101results about How to "Small construction impact" patented technology

A technology for repairing the surface damage of piston rod for hydraulic cylinder includes such steps as treating the surface at damaged position, build-up welding for filling the damaged recess, grinding and polishing. Its repair tool is composed of the hinged slide frame and grinding frame, an electric grinder with grinding wheel and fixed to the said grinding frame and a clamping arm with roller and arranged on said slide frame.

The invention discloses a water-rich weak surrounding rock long-and-big tunnel construction method. The method includes that a tunnel inclined shaft is arranged on one side of a main tunnel of a tunnel to be constructed, the main tunnel is divided into a tunnel entry section, a tunnel exit section and a middle connecting section connected between the tunnel entry section and the tunnel exit section, the middle connecting section is divided into an inclined shaft assisting construction entry section and an inclined shaft assisting construction exit section, and each of the tunnel entry section, the tunnel exit section, the inclined shaft assisting construction entry section and the inclined shaft assisting construction exit section is divided into multiple sections for construction. A construction method of each section includes: step 1, performing geological forecasting in advance, and when a debris flow formation exists ahead, entering a step 2, or else, entering a step 3; step 2, performing stability control construction; step 3, determining a primary supporting scheme; step 4, excavating the tunnel, and performing primary supporting construction; step 5, performing secondary lining construction on the tunnel. The water-rich weak surrounding rock long-big tunnel construction method is simple in step, reasonable in design, simple and convenient to construct, good in using effect, capable of meeting construction requirements of water-rich weak surrounding rock long-and-big tunnels, short in construction period and safe in construction process.

The invention discloses a deviation correcting and resetting method for transverse deviation of beam bodies of a beam bridge. The method comprises the steps that 1) horizontal transverse action force enabling the beam bodies to deviate is eliminated; 2) a whole binding beam body of a unit where the deviated beam bodies are located is temporarily fixed and bound to form a stress whole, and meanwhile the beam bodies of the unit and beam bodies of adjacent bridge spans on the two sides of the beam bodies are disconnected; 3) jacking devices are arranged at the tops of all piers corresponding to the temporarily fixed and bound deviated unit, and the corresponding deviated beam bodies are jacked synchronously; 4) a temporary sliding support is arranged in a clearance formed through jacking in the step 3); 5) reaction frames and deviation correction jacks are arranged on support cushion stone at the tops of the piers corresponding to all the beam bodies of the deviated unit, and all the deviation correction jacks transversely push the beam bodies to be reset; 6) after deviation correction is carried out in place, the beam bodies are finally rehabilitated. The deviation correction push thrust of the method is reduced exponentially, the damage of subsidiary stress generated in the deviation correction process to the structure of the beam bodies is avoided, construction is convenient, the construction period is short, and cost is low.

The invention discloses a prefabricated bearing platform mounting method and relates to the field of bridge construction. The prefabricated bearing platform mounting method comprises the following steps that a bearing platform and bottom pier bodies are prefabricated in a prefabrication field, and steel pile hole positions are reserved in the bearing platform; the bearing platform is lifted to a pile site by a large floating crane; a pile top guiding device is pre-mounted on steel piles in the pile site before the bearing platform is lifted; after the bearing platform is lifted down and is in place, a carrying pole is arranged on a pile top longitudinal direction adjusting position in a hanging manner, and the horizontal plane of the bearing platform is regulated as required; and the pouring of bottom-sealing concrete of a steel cylinder cofferdam, the water pumping, the binding of reserved hole steel reinforcing bars, and the pouring of reserved hole concrete at non-lifting points and lifting points are sequentially finished, and the steel cylinder cofferdam is detached, so that the mounting of the prefabricated bearing platform is finished. According to the prefabricated bearing platform mounting method disclosed by the invention, a small steel cylinder cofferdam replaces a large bearing platform steel cofferdam, so that the steel material can be effectively saved, the on-water operation time is shortened, and the construction cost is reduced; and meanwhile, the influence of water flow to the construction of the bearing platform is reduced, and the construction quality of the bearing platform is ensured.

The invention discloses a Bluetooth networking based positioning system. The Bluetooth networking based positioning system comprises an intelligent terminal with a Bluetooth module, a Bluetooth gateway, a cloud end monitoring center and multiple Bluetooth tubes; the Bluetooth tubes are distributed in a target area; the intelligent terminal is in communication connection with the Bluetooth tubes; the Bluetooth tubes are in communication connection with the Bluetooth gateway; and the Bluetooth gateway is in communication connection with the cloud end monitoring center. The Bluetooth networking based positioning system has a big network capability, high monitoring density and wide range; as access to a cloud end by utilizing a matured and steady public wireless network is realized in a Bluetooth module based communication way, the Bluetooth networking based positioning system can cross big physical space, can enlarge the covered monitoring area, can reduce the dead zone and is suitable for relatively dispersive distribution points with relatively far distances.

The invention discloses an acoustic wave device and a method for metro shield tunnel front boulder detection. The device comprises an acoustic wave transmitting system and an acoustic wave receiving system, wherein the acoustic wave transmitting system comprises an acoustic wave transducer arranged in a tunnel drilling hole for transmitting acoustic wave signals; the acoustic wave receiving system comprises an acoustic wave receiving sensor arranged at the end part of an anchor rod in a tunnel surrounding rock; and the acoustic wave transducer and the acoustic wave receiving sensor are respectively independently connected with a control system. The drilling hole and the anchor rod existing in the field are made full use of, layout of the acoustic wave transmitting and receiving devices is realized, the cost is low, the mounting is quick, and influences on construction are little; by using an advanced geological drilling hole already existing in the shield construction tunnel, quick layout of the acoustic wave transmitting system is carried out, an attenuation role on acoustic wave excitation by a mud area in front of a tunnel face can be effectively avoided, and the detection effects are improved; and the existing supporting anchor rod is used for mounting the receiving sensor, acoustic wave signals from the inner part of the rock can be better received, and strong reflection interference generated on a contact surface between a segment and the surrounding rock can be avoided.

The invention discloses a deviation correcting and resetting method for longitudinal deviation of beam bodies of a beam bridge. The method comprises the steps that 1) horizontal longitudinal component force on the deviated beam bodies is eliminated; 2) all beam bodies of a deviated unit are temporarily fixed and bound to form a pushed whole, and meanwhile the beam bodies of bridge spans with deviation towards the same side of the deviated unit are temporarily fixed and bound to form a stress whole; 3) jacking devices are arranged at the tops of all piers corresponding to the deviated unit, and the jacking devices jack the corresponding beam bodies; 4) a temporary sliding support is arranged in a clearance formed through jacking in the step 3); 5) a reaction frame and a deviation correcting jack are arranged between the deviated beam body of the span, closest to the stress whole, in the deviated unit and a pier top cover beam, the deviated beam body of the span is pushed through the deviation correcting jack, and then the whole deviated unit is pushed; 6) after deviation correction is carried out on the deviated unit in place, finally the deviated beam bodies are rehabilitated. The force transmission problem of large deviation correcting force is solved, meanwhile, deviation correcting thrust is reduced exponentially, construction is convenient, the construction period is short, and cost is low.

The invention relates to a super high-rise core tube internal and external hanging tower crane support beam structure and a construction method thereof. Two parallel horizontal tower crane support girders are arranged, the sections form box shapes, a root part of each girder is connected with a core tube embedded part through a girder ear plate, inclined supports are circular pipes, one end of the inclined support is supported and connected to a core tube, the other end is connected with the vertical tail end of the corresponding girder, one end of a horizontal pull rod is connected to the core tube in an inclined manner, the other end is connected with the horizontal tail end of the corresponding girder, and the two girders are connected by a horizontal connection rod to form a main body frame support system. According to the super high-rise core tube internal and external hanging tower crane support beam structure and the construction method, the structure is simple, a tower crane is externally hung on the outside of the core tube so that influence of structural construction in the core tube is greatly reduced and utilization of the hanging scope of the tower crane is sufficient, the construction is simple, and the cycle is shortened.

The invention belongs to the technical field of engineering construction, and relates to a rectangular steel pipe concrete column steel beam lower bolt upper welding outer rib annular plate node construction method. The rectangular steel pipe concrete column steel beam lower bolt upper welding outer rib annular plate node construction method is applied to two occasions, one occasion is an occasion with a single beam: an upper outer annular plate and a lower outer annular plate are welded by groove welding at the corresponding heights of the wall of a rectangular steel pipe concrete column, a web connecting board is welded between the upper outer annular plate and the lower outer annular plate through a fillet weld, and a clearance for the lower wing edge of the steel beam to be inserted into is reversed in advance on the lower portion of the web connecting board. An upper vertical rib board and a lower vertical rib board which are arranged at two sides are closely attached on the upper outer annular plate and the lower outer annular plate to be connected with the steel pipe concrete column in a welding mode, wherein the vertical rib plates are connected with the steel pipe concrete column through the fillet weld, the vertical rib plates are connected with the upper outer annular plate and the lower outer annular plate through the groove weld. After the mentioned processing is achieved, the mentioned components are installed as a whole on site. The invention further provides a construction method of beams at two directions. The rectangular steel pipe concrete column steel beam lower bolt upper welding outer rib annular plate node construction method has the advantages of being more reasonable in stress tolerance, convenient and fast to construct.

The invention discloses a modularized building and a modularized fire station. A main body of the modularized building comprises a container module and a steel structure module, wherein the container module comprises an upper layer module and a lower layer module; the upper layer module and the lower layer module are respectively composed of at least one container; the height of the steel structure module is as same as the height of the lower layer module; the upper layer module is arranged above the lower layer module and the steel structure module; the upper layer module, the lower layer module and the steel structure module are spliced together. The main body of the modularized building according to the invention has a modularized characteristic and has the advantages of transportation convenience, convenient loading and unloading, convenience in mounting, small onsite workload, short mounting period, minimal construction influence, and the like; various functions, including accommodation, command, garage, kitchen and bath, relaxation, and the like can be integrated into the main body of the modularized building; the modularized building can be expanded according to the requirement; the modularized building is a special device which is designed, manufactured and constructed on the basis of taking the container as a basis module.

A multi-channel waterproof plugging method for a thick and large raft foundation dewatering well, using a steel casing with a water stop ring and an end blocking plate and an inner drainage grouting core pipe to pour expansive concrete in the steel casing as the first One-step sealing; use cement slurry to quickly inject into the pores of the gravel filling body in the dewatering well and the surrounding soil body to form a cement slurry filling body as the second waterproof sealing; use high-strength cement-based grouting material and sealing material filled at the top of the steel casing The steel flange blocking plate on the top of the steel casing is used as the third waterproof sealing to realize three sealing measures, the success rate of the first sealing is high, and the hidden danger of leakage caused by the failure of sealing and the cost caused by the secondary treatment are avoided high and low efficiency. And it does not affect the overall precipitation operation of the foundation, and has little impact on the construction of the main structure.

The invention provides a mortar reinforcing agent. The mortar reinforcing agent is prepared from the following raw materials in parts by weight: 2 to 10 parts of naphthalene water reducer, 0 to 50 parts of polycarboxylate superplasticizer, 10 to 20 parts of hydroxypropyl methyl cellulose, 10 to 40 parts of calcium silicate powder, 10 to 20 parts of HQS, 5 to 10 parts of calcium chloride, 0 to 50 parts of starch ether, 1 to 10 parts of polyacrylamide, 1 to 10 parts of polyvinyl alcohol powder, 1 to 5 parts of silane hydrophobic agent, 1 to 10 parts of cement reinforcing agent, 1 to 5 parts of mortar plasticizer, and 0 to 50 parts of calcium formate. By adopting the cement mortar reinforcing agent, the physical mechanical performance of mortar can be improved, and the water retaining performance and tensile adhesive strength of the mortar can be improved; since the water retaining rate is higher than the ordinary mortar, the water of the mortar is unlikely to absorb by the aerated concrete, the interface cement of the aerated concrete can be sufficiently hydrated, and the adhesive strength of the mortar and the aerated concrete can be improved, so that the cracking, bubbling and stripping problem of the mortar on the smeared surface of an aerated concrete building block can be effectively solved.

The invention discloses a method for detecting integrity of hole wall rock mass of a large-diameter cast-in-place pile during a pile foundation construction period of the cast-in-place pile. The method comprises the following steps: (1) arranging a plurality of detecting fracture surfaces, in the axial direction of a pile hole, on the inner wall of the pile hole after the pile hole of the cast-in-place pile is completed and before concrete is poured during the pile foundation construction period of the large-diameter cast-in-place pile in a karst region; (2) adopting an acoustic well logging equipment; (3) starting detection after an emitting probe and a receiving probe are stable, and storing detected results by adopting a time section oscillogram; (4) analyzing the time section oscillogram obtained in step (3), and dividing intact rock mass, a soil layer and karst; and (5) after all to-be-detected fracture sections are detected, calculating complete rock wall area of the whole pile hole wall, and providing basis for calculating pile foundation pulling resistance and pile side frictional resistance of the cast-in-place pile. The detecting method is quick and accurate, can greatly shorten the construction period, can reduce manpower and material resources, and can reduce construction difficulty and construction risk of the pile foundation.

The invention discloses a device for arranging monitoring points of a tunnel. The device comprises a base, a supporting column, a rotary shaft, columnar pulleys, a counter weight, a cross beam, dials and laser transmitters, wherein the laser transmitters comprise two section positioning laser transmitters and a monitoring point positioning laser transmitter; the dials comprise two monitoring point positioning dials and two section positioning dials; the supporting column is fixedly arranged in the center of the base, the rotary shaft is sleeved and connected to the top end of the supporting column through the columnar pulleys, the cross beam penetrates through the rotary shaft, the monitoring point positioning laser transmitter is fixedly arranged in the center of the cross beam, and the section positioning laser transmitters are connected to two ends of the cross beam; the monitoring point positioning dials are fixedly arranged on two sides of the monitoring point positioning laser transmitter respectively, and the section positioning dials are fixedly arranged inside the section positioning laser transmitters. The device disclosed by the invention guarantees that three monitoring points are located on a same monitoring section and the monitoring section is vertical to the tunnel in axis direction, so that the precision of monitoring results is improved. The monitoring sections at different intervals in position can be realized, so that the monitoring sections are convenient to arrange.

The invention discloses an assembled special-shaped air duct for a long-distance construction ventilation of a tunnel and a construction method. The assembled special-shaped air duct for the long-distance construction ventilation of the tunnel and the construction method aim at effectively increasing the air supply area, increasing the ventilation distance, reducing the increase of a section, increase of an auxiliary shaft or increase of a service gallery due to the need of ventilation and effectively reducing the engineering investment. The customized special-shaped air duct allowing fresh air flowing outside the tunnel to pass through is fixedly installed on the upper middle parts of the service gallery, a right-line main tunnel, a transverse channel and a left-line main tunnel or a parallel pilot tunnel, end partition plates are arranged on the end openings, close to the right-line main tunnel, the left-line main tunnel or the excavation face of the parallel pilot tunnel, of the prefabricated air ducts to form air bins, press-in draught fans and air pipes leading to the excavation surface of the tunnel are installed outside the air bins, the customized special-shaped air duct isformed by splicing customized light air duct unit sections in a longitudinal butt joint mode, the customized light air duct unit sections are supported on supporting components which are arranged atintervals in the longitudinal direction, the two ends of the supporting components are detachably connected with tunnel lining structures or tunnel primary supporting structures of the service gallery, the right-line main tunnel, the transverse channel or the left-line main tunnel or the parallel pilot tunnel.

The invention discloses an installing method of a nodular cast iron pipe by means of a municipal administration pipeline groove structure. The method comprises the steps of excavating a foundation trench, installing a stand column, installing a horizontal supporting piece, installing an enclosure board, installing a sliding track, transporting a pipeline, installing a pipeline and the like. By combining the stand column and the enclosure board, a groove supporting structure is formed in cooperation with the horizontal supporting piece. The pipeline transporting structure is installed on the basis of the groove supporting structure, and then pipeline transportation can be achieved through a transporting beam in sliding fit with the sliding track. The problems that lifting equipment is low in aging, the traffic relief pressure is increased, and secondary transporting is added during municipal pipeline construction can be effectively solved. The method has the advantages of being small inconstruction influence, easy to install and operate and the like. The functions of secondary transporting, installing positioning and the like of nodular cast iron pipes of different models can be achieved, and the method has the advantages of being simple in structure, convenient to operate and small in environmental influence, reducing the lifting operation influence along the way of pipelinesand improving the installing efficiency.

The invention discloses a horizontal geological survey arrangement method for a deep buried underground cave depot. The method comprises the following steps: 1, performing ground survey, forming a measurement area geological background report and a geological survey implementation scheme; 2, carrying out surface area geophysical prospecting, carrying out engineering geological area division, generating a measuring area project geology partition map, and delineating a geophysical prospecting abnormal band; 3, carrying out long-distance horizontal drilling, taking a core and reserving a sample for indoor geotechnical test, and analyzing the front situation of excavation of the cave depot; 4, predesigning a cave depot excavation support; 5, carrying out the tunnel excavation of the cave depot, and carrying out intra-hole advanced geophysical prospecting before excavation; 6, carrying out deep blast hole detection, and judging front geological conditions; 7, comparing advance geophysical prospecting information, and dynamically adjusting support design parameters in time; and 8, summarizing detection results, constructing an underground cavern three-dimensional geological model, carrying out cave depot support design and timely support modification according to the detected geological conditions so as to guarantee the tunnel excavation safety. According to the method, the geological condition of the underground cave depot can be accurately surveyed, and the construction time is short.

The invention relates to a comprehensive frictional resistance meter which comprises a protective cover, a fixed panel, a stressed panel, a guide rail, a first backup plate, a second backup plate, a stress detector and a flexible soil pressure gauge, wherein the protective cover is provided with a receiving space; the fixed panel is formed at a second baffle of the protective box; the stressed panel faces the fixed panel; the guide rail is provided with a guide rail sliding locking groove and is arranged at one side of the stressed panel, which is close to the receiving space in parallel; the first backup plate is arranged between the fixed panel and the guide rail; the second backup plate is arranged in parallel to the first backup plate and located between the fixed panel and the guide rail; the stress detector is provided with a first lead and is arranged between the first and second backup plates; and the flexible soil pressure gauge is provided with a second lead and arranged at one side of the stressed panel different from the guide rail. The comprehensive frictional resistance meter is suitable for actual engineering monitoring, not only the monitoring work is less affected by construction, and the precision is higher, but also the survival rate of the comprehensive frictional resistance meter is considerably high, and the comprehensive frictional resistance meter has higher test precision and stronger adaptability.

The invention provides a tunnel inverted arch integral and self-propelled type long trestle structure and a construction method. The tunnel inverted arch integral and self-propelled type long trestlestructure comprises a front end approach bridge, a rear end approach bridge, a driving walking system, a driven walking system and a main bridge. The driving walking system supports at the front end of the main bridge through a front end fixing and supporting device, and the driven walking system supports at the rear end of the main bridge through a rear end fixing and supporting device. One end of the front end approach bridge is connected with the front end of the main bridge, and one end of the rear end approach bridge is connected with the rear end of the main bridge. A modularized structure capable of being disassembled and installed rapidly is adopted, the structural design is reasonable, and the bearing capacity is large; the influence on a tunnel face construction is small; the investment of labor cost and equipment cost of the inverted arch construction is reduced, and the cost is reduced; the construction efficiency is improved, and the period of the tunnel construction is shortened; and construction joints of an inverted arch are reduced, the integrity of the inverted arch is improved, and the quality of inverted arch concrete is improved.

The invention provides a construction method for filling a dissolving cavity in the outer side of a deep foundation pit in a karst area and relates to a construction method in the technical field of building engineering. By the adoption of the construction method for filling the dissolving cavity in the outer side of the deep foundation pit in the karst area, the problem that in the prior art, the waterstop effect in the deep foundation pit is poor in the excavation process of the deep foundation pit in the karst area is solved. The construction method comprises the following steps that the position of the dissolving cavity is judged; a test hole is drilled by means of a down hole; drilling is conducted; a grouting pipe is inserted into the test hole; and grouting is conducted. A grouting pump is used for grouting, thin grout is made to pass through the hole firstly during grouting, dense grout starts to be injected after all the thin grout penetrate through a pipeline, and the grouting pressure is controlled to be 0.3-0.5 MPa; when continuous dense grout starts to appear in a water leakage position in the deep foundation pit, grouting continues to be conducted for 10-15 s and then is stopped; and grouting is started again after the grout in the dissolving cavity is solidified preliminarily till no grout or water gushes out from the water leakage position in the deep foundation pit. The construction method is used for reinforcement and water stop of the interior of the dissolving cavity.

The invention discloses a cashew nut shell oil-modified mixed-amine curing agent and a preparation method. The preparation method comprises the following steps that mixed amine, paraformaldehyde and cardanol are respectively weighed according to a mole ratio of (0.6-1.5): (0.6-1.5): (0.8-1.2); and the mixed amine and the paraformaldehyde undergo an aldol condensation reaction, and after a part of hydroxyl groups of alcohol amine in the mixed amine are reacted, cardanol is added into the reaction system and undergoes a Mannich reaction to produce the cashew nut shell oil-modified mixed-amine curing agent. The purified cardanol undergoes a Mannich reaction and the reaction products are added with paraformaldehyde and mixed amine for modification so that the novel cashew nut shell oil-modified mixed-amine curing agent having low toxicity and fast curing rate is obtained.

The invention discloses a parallel multi-tunnel structure and a construction method thereof. The parallel multi-tunnel structure comprises at least one tunnel I and one tunnel II, wherein the tunnel II is a bored tunnel; the at least one tunnel I comprises a tunnel section I, the tunnel II comprises a tunnel section II, the clear distance between the tunnel section I and the tunnel section II is smaller than 6 m, a plurality of isolating piles are arranged at intervals between the tunnel section I and the tunnel section II, the minimum distance between the outer edge of every isolating pile and the outer edge of the tunnel section II is small than or equal to 0.5 m, and every isolating pile is provided with a displacement and settlement monitoring device. The parallel multi-tunnel structure can effectively block stress transfer caused by construction of two neighboring tunnels, avoid accidents during bored tunnel excavation due to insufficient clear distance, facilitate monitoring of disturbance influence, reduce risk during excavation, optimize full-length construction organization, effectively improve the construction efficiency, shorten the construction period and reduce the construction cost.

The invention discloses a blasting method of a through oblique-pulling truss girder bridge. The blasting method comprises the following steps of 1, filling of a river channel with land; 2, cleaning in the range of the river channel; 3, blasting designing, drilling and explosive charging; 4, blasting network and sequence establishing; 5, guard setting and blasting initiation; and 6, cleaning after blasting. The whole bridge is removed at a time through blasting by combining a drilling blasting method with a water pressure blasting method, girders in the river channel all fall into a dug trench after the blasting, the construction cost is low, the construction safety control difficulty is low, the construction difficulty is low, the influence on later construction is small, the dust diffusion distance is effectively shortened, the time of occupying a shipping lane is greatly shortened, and the blasting method is particularly suitable for busy shipping lane sections having high navigation requirements and not allowing long-time navigation suspension.

The invention discloses a method for maintenance and reinforcement of rural dangerous building, along the run of original hard gable top and original hard slope degree, cleaning original gable floated coat, sweeping away scum and spraying water to wet the surface of the gable; along the two side walls of original hard gable, setting combination ring beam longitudinal reinforcement and combination ring beam stirrups, drilling hole on the wall and setting confined stirrups; adding TT-type connecting reinforcement at the end of each roof purline of original hard gable top, the connecting reinforcement upper needs to bypass the roof purline and connect to the roof purline with staple bolt, and the down tension length is flatly fixing inside the roof beam of combination; wiping the cement mortar layer by times. The methodadds combination ring of oblique reinforced mortar at the top of hard gable and ensures the integrity of gable; adding connecting reinforcement between purline and combination ring beam, could effectively increase the connection of wooden roof and wall and play a role effectively in space supporting of wooden roof, and having the advantage of little construction effect, low cost and remarkable function and effect of reinforcement.

The invention discloses an assembly type cable well. The invention relates to the field of cable assembly equipment, in particular to an assembly type prefabricated multidirectional cable well. The assembly type cable well is provided, prefabricated parts are adopted for assembly operation on site, and therefore the construction period is greatly shortened. The manner that an original cable well is built on site is changed, and the manner is improved into the manner of fragmentation prefabrication, on-site excavation, assembly and landfill. The advantages of rear personnel and machinery are brought into full play, the influence of external climatic environment is avoided, and the construction influence of public places and roads is reduced to the maximum extent. Prefabricated processing iscarried out in a prefabrication factory, sufficient maintenance is carried out, the prefabricated parts are conveyed to a construction site to be hoisted, joint treatment is carried out in the splicing process, and it is guaranteed that the integrity is good and the anti-seismic property is improved by inserting reinforcing steel bars into reserved holes which are through up and down and pouringcement paste into the reserved holes. Therefore, the on-site construction period is greatly shortened, and the effects of reliable strength and convenient construction are achieved.

The invention discloses an overweight assembly type prefabricated stair hoisting device and a construction method. The prefabricated stair hoisting device comprises a prefabricated stair mounting structure and a hoisting mechanism; the prefabricated stair mounting structure comprises truss structure rails and a truss frame, wherein the two truss structure rails are arranged in parallel; a plurality of structure connecting positions are arranged at the bottoms of the truss structure rails at intervals; the truss structure comprises a truss structure main beam and vertical support frames; the two vertical support frames are symmetrically arranged in the two truss structure rails, and are slidably connected with the truss structure rails; the truss structure main beam is arranged at the topsof the vertical support frames; the two ends of the truss structure main beam are fixedly connected with the tops of the two vertical support frames; the truss structure main beam is perpendicular tothe truss structure rails; the hoisting mechanism is fixedly arranged in the middle of the bottom of the truss structure main beam; and the hoisting mechanism is used for hoisting prefabricated stairsor lowering the prefabricated stairs to a designated position.

The invention discloses a method for embedding an optical fiber for testing internal force of a cast-in-place pile by an acoustic testing pipe. The method comprises the following steps that 1, an optical fiber embedding device is manufactured; 2, a steel wire rope is connected with the optical fiber embedding device, and the optical fiber is wound; 3, the optical fiber is bound; 4, the acoustic testing pipe is grouted; 5, the optical fiber is lifted downward; and 6, the steps 1 to 5 are repeated to complete the embedding of the optical fiber in the other acoustic testing pipe. According to themethod, the design is reasonable, the influence on the construction of the cast-in-place pile is less, the accuracy of strain test of the cast-in-place pile is ensured, and the subsequent analysis ofthe internal force of the cast-in-place pile is convenient.

The invention discloses a support system. The support system is suitable for temporary support for a concrete building structure post-cast strip and other structural systems with certain strength and comprises the two main components of a pipeline and a sandbox. The support system formed by the pipeline and the sandbox is adopted, thus a formwork support can be dismantled in time after the strength of the post-cast strip area structure reaches the standard strength, the lease expense of the formwork support is reduced, and the influence on a post-cast strip cantilever area structure during dismantling of the formwork support is relieved. In addition, the height of the support system can be adjusted precisely by adjusting the filling height of particulate matter in the sandbox, and the effect that a main beam and a secondary beam in the post-cast strip support area are supported on the support system precisely is ensured. The support system provided by the invention is convenient to install, dismantle and recycle, the work efficiency is improved, construction space is increased for subsequent construction of the post-cast strip support area, and the construction influence is reduced.