124results about How to "Save time" patented technology

The invention discloses a double-row steel sheet pile and soil core combined cofferdam structure and a construction method. The double-row steel sheet pile and soil core combined cofferdam structure comprises double-row pile connecting units, steel sheet piles, brackets, steel enclosing purlins, dredger fill and drainage plates. Each double-row pile connecting unit is formed by welding an upper connecting plate between two connecting steel sheet piles; the double-row pile connecting units are inserted into a soil body, and a steel sheet pile is inserted between every two double-row pile connecting units; corbels are welded to the outer sides of the steel sheet piles, steel enclosing purlins are arranged on the corbels, and the steel enclosing purlins, the steel sheet piles and the corbels are connected in a welded mode; dredger fill is filled between the two rows of steel sheet piles and is compacted by a hammer-attached soil squeezer; a drainage plate is inserted into the dredger fill; earth excavation is conducted on the side, close to water, of the double-row pile cofferdam to form a foundation pit; when shallow excavation is conducted on the foundation pit, no sand filling pipe bag is arranged; when the foundation pit is deeply excavated, a slope section is reserved; sand filling pipe bags are arranged on the outer side of the slope section and stacked on the outer side of the slope section in a staggered mode. The hammer-attached soil squeezing device comprises an attached hammer, a pressing plate, water permeable holes, geotechnical cloth and a brush.

The invention provides a foam concrete slope crest reconstruction and extension structure in a landslide field area and a construction method thereof. The slope crest reconstruction and extension structure comprises a slope surface protection structure constructed after grading sloping of a slope surface of an original slope, a row of anti-slide piles constructed on a grading sloping slope surface platform of the original slope, a row of beam top stand columns fixed above pile top connecting beams of the anti-slide piles, and a row of anchoring piles constructed in the original slope and close to a building. An inter-stand-column breast board is arranged between every two adjacent beam top stand columns, foam concrete structures are filled between the inter-stand-column breast boards and the graded sloping net hanging concrete spraying structures, and a plurality of sets of horizontal opposite-pulling anchor cables are connected between the beam top stand columns and the anchor pile top connecting beams. The overall stability of the reconstruction and extension site landslide is greatly improved, and slope crest displacement is effectively controlled; the surface subsidence of the slope top behind the anchoring pile is effectively controlled within a design and standard range; meanwhile, the foam concrete structure is used for filling the roadbed, so that filling pressure can be relieved, and compactness and strength are guaranteed.

The invention discloses a digital laying construction method for subway prefabricated rubber spring floating slabs, and relates to the technical field of rail transit. Comprising the following steps: S1, construction preparation; s2, binding and pouring steel bars of a base; s3, measuring the flatness of the substrate; s4, digitally measuring and positioning a floating slab line; s5, roughly paving the floating slabs; s6, primarily measuring the jacking amount of the floating slab vibration isolator; s7, the floating slab is finely adjusted; S8, an adjusting base plate is installed, and limiting boss steel bars are bound and poured; and S9, steel rail fastener installation and rail fine adjustment. The digital laying technology is adopted for controlling all links of laying, the problems existing in floating slab track bed construction are effectively solved, accurate positioning of the floating slabs is achieved, the track precision is improved, the situation that due to floating slab laying precision deviation, a large amount of rework is caused, and the smoothness index cannot meet the requirement in the operation period is avoided, and the construction efficiency is improved. The construction period and cost are saved for construction, the maintenance cost within the guarantee period is reduced, and the operation and maintenance cost is reduced.

The utility model discloses a skid-mounted lifting lug load testing device, which comprises a linear driving device, a connecting buckle, a force measuring device, a tool cross beam and a tool lifting lug, the tool cross beam is arranged right above the skid-mounted lifting lug, the tool lifting lug is arranged on the tool cross beam, and the connecting buckle is arranged on the tool lifting lug. The force measuring device is connected with the tool lifting lug and the skid lifting lug through connecting buckles. The number of the linear driving devices is two, the two linear driving devices are symmetrically arranged relative to the center line of the prying block lifting lug, and each linear driving device penetrates through the limiting device to drive the tool cross beam to move towards the opposite side of the direction where the prying block lifting lug is located. Compared with a conventional load test device, the load test device has the advantages that the test work is convenient, the load test result can be directly measured through the force measuring device, and a travelling crane or a crane or a balancing weight does not need to be prepared.

The invention discloses an anti-seismic asphalt concrete core wall rock-fill dam and a construction method thereof, and relates to the technical field of water conservancy and hydropower engineering. The invention discloses an anti-seismic asphalt concrete core wall rock-fill dam. Comprising an upstream cofferdam, an upstream rockfill I area, an upstream dry stone revetment, an upstream anti-seismic area, a dam crest structure, a downstream anti-seismic area, an upstream transition area, a downstream transition area, an asphalt concrete core wall, a foundation grouting gallery, foundation consolidation grouting, curtain grouting, a downstream rockfill II area, a downstream rockfill III area, a downstream dry stone revetment, a downstream rockfill I area, a downstream pressure slope body and the like. The construction method of the anti-seismic asphalt concrete core wall rock-fill dam comprises the steps that diversion tunnel and flood discharge tunnel construction is conducted; construction of the closure embankment; upstream and downstream cofferdams are constructed; excavating and constructing a dam foundation; constructing a dam foundation concrete diaphragm wall; consolidation grouting is conducted on the foundation; a foundation grouting gallery is constructed, and an upstream transition area, an asphalt concrete core wall, a downstream transition area, an upstream rockfill I area, a downstream rockfill II area, a downstream rockfill III area and a downstream rockfill I area are constructed.

The utility model belongs to the technical field of fender posts, and particularly relates to a device for constructing a pipe shed on fender posts. Comprising fender posts, pipe sheds, arc-shaped steel plates, inter-pile steel plates, stiffening plates, connecting sleeves, open cut well side wall inner pipe shed short pipes and water stop steel rings. Pipe shed driving holes are reserved in the arc-shaped steel plates according to pipe shed positioning, the inter-pile steel plates are positioned according to the fender posts and welded to the arc-shaped steel plates, the stiffening plates are arranged between the inter-pile steel plates, after a whole is formed, reinforcing steel bars of the fender posts are chiseled out, and the arc-shaped steel plates and the reinforcing steel bars of the fender posts are welded and connected firmly. And after the foundation pit is excavated to the pipe shed construction operation elevation, the pipe shed penetrates through the reserved pipe shed hole of the arc-shaped steel plate to be arranged. According to the device and the construction method, the pipe shed can be built when the open excavation working well enclosure foundation pit is excavated, it is avoided that a construction operation platform is built again when the pipe shed is constructed in the later period, the construction period is shortened, the construction cost is reduced, meanwhile, the end of the pipe shed is poured into the side wall of the open excavation air shaft, the fulcrum of the end is firm, and the safety of subsequent underground excavation construction is guaranteed.

The invention discloses a special first-aid medicine and article storage and distribution construction system and method. The system comprises an Internet of Things module, a multi-subject cooperation module, an inter-hospital cooperation module, a cloud computing platform module, a block chain module, an intelligent scheduling center module, a storage network module and an emergency response module. The method comprises the steps of 1, demand integration and joint purchase; step 2, storage network construction and inventory optimization; step 3, intelligent scheduling and path planning; 4, emergency response and cross-mechanism deployment are carried out; 5, whole-process tracing and data uploading are carried out; step 6, performance monitoring and continuous optimization; according to the invention, a special first-aid medicine and article storage and distribution construction system is designed, and standardized data interaction and close cooperation among medical institutions, suppliers and logistics enterprises are realized by establishing a multi-subject cooperation mechanism such as joint purchase, inventory sharing, emergency allocation and performance monitoring. The joint purchasing module gathers the purchasing demands of the medical institutions in the region.

The utility model relates to a detachable curtain wall, belongs to the technical field of building structures, and solves the problem that large equipment cannot enter and exit a fixed building in the prior art. Comprising a frame structure, switching units and curtain wall units. The frame structure comprises a fixed frame area and a detachable frame area; the curtain wall units are fixedly arranged on the outer surface of the frame structure; each switching unit comprises two switching modules and a first stainless steel bolt set, one of the two switching modules is detachably connected with the detachable frame area, the other switching module is detachably connected with the fixed frame area, and the two switching modules are detachably connected through the first stainless steel bolt set. By arranging the detachable frame area, local non-destructive dismantling of the glass curtain wall can be achieved, overall restoration can be achieved after carrying, and the construction period and the manufacturing cost are saved.

The disassembly and assembly type segmented chain locker comprises a chain locker combination body, the chain locker combination body comprises a base segment and a plurality of cylinder segments which are sequentially connected, a supporting structure is arranged in the base segment, and an anchor chain is stored in the portion, above the supporting structure, of the cylinder; the inner diameter and the outer diameter of the base subsection are consistent with those of the barrel subsection. According to the disassembly and assembly type segmented chain locker, the chain locker body is creatively separated from the ship body structure and connected with the ship body structure through the flange, so that the ship body structure is simpler in design and is not restrained and influenced by arrangement of the chain locker any more. And meanwhile, the sectional cabin bodies are freely combined and mounted, so that the convenience of disassembly and assembly is greatly improved while materials and working hours are saved. And the disassembled chain locker can be repeatedly used, so that the economical efficiency is improved.

The utility model provides a compact no support taper Y type steel bifurcated pipe structure for hydrostatic test, including main taper, main taper pipe, support taper pipe, reinforcing rib, main taper blind, support taper pipe blind and gear type reinforcing ring to the steel plate, the upstream side of main taper is coaxial welding main taper blind through gear type reinforcing ring to the steel plate, the downstream side of main taper is coaxial welding main taper pipe, the downstream side of main taper pipe is symmetrical each welding fixed one support taper pipe left and right, sets up reinforcing rib between two support taper pipes, the downstream side of each support taper pipe is coaxial welding support taper pipe blind through gear type reinforcing ring to the steel plate. The utility model can effectively solve the problem of the big size of steel bifurcated pipe hydrostatic test body, the big thickness of blind and the poor quality of blind and main pipe weld, thereby reducing the traffic hole, construction support hole excavation section size, saving the project investment and construction period, improving the blind and steel bifurcated pipe weld joint quality simultaneously, avoiding the security risk of steel bifurcated pipe body type hydrostatic test, providing a novel device for steel bifurcated pipe hydrostatic test.

The ecological retaining wall for improving the river landscape comprises a foundation, a plurality of layers of first bricks and second bricks which are arranged at intervals are arranged on the foundation, the upper portion of the second brick on the uppermost layer is buckled and pressed on a gland layer, and the first bricks and the second bricks on the adjacent layers are arranged in a staggered mode. The first building brick comprises a first main body, the cross section of the back surface of the first main body is E-shaped, a baffle is arranged on the front surface of the first main body, the second building brick comprises a second main body, the cross section of the front surface of the second main body is E-shaped, the front surface of the second main body is obliquely arranged, and a second building block is spliced above the first building brick. A window for plant growth is formed. The ecological retaining wall is adopted, river bank supporting and aquatic green plants are combined, the stability of the river channel is guaranteed, the landscape effect of the river channel is improved, and meanwhile the ecological retaining wall has great benefits for protecting the ecological environment of the river channel.

The utility model belongs to the technical field of tunnel secondary lining end templates, and particularly relates to a tunnel secondary lining end template capable of resisting blasting vibration influence. According to the technical scheme, the tunnel secondary lining end formwork capable of resisting the blasting vibration influence comprises an end main formwork assembly, a plurality of end formwork connecting plates are fixed to one side of the end main formwork assembly, the end formwork connecting plates are connected with a secondary lining formwork trolley, a plurality of telescopic mechanisms are arranged at the other end of the end main formwork assembly, and the end formwork connecting plates are connected with the secondary lining formwork trolley. The output ends of the telescopic mechanisms are connected with telescopic movable formworks, the side edges of the adjacent telescopic movable formworks are spliced, and the outer sides of the telescopic movable formworks abut against the initial supporting face of the tunnel. The utility model provides the tunnel secondary lining end template which can be quickly mounted, adapts to primary support shapes of any contours and is firm in plugging.

The utility model relates to the technical field of battery module manufacturing, in particular to a manual battery module spot welding device based on universal ball positioning, which comprises an aluminum alloy frame, a portal frame, a stainless steel universal ball matrix, a welding tray component and a welding head component. The welding tray assembly is adsorbed to the top of the stainless steel universal ball matrix, a portal frame is installed on the rear side of the top plane of the aluminum alloy frame, a welding machine head assembly is installed on the front side of the portal frame, and the welding tray assembly is located below the welding machine head assembly. Compared with the prior art, the welding tray assembly can adapt to the sizes of different battery modules, so that the cost and time for transforming automatic equipment are saved, and rapid and small-batch production is realized; the device has the advantages of low cost, high flexibility and simplicity and convenience in operation.

The invention discloses a high-pressure jet grouting construction method for a concrete dam diaphragm wall, and belongs to the technical field of concrete dams. Comprising the following steps: S1, determining an anti-seepage wall method; s2, determining the position of an anti-seepage wall; s3, an anti-seepage wall optimizing procedure is carried out; and S4, connection treatment of the anti-seepage wall is conducted. Whether the diaphragm wall method is feasible or not is determined through a series of operations; when the seepage gradient does not meet the requirement, the seepage gradient is reduced by prolonging the seepage path; the position of the diaphragm wall is optimized, and the diaphragm wall is moved to the upstream side of the dam body; the dam body and the diaphragm wall are constructed at the same time and do not interfere with each other, and the construction progress is accelerated; the anti-seepage wall abutment cap is poured firstly, then the high-pressure-spraying anti-seepage wall is constructed, the platform excavation time and the secondary backfilling time are saved, the construction cost is saved, and the construction period is shortened.

The utility model discloses a lattice type track beam for mechanical energy storage, which is characterized in that a rectangular frame beam consisting of an X-direction frame beam and a Y-direction frame beam is arranged in each floor of a mechanical energy storage system in a gridding manner, and a plurality of lattice type track beam pairs are arranged on the rectangular frame beam of each floor at equal intervals in the same direction; lattice type track beams in the lattice type track beam pairs are symmetrically arranged on the rectangular frame beams. Each lattice type track beam comprises a lattice type main beam, a plurality of bracket beams and a track steel beam, the lattice type main beams stretch across the Y-direction frame beams, and the lattice type main beams are fixedly connected with the X-direction frame beams through the bracket beams; the rail steel beams are arranged on the inner sides of the lattice type main beams and fixed to the bracket beams. According to the lattice type track beam, the process requirements of the surface of the track beam on the flatness and the gradient can be met, and mass blocks and RGVs can be conveniently arranged on the track beam; and the lattice track beam can reduce the construction difficulty, shorten the construction period and ensure the construction quality.

The disclosed urban rail transit thin-wall mixed U-shaped beam industrial construction method and construction system carries out the construction of U-shaped beam beam manufacturing pedestal and beam storage tensioning pedestal in the site; carries out the U-shaped beam steel bar binding and the installation of the prestressed steel bundle on the U-shaped beam mold frame, and hoists the U-shaped beam steel cage to the beam manufacturing pedestal through a hanger; after the U-shaped beam steel cage is positioned, the embedded part, the U-shaped beam inner mold and the support system are installed; the thin-wall mixed U-shaped beam structure is optimized; the first tensioning prestressed bundle is constructed; the beam body concrete is poured; the first tensioning prestressed bundle is released and cut; the two U-shaped beams are respectively hoisted to the beam storage tensioning pedestal by using a gantry crane; the second tensioning prestressed bundle is constructed; the hole is grouted and sealed; after the overall operation is completed, the quartz sand is discharged through the steel sand box sand discharge hole, so that the U-shaped beam is lowered to the concrete base of the beam storage tensioning pedestal. The present application comprehensively and systematically solves the problems of large waste of original technical resources and low production efficiency.

The utility model discloses a profile steel base support system relates to base support technical field, including cast section and wait to cast section, wait to cast section is provided above cast section, the inside of cast section one side is pre-buried with pre-buried climbing cone, the inside anchor of pre-buried climbing cone is provided with high-strength bolt, the inside anchor of pre-buried climbing cone is provided with high-strength bolt. A limiting block is fixedly arranged at the end, located in the poured section, of the high-strength bolt, the end, located outside the poured section, of the high-strength bolt is sleeved with a profile steel base, the profile steel base abuts against the side wall of the poured section, and one end of the outer side of the high-strength bolt is sleeved with a high-strength nut in a threaded mode; the high-strength nut abuts against the side wall of the profile steel base, the upper side of the profile steel base abuts against a to-be-poured section formwork, and a connecting mechanism is arranged between the profile steel base and the to-be-poured section formwork. Limited space formwork lifting, mounting and dismounting operation can be achieved, formwork investment and construction period cost are reduced, turnover use is achieved, and the construction period is shortened.

The invention relates to an on-site video recording method and device, and belongs to the technical field of video acquisition. Comprising the following steps: receiving a first session invitation for recording a mobile phone; responding to the first session invitation, and connecting the recording platform and the recording mobile phone; receiving audio and video data of the recording mobile phone, and storing the audio and video data to the recording platform; the method comprises the following steps: when a recording mobile phone or a recording platform is in a mute state, periodically sending an active instruction to maintain call continuity between the recording mobile phone and the recording platform, the active instruction comprises a first instruction of sending a mute frame from the recording platform to the recording mobile phone or returning audio and video data from the recording platform to the recording mobile phone and a second instruction of sending a UPDATE signaling from the recording mobile phone to the recording platform; receiving a session termination instruction of recording the mobile phone; and closing the recording platform, and ending recording of the audio and video data. The flexibility of video recording is improved, and the data security is improved.

The utility model discloses an installation system for a large component of a factory building roof, and belongs to the technical field of buildings. According to the technical scheme, the installation system for the large-scale component of the factory building roof comprises an installation platform, a fixedly-connected winching winch is arranged on one side of the top end of the plant roof purline, a pulley support transversely parallel to the winching winch is arranged at the top end of the plant roof purline, a movable pulley in sliding connection is arranged on the upper surface of the pulley support, and the truck crane is hoisted to a large component of the movable pulley. And downward seamless steel pipes are arranged at the two ends of the outer side of the lower surface of the movable pulley. The technical problem to be solved by the utility model is to provide the installation system for the large component on the factory building roof, so that the problem that normal production is influenced when the large component is installed is solved.

The invention provides a high-intensity earthquake area bridge and a construction method and a post-earthquake repairing method thereof.The bridge comprises a main beam, a cover beam, a pier column and a pile foundation which are sequentially connected from top to bottom, and the pier column comprises an upper connecting section, a middle main body section and a lower connecting section which are sequentially connected in the vertical direction; the upper connecting section comprises a first central bearing column, a first shape memory alloy layer, a first tubular ductile section positioned in the plastic hinge area, and a first annular steel plate and a second annular steel plate which are connected to the peripheral wall of the first central bearing column; the lower connecting section comprises a second central bearing column, a second shape memory alloy layer, a second tubular ductile section located in the plastic hinge area, a third annular steel plate and a fourth annular steel plate, wherein the third annular steel plate and the fourth annular steel plate are connected to the peripheral wall of the second central bearing column. The method can economically and reasonably realize the design goals of no damage in small earthquakes, repairable in medium earthquakes and no falling in large earthquakes.

The utility model discloses a steel plate concrete combined beam bridge deck slab prefabrication pedestal relates to steel plate - concrete combined beam bridge deck slab construction technical field, including bottom die, both ends of bottom die are fixedly installed with side mould, and the both sides swing mounting of bottom die has movable end mould, and the lateral wall of movable end mould is spaced apart and is provided with muscle groove, and the bottom interval mounting of bottom die has support seat and support frame, and the top interval of bottom die is provided with the reserved slot for installing the reserved steel plate, and the both ends swing mounting of support frame has and the end mould adjusting assembly of movable end mould interconnection, the utility model discloses when using, through bottom die and movable end mould can be installed on support seat and support frame, make direct formation pedestal, through the muscle groove on movable end mould can effectively fast carry out the steel bar binding operation, thereby can effectively save the concrete pouring and the time of growing of traditional concrete pedestal, and greatly avoided the unnecessary resource waste situation to take place.

The invention relates to the technical field of hardware machining, and discloses a hardware cutting and polishing integrated device which comprises a rack, a driving mechanism used for driving a cutting assembly to rotate is installed on the side face of the rack, a bearing platform is fixedly installed in the rack, and the center area of the bearing platform is of a multi-hollowed-out structure. According to the angle steel cutting device, when angle steel is conveyed to the cutting mechanism through the moving mechanism, the angle steel rotates to assist in cutting, meanwhile, sand blasting and grinding are conducted on the cutting position of the angle steel through the backflow grinding mechanism, cutting and grinding integrated operation is achieved, the time for transferring and secondary clamping between procedures is saved, and the working efficiency is improved. The processing efficiency is improved; the method is characterized in that the two sand blasting nozzles are respectively aligned with two cutting sections formed after the angle steel is cut off and simultaneously spray gravel for synchronous grinding, so that the cutting surfaces of the two separated angle steel can be smoothed to the same degree, and the consistency of the quality of the sections is ensured.

The invention provides a shield lateral transverse movement launching and arc-shaped pilot tunnel deslagging construction method under the narrow site condition of an urban area, which comprises the following steps: step (1), preparation before launching: site selection of a launching vertical shaft, construction of the vertical shaft and a transverse channel, and preparation of transverse movement in the transverse channel; the construction method comprises the following steps of (1), shield tunneling machine assembly and lateral transverse movement, (2), shield tunneling machine debugging, (4), counter-force device installation, (5), zero-loop segment assembly, (6), tunnel portal blocking, (7), shield 100m starting section trial tunneling, and (8) horizontal transportation. The requirements for surface excavation and excavation are reduced, and the influence of noise, vibration, soil disturbance and the like on the surrounding environment is reduced. Therefore, the influence on the existing traffic and surrounding residents and buildings can be reduced, the environmental pollution is reduced, and good economic benefits and social benefits are achieved.

The invention discloses a construction method for synchronously and quickly erecting segmental beams, which comprises the following steps of: sequentially and symmetrically assembling the segmental beams on the two sides of a first-span middle pier, and sequentially and synchronously assembling the segmental beams of a first-side pier; segmental beams on the two sides of the remaining middle piers of the first joint are sequentially and symmetrically assembled; the two pier top blocks on the transition pier are temporarily and fixedly connected into a whole, and then the segmental beams on the two sides of the transition pier are sequentially and symmetrically assembled; segmental beams on the two sides of the remaining middle pier of the second connection are sequentially and symmetrically assembled, and when the segmental beams on the two sides of the middle pier of the last span are assembled, the segmental beams of the tail side pier are sequentially and synchronously assembled; and the temporary consolidation between the two pier top blocks on the transition pier is relieved. According to the construction method, all the middle piers and the transition piers can adopt T-structure symmetrical suspension splicing construction, semi-suspension construction of the first-connection first-span and the last-connection last-span can be synchronously carried out with adjacent T-structure symmetrical suspension splicing construction, the construction efficiency can be greatly improved, the construction period and cost can be saved, and the construction method has universal applicability.

The utility model discloses an assembled equipotential equalization line for an outdoor charging parking space. The assembled equipotential equalization line comprises a head end parking space equalization line, an expanded parking space equalization line and a charging pile equalization line. Firstly, a head-end parking space equalization line is arranged below a required parking space, then one or more expanded parking space equalization lines are connected through reliable welding, finally, charging pile equalization lines are welded to the parking space equalization lines according to the actual charging pile positions, and finally, installation of equipotential equalization lines below outdoor charging parking spaces is achieved. The main body parts are produced in a standardized mode, assembling is easy and fast, site construction difficulty and workload are reduced (about 90% of site welding workload is reduced), the construction period is shortened, the construction period and labor are saved, the overall construction quality is improved, construction pollution and waste are reduced, the installation efficiency is high, and the construction cost is reduced.

The invention relates to the field of cast iron material performance prediction, and discloses a cast iron material performance prediction method, device and equipment based on solidification time. The method comprises the following steps: establishing a first performance relational expression of a first cast iron material; the thickness of the first cast iron material is within a preset thickness range required by a preset standard; obtaining the solidification time of the second cast iron material; wherein the thickness of the second cast iron material is out of a preset thickness range; measuring the actual mechanical performance of the second cast iron material; predicting the predicted mechanical performance of the second cast iron material by using the first performance relational expression; and comparing the actual mechanical performance with the predicted mechanical performance, if a comparison result meets a preset condition, predicting the mechanical performance of the second cast iron material by using the first performance relational expression, and if the comparison result does not meet the preset condition, correcting the first performance relational expression. Therefore, manpower and material resource cost is saved, and mechanical performance testing time is saved.

The invention discloses a construction method of a deepwater large-span straining beam, which comprises the following steps of: firstly constructing a straining beam section in a cofferdam in a bearing platform cofferdam, synchronously prefabricating a middle straining beam cavity prefabricated section, and after a pier body is out of water, cutting off a conflict part between a steel pipe pile of the bearing platform cofferdam and the straining beam in the range of the straining beam; the straining beam cavity prefabricated section is integrally hoisted to the top of the cut cofferdam steel pipe pile, water is pumped in the cofferdam, closure section cast-in-place hanging brackets between the two ends of the straining beam cavity prefabricated section and the poured straining beam section in the cofferdam are installed, concrete of the straining beam closure section and a cavity in the straining beam cavity prefabricated section is poured, and after the concrete reaches the design strength, the straining beam cavity prefabricated section is cut off. And dismantling the closure section cast-in-place hanging bracket and the bearing platform cofferdam to obtain the deepwater large-span straining beam. The construction method is easy to operate and short in construction period, equipment and a large amount of material investment are reduced, and construction cost and risks are greatly reduced.

The present application relates to a kind of tank container of ladder and rail linkage, including frame, ladder assembly, rail assembly and connecting rod mechanism, and drive assembly.Ladder assembly is foldably arranged in the side of frame.Rail assembly is foldably arranged in the top of frame.Connecting rod mechanism includes connecting plate, first connecting rod and second connecting rod, for connecting ladder assembly and rail assembly.Drive assembly is arranged on frame and is drivenly connected with ladder assembly or rail assembly, for driving ladder assembly or rail assembly to rotate.One of ladder assembly and rail assembly can be driven to rotate synchronously by connecting rod mechanism when the other one of ladder assembly and rail assembly is rotated.Therefore, worker can realize the simultaneous folding or simultaneous unfolding of ladder assembly and rail assembly by once operation, which is advantageous to simplify operation step, improve work efficiency, and save the step and time of operating ladder assembly and rail assembly respectively, save the power source and energy consumption of driving ladder assembly and rail assembly respectively.

The utility model discloses a kind of inclination angle adjusting control devices, including two angle adjusting supports, two described angle adjusting supports are evenly including vertical pole, inclined pole, adjusting rod, the vertical pole is set along vertical direction and is fixedly installed on fixed part, the inclined pole one end is hinged with vertical pole, the other end is hinged with the one end of adjusting rod, the other end of the adjusting rod is hinged with vertical pole;The adjusting rod adopts two-section structure, including upper adjusting rod and lower adjusting rod, the opposite one end of the upper adjusting rod and lower adjusting rod can be position adjusted, and locking is carried out.The device covers the angle 30-50° commonly used in inclined pole construction, device each component can be disassembled, maintenance is convenient, angle control is accurate, easy to operate;Inclined pole and enclosure structure horizontal component connection place need not to be strengthened processing, save construction cost and construction period, and the quality of inclined pole construction is guaranteed.