5684 results about "Structure support" patented technology

The invention discloses an intelligent monitoring system for deformation and stress of a deep foundation pit supporting structure, relates to the technical field of deep foundation pit supporting monitoring, and is used for solving the problem of poor early warning of the deformation risk of the supporting structure. According to the method, high-density acquisition of inclination angle, deformation and stress data of a key area of a deep foundation pit supporting structure is realized by constructing a sensitivity-driven measuring point layout mechanism; the method comprises the following steps: constructing an inversion model based on stress and strain rates, obtaining a structural equivalent modulus, extracting a change rate of the structural equivalent modulus, judging a rigidity evolution trend, further constructing a modulus change rate space field, setting a region threshold by combining a disturbance sensitivity factor, realizing abnormal region identification and spatial positioning, and extracting structural response behavior information on the basis. And driving a system to trigger a grading response strategy according to an analysis result of the structure response behavior information, thereby realizing intelligent early warning of local deformation and stress instability of the deep foundation pit supporting structure.

The invention relates to the technical field of bridge construction, in particular to a swivel bridge ectopic support cast-in-place construction method which comprises the following steps: S1, constructing a three-dimensional model of a bridge and a support by using a BIM technology, performing virtual simulation, obtaining a simulation result by simulating a construction process, and outputting a construction scheme; s2, monitoring the support structure and the overall state of the bridge in real time on the swivel bridge construction site through monitoring equipment, and collecting real-time data of the construction site; when the system is used, equipment idling is reduced, personnel are reasonably distributed, material transportation is optimized, the construction efficiency is improved, intelligent optimization of data driving is achieved through BIM + AI, the construction automation level is improved, accurate analysis of supports and construction data is facilitated, the problem finding efficiency is improved, construction personnel can conveniently and rapidly intervene, construction delay is reduced, and the construction efficiency is improved. Potential risks can be predicted before faults occur, potential safety hazards are reduced, the construction sequence is adjusted through intelligent analysis, and delay caused by abnormal data is reduced.

The invention belongs to the technical field of supporting structure performance evaluation, and particularly discloses and provides an NT-CEP pile wall anchor foundation pit supporting structure anti-overturning evaluation method which comprises the steps that in the whole construction period, the construction process is divided into a plurality of continuous load steps based on excavation and supporting procedures; under each load step, pile body strain, arc-shaped wall stress, anchor rod axial force and deep soil displacement are synchronously collected, and a multi-source response data set is constructed; constructing an NT-CEP pile-arc wall-anchor rod coupling model based on the design drawing; carrying out inversion analysis through the model, and solving the load sharing proportion and the overall anti-overturning safety coefficient of each component under each load step; and continuously identifying the abnormal component based on the load sharing proportion, and dynamically analyzing and outputting an anti-overturning capability evaluation index based on the change trend of the safety coefficient. According to the method, dynamic refined evaluation of the construction process is realized, and the authenticity and perspectiveness of an evaluation result are remarkably improved.

The invention provides a deep-buried soft rock tunnel supporting structure design method based on energy regulation and control, and belongs to the technical field of tunnel engineering. Comprising the following steps: obtaining components of crustal stress in a large principal stress direction, a middle principal stress direction and a small principal stress direction; manufacturing a rock cylinder test piece and a cube test piece; carrying out a conventional uniaxial compression test on the cylindrical test piece to obtain basic strength parameters of the surrounding rock; carrying out a true triaxial loading and unloading test on the cubic test piece to obtain the ultimate dissipated energy of the surrounding rock; drawing up a tunnel anchor rod supporting structure design scheme; establishing a deep-buried soft rock tunnel calculation model considering the synergistic effect of the surrounding rock and the anchor rod, and calculating the dissipated energy density of the surrounding rock and the absorbed energy of the supporting structure; the instability energy judgment basis of the surrounding rock and the instability energy judgment basis of the anchor rod are calculated; and judging the stability of the surrounding rock and the stability of the anchor rod. The method is suitable for the tunnel in a deep high-energy geological environment, and can reflect the energy driving essence of the instability failure of the high-ground-stress deeply-buried soft rock tunnel.

The invention relates to an automatic measurement method and system for deformation of a large-area foundation pit supporting structure. The method comprises the following steps: performing synchronous data acquisition processing on multiple types of monitoring point groups arranged according to the large-area foundation pit supporting and protecting structure to obtain an initial measurement data set for representing the deformation state of the supporting and protecting structure; based on a time sequence division mode taking a construction working condition change node as an index, performing staged grouping processing on the initial measurement data set to obtain a dynamic measurement curve set for the deformation evolution process of the supporting and protecting structure in different construction stages; and according to the dynamic measurement curve set, performing pattern recognition processing on the deformation behavior of the supporting and protecting structure in the whole construction period to obtain a multi-dimensional deformation feature set for describing the overall deformation feature and the local deformation feature of the supporting and protecting structure. By the adoption of the method, accurate recognition and reliable analysis of the deformation rule and the abnormal deformation phenomenon of the large-area foundation pit supporting structure can be improved.

The invention relates to the technical field of foundation pit supporting, in particular to a point-shaped foundation pit supporting structure stability evaluation method and system, and the method comprises the steps: obtaining the engineering parameters, geological data and dynamic monitoring data of a target foundation pit; performing feature extraction on the dynamic monitoring data to obtain a stability evaluation index vector; calculating spatial effect characteristic parameters of the target foundation pit based on the engineering parameters; the influence of geological data on the spatial effect is considered, the spatial effect characteristic parameters are corrected, mapping is carried out in a preset spatial effect weight database, and an evaluation index weight vector of the target foundation pit is obtained; performing weighted calculation on the stability evaluation index vector and the evaluation index weight vector to obtain a stability evaluation index of the target foundation pit, and comparing the stability evaluation index with a preset stability threshold to obtain a stability evaluation result; according to the method, the change of the space effect of the foundation pit under different geological conditions can be reflected more accurately, so that the final stability evaluation index can reflect the actual stability of the foundation pit more accurately.

The invention discloses a digital manufacturing method and system for a bracket node in a steel structure column, and relates to the related field of digital manufacturing of building components, and the method comprises the steps: collecting three-dimensional point cloud data of a bracket node connection region in a target steel structure column; stress concentration analysis is conducted in the vertical direction and the horizontal direction, and a key welding point set and a bolt hole site set are marked; lightweight design parameters of the bracket supporting structure are introduced, load stability analysis is conducted, and first assembly parameters are configured; traversing M bracket nodes in the target steel structure column to obtain a first assembly parameter to an Mth assembly parameter, and configuring a digital manufacturing instruction sequence in combination with the three-dimensional point cloud data; and inputting the data into a numerical control machining center, and driving multi-axis linkage equipment to manufacture and manage the bracket node. The technical problems that existing bracket joint manufacturing is low in efficiency and insufficient in precision and stability are solved, and the technical effects that the manufacturing efficiency is improved, the manufacturing precision and stability are improved, and powerful support is provided for energy-saving building material production are achieved.

A carrying pallet is provided. The carrying pallet includes a frame, a support structure and multiple feet. The frame includes multiple first beam frames which are connected in sequence in an end to end manner. The support structure includes multiple second beam frames which are distributed side by side and at intervals. Each of the feet is installed between every two adjacent first beam frames. Each of the first beam frames and the second beam frames adopts any one of a first structure, a second structure, a third structure and a fourth structure.

The invention provides a reverse hanging bottom die structure for wharf cast-in-place pile cap construction and a mounting method of the reverse hanging bottom die structure, and belongs to the technical field of wharf construction. The reverse hanging bottom die structure comprises a steel pipe pile, a stand column support arranged on the steel pipe pile, a transverse steel carrying pole arranged on the stand column, a hanging rod system, a limiting system, a supporting main beam structure and a die frame used for pile cap pouring. The supporting performance of the steel pipe cast-in-place pile is fully utilized, the structural steel structure is used for building the reverse hanging bottom die supporting structure for the cast-in-place pile cap, the defects of a welding construction technology of a traditional bracket supporting system are overcome, the supporting structure facilitating cast-in-place construction of the pile cap is provided, and the construction efficiency of a wharf cast-in-place project is effectively improved.

The invention discloses a supporting structure stress monitoring method and device for deep foundation pit construction and a medium, and relates to the field of intelligent construction sites. The method comprises the steps that in the construction stage of a deep foundation pit, environment data of a supporting structure at different monitoring positions and supporting structure body data are collected; obtaining theoretical support structure body data of the support structure at different monitoring positions according to a pre-constructed correction regression model and the environment data; obtaining deviation values of the supporting structure at different monitoring positions according to the theoretical payment structure body data and the supporting structure body data; correcting the data of the supporting structure body according to the deviation value; and performing correlation analysis on the corrected supporting structure body data at different monitoring positions so as to perform stress monitoring on the supporting structure. By correcting the body data of the supporting structure, the actual state of the supporting structure can be accurately reflected, and deviation data which is not interfered by the environment can be accurately reflected.

The invention provides a steel roof full-period deformation monitoring method and system based on multi-source sensor fusion, and belongs to the technical field of monitoring structural deformation or stress, and the method comprises the steps: laying a multi-source sensor network for synchronously collecting data; determining sliding block stress distribution data of the steel structure in the sliding process, and determining a local buckling risk area in combination with the dynamic vibration data; the steel roof is divided into a plurality of asymmetric sliding blocks, and a sliding path correction instruction is generated in combination with the geometric state data of the sliding track; compensating the geometric deviation of the slip track in real time, and predicting a critical deformation threshold value of a subsequent construction stage by combining an initial gap parameter of the pre-embedded support structure; and after sliding is completed, steel column falling track data are tracked in real time, the unloading rate is dynamically regulated and controlled in combination with the critical deformation threshold value, and the unloading path is calibrated through the compensated sliding track geometric state data till the deformation error is converged within the preset tolerance range. And the construction precision and safety are effectively improved.

The invention discloses a soft rock geological cavern tunneling construction method, belongs to the technical field of underground engineering tunnel construction, and aims to solve the safety risk problem caused by high surrounding rock deformation rate, insufficient supporting structure stability and dynamic adjustment lag in the tunnel construction process under the soft rock geological condition. According to the method, an upper pilot tunnel area, a middle pilot tunnel area and a lower pilot tunnel area are divided in the axial direction of a tunnel and excavated step by step, multiple layers of steel arches are sequentially installed, prestressed anchor rods are constructed, a real-time stress monitoring and early warning system is combined, the supporting force of adjustable hydraulic supporting rods is dynamically adjusted, and the deformation rate and the stress level of surrounding rock are controlled. According to the technical scheme, the method is characterized by comprising partition and layering excavation, steel arch and anchor rod collaborative supporting, stress monitoring point arrangement and a dynamic compensation mechanism. The method is mainly used for safe and efficient tunneling of the soft rock geological tunnel, the surrounding rock stability and the construction safety are remarkably improved through refined construction control and real-time feedback adjustment, and the method is suitable for tunnel engineering construction under the complex geological condition.

A method, includes securing a component of an anchor apparatus to a board of a form utilized to form a concrete support structure; coupling an anchor of the anchor apparatus relative to the component by engaging a threaded segment of the component with a cooperative threaded segment of the anchor; depositing concrete within the form to create the concrete support structure, the concrete support structure at least partially enclosing the anchor; removing at least a portion of the board of the form; and accessing the anchor through a cavity in the concrete structure formed by the component.

The invention relates to the technical field of foundation pit supporting structure monitoring, and discloses a comprehensive pipe gallery foundation pit supporting structure health monitoring system, which comprises a monitoring unit, an excavation unit, an analysis unit and a judgment unit, and is characterized in that the monitoring unit is used for dividing a monitoring target object into three monitoring areas, collecting heterogeneous monitoring data of each monitoring area in real time, and sending the heterogeneous monitoring data to the excavation unit; according to the method, a monitoring object is divided into three areas, heterogeneous data are collected in a targeted mode, creep characteristics are excavated, a regionalized time-varying threshold value is generated, the problems of fixed threshold value and noise covering are solved, and the method has the advantages that the monitoring object is divided into three areas; according to the method, early-stage tiny progressive deformation caused by soft soil creep can be found in time, damage is positioned and graded early warning is performed through progressive damage judgment in combination with the regional damage deviation degree and the cross-regional correlation value, collaborative early warning can be triggered, and the monitoring accuracy, the positioning precision and the early warning timeliness are improved.

The invention discloses an ultra-deep foundation pit supporting system selecting and monitoring method based on the digital technology, and belongs to the technical field of building construction.By inputting the specification, the geological condition, the hydrological condition and the load condition of a foundation pit into a foundation pit supporting system, a supporting system result meeting the specification is calculated and output; a complete three-dimensional foundation pit supporting system model is rapidly created in combination with Dynamo and Revit, a supporting structure construction drawing is output, and a material list and a calculation report of a supporting structure are generated; then, construction is conducted; the foundation pit supporting system model is imported into the monitoring platform, monitoring data of the foundation pit supporting system are obtained and mapped into the foundation pit supporting system model, and the current foundation pit supporting deformation condition can be visually analyzed; a data resource library is established in the monitoring platform, the monitoring data is compared with the data resource library, and the future foundation pit deformation condition is predicted; and the monitoring platform is connected with an alarm device, and when the monitoring data reaches a threshold value or the predicted deformation condition reaches the threshold value, the alarm device starts to report early warning information.

The invention relates to a complex soft rock double-layer primary supporting super-large section tunnel and a construction method. The complex soft rock double-layer primary supporting super-large section tunnel comprises a long pipe shed cover arch supporting system, a deformation control strong supporting structure, an anti-disengaging early-warning lining pouring trolley, a temporary inverted arch deformation control structure and a buffering yielding supporting system. The method has the beneficial effects that the curved surface formwork can be rapidly installed on the upper portion of the guide pipe and the lower portion of the steel arch frame, the installation efficiency is high, stability is good, and the construction period is shortened; a long pipe shed and a small guide pipe penetrate through the deformation control strong supporting structure and are driven into a tunnel, grouting is conducted, the overall stability of the supporting structure is enhanced, and the complex soft rock geology is reinforced; concrete pouring is monitored in real time, and the compactness of vault concrete is guaranteed; section steel is clamped in the inverted arch, reinforcing connecting ribs are welded between the section steel in a penetrating mode, surrounding rock collapse is prevented, and tunnel construction safety is guaranteed. And a buffer yielding support device is arranged between the interface and the double-layer arch frame, so that the pressure at the interface of the layered rock and soil stratum is in smooth transition, and the overall balance is improved.

The invention discloses a construction method for going out of a hole of an ultra-shallow buried large-section soft rock tunnel, and relates to the technical field of tunnel construction.The construction method comprises the steps that a guide wall is constructed on a stratum where a hole to be formed is located, and a guide structure is buried in the guide wall; constructing a tunnel portal supporting structure on the stratum where the tunnel portal is located along the guide structure; concrete is poured into the first grouting pipes, so that a primary pipe shed supporting structure is formed; the tunnel face of the tunnel is excavated towards the hole opening to the position away from the hole opening by a first preset distance; a three-step method is adopted to excavate the tunnel to the position away from the portal by a second preset distance, and an upper step tunnel face, a middle step tunnel face and a lower step tunnel face are formed; a small pilot tunnel is excavated in the tunnel face of the upper step towards the portal until the tunnel is communicated with the outside; according to the method, the possibility of collapse of the ultra-shallow-buried large-section soft rock tunnel in the out-of-hole process can be reduced.

The invention relates to the technical field of steel corridor construction, and provides an integral steel corridor air jump hoisting device and method.The hoisting device comprises a pair of lifting platforms fixed to buildings at the two ends of a steel corridor correspondingly, and a first set of lifting assemblies and a second set of lifting assemblies are arranged on the lifting platforms; the first lifting assembly and the second lifting assembly each comprise a plurality of lifters and a plurality of lifting ropes, the upper ends of the lifting ropes are connected with the lifters, and the lower ends of the lifting ropes are connected with the steel corridor. After being pre-assembled, the steel corridor is lifted through the first lifting assembly, the steel corridor and the supporting structure are staggered by a target distance during lifting, and after the steel corridor is lifted to the target height, the steel corridor jumps to the position above the supporting structure through the second lifting assembly and is integrally lowered to the supporting structure. Compared with an existing mode, the method is short in operation time and small in workload, and the steel gallery splicing quality control difficulty and the hoisting operation safety risk are reduced.

The utility model relates to a multifunctional combined type gantry lifting system which comprises a combined type lifting tower and a climbing type hydraulic jacking device. The combined lifting tower is composed of four stand columns, two longitudinal lifting beams, a plurality of transverse lifting beams, a lifting appliance, a longitudinal supporting structure and a transverse supporting structure. The climbing type hydraulic jacking device is composed of a hydraulic cylinder, a lower telescopic locking mechanism and an upper telescopic locking mechanism. According to the utility model, the main body structure assembled in a modularized manner is matched with the climbing type hydraulic jacking device, so that the hoisting requirements of equipment with different specifications can be met; the overall structure of the system is compact, the required site space is small when large equipment is hoisted, assembly, disassembly and transportation are convenient, the turnover utilization rate of the equipment is greatly improved, and the construction cost is reduced; and by matching with a horizontal sliding mechanism, vertical lifting and horizontal transverse moving of large equipment can be achieved, use is convenient and flexible, and applicability is high.

The invention provides a high and steep slope reinforcing system with a slope crest adjacent to a post-built municipal pipe gallery and a construction method of the high and steep slope reinforcing system. The reinforcing system comprises an original side slope lattice anchor supporting structure, a pipe gallery structure, a foam concrete backfill structure located on the side, close to the original side slope surface, of the pipe gallery structure, a row of newly-added anchor rods / cables constructed below the first row of original anchor rods / cables below the slope top, and a row of miniature steel pipe piles constructed below the outer side, close to the side slope surface, of the pipe gallery structure. A first row of anchor rods (cables) of an original removed side slope support are replaced by newly added anchor rods or anchor cables, and the whole steel pipe piles are located in the foam concrete to form a miniature pile retaining wall structure. The overall stability of the high and steep slope with the slope crest adjacent to the pipe gallery is greatly improved, and displacement of the slope crest adjacent to the pipe gallery is effectively controlled; the settlement of the slope crest adjacent to the pipe gallery is effectively controlled in a design and standard range; meanwhile, the foam concrete structure is used for filling the pipe ditch (groove), so that filling pressure can be reduced, and compactness and strength are guaranteed.

The invention provides a large-opening spoke cable dome space structure system and a construction method thereof, and relates to the technical field of building structure construction.The large-opening spoke cable dome space structure system comprises a supporting column system, a ring beam, a single-layer spoke type crossed cable net, an inner ring cable and a multi-stage cable system structure; the multi-stage cable system structure comprises a first endless cable structure, a second endless cable structure, a third endless cable structure, a fourth endless cable structure, a first supporting structure, a second supporting structure, a third supporting structure, a fourth supporting structure, a first stay cable structure, a second stay cable structure, a third stay cable structure and a fourth stay cable structure. The supporting column system is fixedly connected with the ring beam, one end of the single-layer spoke type crossed cable net is hinged to the ring beam, the other end of the single-layer spoke type crossed cable net is hinged to the inner ring cable, the multi-stage cable system structure is hinged to the ring beam, one end of a first supporting structure of the multi-stage cable system structure is connected with the inner ring cable, and the other end of the first supporting structure is connected with the first ring cable structure. The overall rigidity is large, the anti-collapse capacity is good, the length of the pressing rod is effectively reduced, buckling is avoided, and the problem that arrangement of a cable truss structure is limited is solved.

The invention provides a temporary supporting structure for mounting a girder of a small side box combined hybrid girder cable-stayed bridge and a using method, and belongs to the technical field of bridge construction. Comprising a lower bearing plate, upper bearing plates are arranged on the left side and the right side of the upper portion of the lower bearing plate, tightening hanging rods are arranged on the left side and the right side of the lower end of each upper bearing plate, a sliding seat is arranged at the upper end of each upper bearing plate, a jacking module is arranged in each sliding seat, a connecting plate is arranged above each jacking module, and a longitudinal supporting module is arranged at the lower end of each connecting plate. By means of the transverse hydraulic self-locking rod, when a beam body generates transverse displacement when encountering wind loads, partial displacement can be automatically released, and automatic resetting can be achieved after the displacement acting force value is reduced, and by means of the front-back double-section type contraction transverse support formed by the butt joint rod and the conical rod and in cooperation with the transverse buffering spring, the transverse buffering effect can be achieved. Vibration energy generated in the working process of construction machinery can be absorbed, the influence of construction vibration on the temporary supporting structure is reduced, and the safety of the temporary supporting structure is improved.

The invention relates to a replaceable sliding anti-seismic device of a steel spring vibration isolator, which is used on a building foundation with multiple requirements of vibration isolation and seismic resistance, and belongs to the civil engineering industry. A replaceable sliding anti-seismic device of a steel spring vibration isolator comprises an upper structure, an upper buttress, a lower structure, a lower buttress, a central circular steel tube concrete column, a trapezoidal slidable connecting plate, a replaceable energy dissipation structure, a connecting pin, the spring vibration isolator, a vibration isolation rubber pad, a leveling steel plate and a bolt. The spring vibration isolators are connected with an upper structure and a lower structure through bolts to reduce the influence of vibration and small seismic load on an upper building, the trapezoidal slidable connecting plate is used for connecting the central circular steel pipe concrete column and the lower structure, and under the normal working condition, the replaceable energy dissipation structure supports the building and achieves the energy dissipation effect under the seismic load effect. After an earthquake, the use function can be quickly recovered by replacing the energy dissipation structure, and the concept of multi-stage vibration isolation and earthquake resistance is achieved. According to the invention, the comprehensive performance of vibration isolation and seismic resistance of the building is greatly improved.

The invention discloses a circular foundation pit diaphragm wall deformation calculation method and system based on a vertical elastic foundation beam. The method comprises the steps that S100, a design scheme and design parameters of a circular foundation pit are collected; s200, establishing a vertical elastic foundation beam calculation model of the circular foundation pit supporting structure, and inputting the design scheme of the circular foundation pit into the model; s300, dispersing the beam into a plurality of calculation points, dividing the excavation step into a plurality of load increment steps, and calculating each load increment step of the beam; and S400, based on the load increment step of the beam, calculating an accumulated deformation amount, and outputting the accumulated deformation amount. A bending equation of a vertical elastic foundation beam is adopted to establish a calculation model of a circular foundation pit supporting structure, an inner supporting structure is introduced into the bending equation of the beam, the excavation process is decomposed into a plurality of excavation steps and increment steps, an iteration method is adopted for calculation, and the soil pressure distribution and deformation process of each stage in the excavation process is accurately simulated. Therefore, the accuracy of deformation calculation of the circular foundation pit diaphragm wall is improved.

The invention belongs to the technical field of tunnel supporting, and discloses a supporting structure of a long-distance deeply-buried TBM inclined shaft water-rich complex rock stratum and a working method.The supporting structure comprises graded yielding control anchor rods, anchor cables, a steel bar row, a steel bar net and a sprayed concrete layer, and the steel bar row, the steel bar net and the sprayed concrete layer are sequentially arranged on the tunnel surrounding rock surface from outside to inside; the graded yielding control anchor rod comprises a rod body, an outer ring, a yielding sleeve and an inner ring. In an initial state, the rear end of the rod body presses the inner ring on the rear port of the inner cavity of the yielding sleeve through a nut; the front end of the yielding sleeve extends into the drill hole and tightly presses the outer ring on the surrounding rock on the outer side of the drill hole; primary yielding friction fit is formed between the inner ring and an inner cavity of the yielding sleeve; and the front end of the yielding sleeve is in secondary yielding friction fit with the outer ring. The method has the advantages that the bearing capacity of the surrounding rock is fully exerted, and passive support is converted into active support; the graded yielding control anchor rods and the anchor cables are jointly supported, and the supporting structure is good in integrity and high in strength.

The invention discloses a prefabricated conical shell steel supporting structure capable of being hoisted for squat silo construction. The prefabricated conical shell steel supporting structure comprises a conical shell wall plate assembly, a ring beam assembly, a radial beam, a lifting lug assembly, an adjustable supporting assembly, an anti-swing assembly, a connecting assembly, an auxiliary positioning assembly and a sling connecting assembly. Core components such as the conical shell wall plate and the supporting framework are all prefabricated in a factory, the quality is controllable, splicing and hoisting are only needed on site, high-altitude erecting operation is greatly reduced, the high formwork erecting risk and the hidden danger of falling objects from high altitudes are reduced, hoisting stability is high, safety is improved, hoisting stress is dispersed through the lifting lug stiffening plates, and the hoisting efficiency is improved. The anti-swing assembly and the cable wind rope cooperatively control swing, it is ensured that the overall hoisting process is stable, structural collision and stress overload are avoided, the splicing precision is high, the adaptability is high, adjustability during installation is achieved through the adjustable supporting assembly arranged on the squat silo top, and it is ensured that the hoisted steel supporting structure can accurately fall on the preset position of the squat silo top.

The invention relates to the field of building construction equipment, in particular to dust falling equipment for building construction and a using method thereof.The dust falling equipment comprises a machine base, a mounting frame is arranged at the top of the machine base, an air duct is hinged to the upper end of the mounting frame, and a draught fan is fixedly installed in the air duct. According to the dust falling equipment for building construction, through cooperation of the adjusting mechanism, the nozzles and the transmission mechanism on the supporting structure, the spraying paths of the nozzles can be changed, the radial spraying diameter between the multiple nozzles is increased, and therefore the spraying range and the coverage area are enlarged; through cooperation of the adjusting mechanism and the contraction assembly, the radial diameter at the air duct end can be increased along with deflection of the nozzle, so that the spraying range of the nozzle can be further improved, the radial distance at the air duct end is reduced along with deflection and gathering of the nozzle, dispersion of water mist can be reduced when the dust falling device carries out centralized dust falling on a certain position, and the dust falling efficiency is improved. Therefore, the adaptability of the equipment to different working conditions is improved.

The invention provides a construction tunnel surrounding rock stability evaluation method based on digital twinning and a related device. The method comprises the following steps: constructing a tunnel digital twinning model of a tunnel construction section; geological data and real-time progress position data of a target mileage segment in the construction process are obtained; mapping the geological data to a digital twinborn model, and updating soil body unit parameters; according to the real-time progress position data, synchronously updating activation states of a soil body unit and a supporting structure unit in the model by adopting a state change method; and extracting a surrounding rock stability index based on the updated digital twinborn model, evaluating the stability of the current construction tunnel surrounding rock in combination with a safety threshold to obtain a construction tunnel surrounding rock stability evaluation result, and constructing a tunnel construction process dynamic mapping-oriented digital twinborn model by utilizing the description capability of a finite element method on structural mechanical behaviors. Geological conditions and construction progress information which are obtained in real time on site are used as input, and the construction period structure safety risk of the drilling and blasting method tunnel is evaluated and predicted.

The invention discloses a variable cross-section cast-in-place box girder arc-shaped wing plate supporting structure which comprises a disc buckle full supporting frame, an adjusting vertical rod is arranged at the upper end of the disc buckle full supporting frame, a jacking is arranged at the upper end of the adjusting vertical rod, main keels are arranged at the upper end of the jacking, multiple sets of auxiliary keels are arranged at the upper ends of two main keels, and formworks are arranged at the upper ends of the auxiliary keels. A positioning strip is arranged on one side of the upper end of the template; a height adjusting block is arranged on one side of the positioning strip The arc-shaped truss is arranged obliquely above the formwork, and one end of the arc-shaped truss is located at the upper end of the height adjusting block. The method has the advantages that the arc-shaped truss is machined according to the arc-shaped size of the box girder wing plate, the size and radian precision is high, the construction quality is easy to guarantee, the applicability is high, the variable cross-section height is partitioned, the height is adjusted through the height adjusting blocks, the machining model number of the arc-shaped truss is reduced, and the machining cost is reduced. Only several standard parts are adopted for machining, the problem that the sizes of wing plates of the variable cross-section sections are inconsistent can be solved, the positioning strips are adopted for installation and positioning, and the installation deviation of the arc-shaped truss is reduced.