam and the lower carrying pole beam in a pulling mode through pull rods capable of stretching and retracting in the axial direction to bend the top formwork in a stretching mode to form an arc-shaped face protruding upwards. The arc-shaped top formwork does not need to be precisely prefabricated in a factory, has universality, can be precisely adjusted to adapt to the actual dome radian requirement of a project, and is simpler, more efficient, low in cost and good in prefabricating effect.

A vehicular trailering assist system for a vehicle includes a camera disposed at a rear portion of a vehicle and having a field of view exterior and at least rearward of the vehicle, the field of view encompassing at least a portion of a trailer hitched to the vehicle. A control includes a processor for processing image data captured by the camera and sensor data captured by a steering wheel angle sensor and a wheel RPM sensor. The control determines a trailer angle of the trailer relative to the vehicle, a steering wheel angle, and a wheel RPM of a wheel of the vehicle. The control estimates a trailer beam length based on at least the determined trailer angle, the determined steering wheel angle, and the determined wheel RPM.

This application relates to the field of weighing sensors, and more particularly to a weighing sensor with variable sensitivity. The weighing sensor includes a frame, a curved clamp, a curved cantilever beam, a fixed magnet, a cantilever beam magnet, and a force display device. The curved clamp is mounted on the frame, one end of the curved cantilever beam is disposed within the curved clamp, and the other end of the curved cantilever beam is provided with a cantilever beam magnet. The fixed magnet is mounted on the frame and positioned above the cantilever beam magnet. The cantilever beam magnet is attracted by the fixed magnet, causing the curved cantilever beam to bend upwards. The force display device is mounted on the frame. The upward bending of the curved cantilever beam under the magnetic force of the two sets of magnets changes the effective length of the beam. When used for weighing, the curved cantilever beam moves downwards under a loaded load, changing its effective beam length, and simultaneously the magnetic force changes. This nonlinear stiffness structure achieves the function of variable sensitivity.

The present application relates to a kind of curved bridge PC precast beam pedestal and its wedge block adjusting device and construction method, pedestal includes concrete fixed pedestal, its both ends are provided with steel pedestal, steel pedestal includes beam length adjusting block, mobile pedestal, mobile pedestal end close to beam length adjusting block is provided with reserved notch, wedge block adjusting device is installed in this reserved notch, lower seat plate of wedge block adjusting device is fixed on the ground between two longitudinal tracks, the upper edge of apron is connected with the panel of mobile pedestal and beam length adjusting block, the lower surface of the panel of mobile pedestal and the panel of beam length adjusting block is attached to the upper side of the stop mortar pad plate outside apron, the ball hinge bolt is installed in the four corner positions of the upper seat plate and the lower seat plate of the wedge block adjusting device, and spherical support is provided in the center;The method is according to the steel pedestal part of beam length adjustment, after the wedge block adjusting device part is tightly blocked, concrete is poured;Before tensioning, lower lifting pedestal, avoid beam end splitting.

The invention belongs to wind driven generator electrical equipment, and discloses a cabin cabinet door fastening device of a wind driven generator, a cabin cabinet comprises a cabinet body and a cabinet door, the top of the cabinet body is provided with at least two lifting lugs used for lifting the cabinet body, and the cabin cabinet door fastening device comprises a cross beam, a baffle plate and a fastening bolt, one side of the cross beam is provided with a bayonet part which can be clamped on one side of the root part of the lifting lug, the baffle plate adopts a sliding fit structure which can move along the length direction of the cross beam, the fastening bolt is in threaded fit with the baffle plate, so that the movable end of the fastening bolt is propped against the cabinet door, and meanwhile, the cross beam can be tensioned by the baffle plate, so that the cabinet door can be fixed. And the cross beam is clamped at the root part of the lifting lug. According to the cabin cabinet door fastening device of the wind driven generator, the problem that the cabin cabinet door shakes due to strong wind weather is solved, and mistaken shutdown of a fan is effectively avoided.

The invention discloses a reinforced beam bending resistance analysis method considering a material constitutive whole curve, and relates to the technical field of civil engineering structure performance calculation, and the method comprises the following steps: identifying and recording the position of a main crack in a reinforced beam; dispersing the reinforced beam into N reinforced beam units connected end to end according to the position information of the main crack; calculating a bending moment-curvature relation of each beam unit according to input information of a material constitutive relation, a component size and a reinforcement form in each beam unit; and determining bending moment distribution along the length direction of the reinforced beam, calculating curvature distribution along the length of the beam according to the bending moment value and the bending moment-curvature relation on each beam unit, and performing integral calculation on the curvature distribution to obtain deformation distribution and a load-deflection curve of the reinforced beam. According to the method, a stress-strain whole-process nonlinear relation is adopted as a material constitutive relation, sensitivity analysis of key design parameters of the beam on the bending resistance of the beam and efficient calculation of the bending resistance of the reinforced beam can be achieved, and a reliable method is provided for design of a novel civil engineering structure.

The invention belongs to the technical field of civil engineering, and particularly discloses a recombined bamboo-concrete continuous beam and a preparation method thereof.The recombined bamboo-concrete continuous beam comprises two recombined bamboo beams, a concrete beam is poured between the two recombined bamboo beams to form a base beam, and the recombined bamboo-concrete continuous beam further comprises at least one first steel bar assembly; the first steel bar assembly comprises a first steel pipe, a first steel bar and a first anchoring part. The first steel pipe is arranged in the recombined bamboo beam in the beam length direction of the recombined bamboo beam. The first steel bars penetrate through the first steel pipes. The first anchoring parts are arranged at the two ends of the first steel bars and used for fixing the two ends of the first steel bars to the ends, away from the concrete beam, of the two recombined bamboo beams correspondingly, and the anchoring degree of the ends of the first steel bars is increased through the first anchoring parts so that prestress can be applied to the base beam. The preparation method comprises the steps of preparation of the recombined bamboo beam, installation of the reinforcing steel bars, preparation of the concrete beam and application of prestress. The rigidity of the recombined bamboo-concrete continuous beam is effectively improved.

The utility model belongs to the field of buildings, and particularly relates to a beam bottom infilled wall constructional column steel bar pre-embedding mold. Comprising beam side formworks, a beam bottom main formwork, combined formworks, fixing keels and positioning structures, the combined formworks and the beam bottom main formwork are arranged between the two sets of beam side formworks side by side in the beam length direction, and the multiple fixing keels are arranged on the lower sides of the combined formworks at intervals in the beam length direction and fix the combined formworks, the beam bottom main formwork and the beam side formworks; the positioning structure is arranged on the lower side of the fixed keel, positioning holes for positioning the steel bars are formed in the combined formwork, auxiliary positioning holes are formed in the positioning structure, and the steel bars sequentially penetrate through the positioning holes and the auxiliary positioning holes in the vertical direction. The combined formwork and the beam bottom main formwork are arranged between the beam side formworks side by side, the positioning holes for positioning the reinforcing steel bars are formed in the combined formwork, the auxiliary positioning holes are formed in the positioning structure, and the positioning holes and the auxiliary positioning holes are vertically and concentrically formed, so that the positions of the reinforcing steel bars are determined, the reinforcing steel bars are fixed, and displacement is avoided.

The invention provides a concrete simply supported beam static load test reaction frame and a static load test method.The reaction frame comprises a base, a supporting assembly arranged on the base, a pressurizing assembly arranged on the supporting assembly and a test station jointly defined by the base, the supporting assembly and the pressurizing assembly; wherein the supporting assembly further comprises steel trusses arranged at the two ends of the base in the length direction of the base, after the to-be-tested concrete beam is arranged on the test station in a matched mode, the pressurizing assembly is erected on the steel trusses so that a static load test can be conducted, in the test process, large hoisting equipment does not need to move repeatedly, and the steel trusses do not need to be installed; the distance between the steel trusses can be adjusted according to the beam width and the beam length of concrete to be measured, the device can be suitable for various beam bodies of different specifications, the input of materials in the construction process is saved, and the device has the advantages of being simple in structure, simplifying the construction procedure, reducing the construction risk, reducing the construction cost and improving the construction efficiency. And popularization and implementation are facilitated.

The utility model discloses a highway side slope drainage anchor rod frame beam, including crossbeam, longitudinal beam, transverse water intercepting rib, vertical water intercepting rib, drainage wedge and anchor rod, crossbeam and longitudinal beam perpendicular each other and form the grid frame beam main body fixed on the highway side slope, transverse water intercepting rib sets up on the crossbeam upper surface, and along crossbeam length direction extension, with crossbeam is integrative pouring and forms structure, vertical water intercepting rib sets up on the longitudinal beam upper surface, and along longitudinal beam length direction extension, with longitudinal beam is integrative pouring and forms structure, drainage wedge sets up in the higher side of crossbeam, and anchor rod one end anchors in the inside of side slope, and the other end passes through longitudinal beam and is fixed with longitudinal beam, and anchor rod along the grid edge of frame beam main body evenly distributes. This anchor rod frame beam structure, utilizes water intercepting rib and drainage wedge cooperation high -efficient drainage, can exclude the water in the frame, the surface precipitation on the frame beam body and part from the platform and scatter to the surface water in the frame beam body range, combines anchor rod steady support, effectively promotes the drainage capacity of anchoring side slope, strengthens its stability, guarantees the highway traffic safety.

The utility model discloses an industrial factory building first floor prestress prefabricated hollow slab installation structure which comprises two positioning through long ribs, and U-shaped ribs are fixed to the two positioning through long ribs in the beam length direction. A cast-in-place concrete beam is arranged below the two positioning through long ribs, and the two ends of the U-shaped rib extend into the cast-in-place concrete beam; a prestressed prefabricated hollow slab is arranged at the top of the cast-in-place concrete beam; a cast-in-situ laminated layer is arranged on the prestressed prefabricated hollow slab, and the two positioning through long ribs are located in the cast-in-situ laminated layer. The utility model aims to solve the installation problem of the first-layer prestressed prefabricated hollow slab, ensures the installation flatness of the hollow slab and the reliability of the erection length of the support by taking some construction measures, and has the advantages of simplicity in construction and measure standardization.

This invention discloses a segmental precast steel pin diaphragm UHPC box girder and its construction method. The girder includes a UHPC box-shaped outer shell, within which are arranged multiple longitudinal structural steel bars extending along the beam length and spaced apart. Inside the UHPC box-shaped outer shell are multiple steel transverse diaphragms arranged at intervals along the beam length. The edges of the steel transverse diaphragms are fitted against the inner wall of the UHPC box-shaped outer shell. Multiple steel pin structures are connected to the steel transverse diaphragms to form steel pin-type diaphragms. Each steel pin structure is arranged at intervals along the edge of the steel transverse diaphragm and is embedded in the UHPC box-shaped outer shell, engaging with it. This segmental precast steel pin diaphragm UHPC box girder has the advantages of simple structure, low steel consumption, and low cost.

The utility model discloses a movable hanging basket, and belongs to the technical field of hanging baskets. A movable hanging basket comprises a folding hanging basket body, the folding hanging basket body is telescopically provided with a hanging piece used for being hung between the top walls of adjacent piece beams in the vertical direction, and a plurality of auxiliary supporting pieces making contact with the side walls of the adjacent piece beams are arranged on the two sides of the folding hanging basket body. Through the cooperative arrangement of the moving assembly and the auxiliary supporting piece, the hanging basket can stably move in the length direction of the sheet beam, the operation range of constructors is expanded, the constructors can easily conduct construction at different positions, the position of the hanging basket does not need to be frequently replaced, and therefore time and labor cost are saved, and construction efficiency is improved. The adjusting assembly is used for locking the moving assembly, it is ensured that the hanging basket can move according to requirements, the moving assembly can be locked and unlocked, and the stability and safety of the hanging basket are improved.

This application relates to the field of bridge engineering construction technology, and proposes a semi-prefabricated steel and UHPC shell prestressed continuous composite beam and its construction method. The semi-prefabricated steel and UHPC shell prestressed continuous composite beam includes: a continuous beam, including a positive bending moment zone and a negative bending moment zone; steel beams arranged along the entire length of the continuous beam, or only along the positive bending moment zone; a UHPC shell, located in the lower part of the negative bending moment zone; precast slabs, including precast slabs for the positive bending moment zone and precast slabs for the negative bending moment zone, applied to the upper part of the continuous beam; shear connectors, located on the upper flange of the steel beam; concrete, filling the interior of the UHPC shell; embedded parts, for connecting with the precast slabs in the negative bending moment zone; grouting connection zones, formed on the precast slabs and corresponding to the positions of the shear connectors and embedded parts; and prestressing tendons, arranged along the beam length of the continuous beam or only in the negative bending moment zone. This enables rapid, safe, and green construction of steel and concrete continuous composite beam bridges.

The utility model relates to the technical field of hoisting equipment, and discloses a modularized hoisting tool which comprises a main lifting hook, the main lifting hook is connected with a primary bearing beam through a main lifting rope, the bottom of the primary bearing beam is provided with a plurality of secondary bearing beams through auxiliary lifting ropes, and the secondary bearing beams are arranged at intervals in the length direction of the primary bearing beam. A hoisting rope is arranged at the bottom of each secondary bearing beam; according to the utility model, the hoisting efficiency can be improved, the quality can be ensured, the potential safety hazard during construction operation can be reduced, the installation operation cost is saved, the structure is simple, the operation is simple and convenient, and the practicability is strong.

The utility model discloses a counter-force device used for slant bearing capacity detection, which comprises a support, a counter-force beam, a ground anchor, a jack and a batter pile, the support comprises a first support mechanism and a second support mechanism, a set interval is arranged between the first support mechanism and the second support mechanism, the batter pile is arranged between the intervals, and the counter-force beam is connected with the ground anchor. The ground anchors are installed on the periphery of the first support mechanism and the periphery of the second support mechanism respectively in a supporting mode, one end of the counter-force beam in the length direction is installed on the first support mechanism in a rotating mode, the other end of the counter-force beam in the length direction is installed on the second support mechanism in a lifting mode in the vertical direction, and the jack is installed on a beam arm of the counter-force beam. And the jack and the inclined pile are leveled through a cushion block. The upper limiting rod and the lower limiting rod are used for fixing the left end of the counter-force beam, rotation of the counter-force beam at any angle is achieved by adjusting the height of the left end of the counter-force beam, and when the counter-force beam rotates to be parallel to the top face of the inclined pile, the jack is installed for inclined bearing capacity detection. Lifting of the screw rod can drive lifting of the left end of the counter-force beam, so that the detection requirements of different inclination angles are met, the defect that a pile body needs to be damaged in previous detection is overcome, and bearing capacity detection is more convenient and efficient.

The double-shaft positioning structure comprises X-axis guide rails and longitudinal beams, the two guide rails are arranged in the same vertical plane in parallel, the two longitudinal beams are arranged on the two X-axis guide rails in a sliding mode, T-shaped grooves are formed in the side faces, away from the X-axis guide rails, of the longitudinal beams in the length direction of the longitudinal beams, and sliding plates are arranged in the T-shaped grooves in a sliding mode. Connecting columns are fixedly arranged on the side faces, away from the X-axis guide rails, of the sliding plates. According to the double-shaft positioning structure and the towel rack, the towel rack body is arranged on the double-shaft positioning structure, the longitudinal beam of the double-shaft positioning structure can horizontally move along the X-shaft guide rail, the sliding plate for fixing the towel rack body can vertically move in the T-shaped groove of the longitudinal beam in the vertical direction, and when the towel rack is used, the towel rack body can be adjusted to a proper position; when the towel rack is not used, the towel rack body is lifted to be close to the ceiling position of a bathroom, space is not occupied, and collision with the towel rack is prevented.

A tensioned construction beam comprises a main longitudinal body defining a beam length and opposite longitudinal ends. The main longitudinal body includes a tubular part extending along the beam length and defining a cavity therein that is circumscribed by an inner wall of this tubular part. One or more steel cables extend within the cavity along the beam length and are embedded therein via grout filling the cavity. The one or more steel cables have been submitted to a tension force prior to being embedded and released from this tension force such that the tension force is applied to the main longitudinal body.

The invention belongs to the technical field of transformer substation construction, and provides a factory pre-welding transformer substation lattice type framework rectangular beam construction method and a rectangular beam, and the method comprises the following steps: respectively establishing function relations between the transportation cost, the installation difficulty, the structural stability, the weight and the volume, the structural rigidity, the construction feasibility, the material utilization rate and the beam length; scoring the value of the length of the precast beam according to each function relationship, and obtaining a comprehensive evaluation score according to a plurality of scoring results; determining a final beam length value according to the comprehensive evaluation score; according to the determined final beam length value, a plurality of prefabricated rectangular beams are manufactured in a welding mode; when the length of the precast beam is determined, the requirements of transportation cost, installation difficulty, structural stability, weight, size, structural rigidity, construction feasibility, material utilization rate and the like are considered, and the purposes of reducing the transportation cost, reducing the transportation difficulty, improving the stability, reducing the installation difficulty and the like can be achieved.

The utility model discloses a kind of end mould fixed subassembly, including end mould fixing part;End mould fixing part is along the longitudinal direction of end mould and is located at the outside of end mould, and is detachably connected with the end mould;The top of the end mould fixing part is respectively detachably connected with side mould back frame, and the bottom of the end mould fixing part is detachably connected with bottom mould.The utility model also discloses a formwork system comprising end mould fixed subassembly.The end mould fixed subassembly provided by the utility model can determine the connection position of end mould fixed subassembly and side mould back frame according to the length variation range of the beam to be prefabricated, satisfy the prefabricated construction of any beam length, ensure the accurate and reliable of end mould fixed position, and thus ensure the dimensional accuracy of beam body forming.

The utility model provides a prefabricated column connecting structure in a beam-column joint, and belongs to the field of fabricated buildings, the structure comprises an upper prefabricated column, a lower prefabricated column and a prefabricated beam, an anti-shearing piece is embedded in the end, close to the beam-column joint, of the prefabricated beam, and the prefabricated beam is at least provided with an anti-bending bottom bar, an anti-bending surface bar and a stirrup which are separated from the anti-shearing piece in the beam length direction; the anti-bending bottom bar is embedded in the bottom of the precast beam, the anti-bending surface bar is located on a post-cast laminated surface layer of the precast beam, and the stirrup is connected to the anti-bending surface bar and the anti-bending bottom bar; the prefabricated beam is arranged at the top of the lower prefabricated column through the shear-resistant piece, and the anti-bending bottom rib is fixed to the side portion of the lower prefabricated column; the upper prefabricated column is supported on the lower prefabricated column through the in-column main reinforcements of the upper prefabricated column and / or the in-column main reinforcements of the lower prefabricated column. Connection of the upper prefabricated column and the lower prefabricated column is achieved through mutual supporting in the beam column joints, visual inspection can be achieved, and the problems that grouting sleeve prefabricated columns are not accurate in alignment, not full in grouting and difficult to detect are thoroughly solved.

The present disclosure describes a microfabricated intravascular device configured for high axial strength, while the microfabricated intravascular device also maintains effective flexural flexibility. A pipe member includes a series of circumferentially extending rings that are interconnected by a series of axially extending beams. The transverse cutouts separate and define the rings. A series of axial cutouts are aligned with the beam and extend partially from the beam into the adjoining ring such that the beam length is nested partially within the axial length of the adjoining ring. This increases the functional length of the beam to provide flexural flexibility while still having sufficient ring structure to provide effective axial stiffness.

The invention discloses a self-resetting PEC frame structure and a construction method. The self-resetting PEC frame structure comprises a foundation, a steel column base, a PEC column, a friction energy dissipation column base joint structure, a PEC beam, a beam end joint structure, a post-tensioned prestressed tendon penetrating through the column length direction and a post-tensioned prestressed tendon penetrating through the beam length direction. Wherein the steel column foot is fixed on the independent foundation; the PEC column and the steel column base are connected through a friction energy dissipation column base joint structure and a post-tensioned prestressed tendon penetrating through the column in the length direction. The friction energy dissipation column base joint structure comprises a column base inner friction steel plate, a brass plate, an outer friction steel plate and a high-strength bolt. One end of a post-tensioned prestressed tendon penetrating through the length direction of the column is anchored to the column top, and the other end is anchored to the column foot; the PEC columns and the PEC beams are connected through beam end joint structures and post-tensioned prestressed tendons penetrating through the beam in the length direction. The beam end node structure comprises a column bracket and angle steel. The self-resetting PEC frame disclosed by the invention has extremely high self-resetting performance and energy-dissipating capacity.

The invention discloses a railway simply supported beam curve arrangement checking method based on a plane line position, and belongs to the technical field of bridge engineering in the traffic transportation industry, and the method comprises the following steps: solving an equation of the line position in a plane graph; specifying the actual mileage of the starting point of the line position in the graph; solving the coordinates of the line position in the arbitrary mileage corresponding graph; finding a coordinate point of the central mileage of the abutment of the bridge on the graph; determining the position of the beam according to the offset distance, the beam width, the beam length, the line spacing and the beam seam increment; checking the deflection angle on the graph and checking the deflection angle with the calculated deflection angle; and checking whether the minimum beam seam on the graph meets the requirement or not. The invention provides a lofting method of the simply supported beam on the curve, a curve arrangement calculation result is displayed on a planar graph, so that a designer can intuitively feel an error between a calculation value and a field actual measurement value, and the problem that a system error of a program cannot be found due to only checking input data during curve arrangement calculation re-checking is avoided; and irreparable loss in the construction process can be caused.