39 results about "Cantilever method" patented technology

The invention belongs to the technical field of steel truss girder cable-stayed bridge construction in bridge engineering, in particular relating to a quick construction method of a two-tower five-span steel truss girder cable-stayed bridge. By utilizing the quick construction method, the problems that the construction is slow and the final closure mostly influences the closure precision and line shape of the cable-stayed bridge when the symmetric cantilever method is adopting during the construction of the existing two-tower five-span steel truss girder cable-stayed bridge. The quick construction method of the two-tower five-span steel truss girder cable-stayed bridge comprises the following steps: firstly, simultaneously constructing two main tower columns by the same method, constructing the main tower columns through segmented casting, and simultaneously constructing the steel truss girder in the manner of assembling a single cantilever from side-spanning to mid-spanning through auxiliary spanning; then, carrying out the mid-spanning closure of the two main tower columns; and finally, finishing the bridge deck facility. The construction method ensures quick construction speed and is suitable for constructions of all two-tower five-span steel truss girder cable-stayed bridges.

A mechanism for the draft of a high frequency atomization device, which has particular application to supporting a cantilever excitation device on the surface of a large amount of operating liquid using a floating support method, thereby enabling a vibratable plate to accurately position on the liquid surface of any height and bring into effect quantitative power. The excitation device is structured from a block piezoelectric ceramic actuator and the vibratable plate, which extends from one side of the actuator and joined thereto using a cantilever method. The excitation device floats on the liquid surface of the operating liquid using a floating support. An operating side of a free end of the vibratable plate maintains a definite directed amount of effect on the liquid surface, and is able to acquire comparable load conditions and bring into effect quantitative power.

The invention relates to a method for constructing and mounting a wide-span cylindrical reticulated shell structure, in particular to a method for mounting a wide-span cylindrical reticulated shell. In the process, a mother arch is installed on the ground by a bulk method at first, and the construction is gradually boosted from one side of the mother arch to the other side during installation; and the extending tail end of the mother arch is lifted by matching lifting equipment so that the height of the extending tail end is always suitable for the requirement of the installation and construction of the ground. After the mother arch is installed, the construction is carried out by a high-altitude cantilevered method and extends and boosts along the axial direction of the mother arch, and other reticulated arches which are adjacent to the mother arch are sequentially installed till the installation of the whole wide-span cylindrical reticulated shell is finished. The installation process uses the lifting equipment, such as hoists, and the like as accessory appliances without erecting a scaffold, is simple and practical and has high reliability, low cost and short construction period.

The invention belongs to the technical field of construction of overline large bridges, and provides an excavation construction method for an ultra-shallow-buried hard rock tunnel penetrating througha sensitive building area in order to solve the problems that an existing side span cast-in-place section and an existing closure section are large in interference with a business line, high in construction risk and the like. The overline bridge beam is constructed by adopting a construction method of using a parallel line direction cantilever method or a bracket cast-in-place method to pour a beam body and then conducting rotating in place. A conventional rotating body is cancelled and a side span cast-in-place section and a closure section are arranged, so that the problem of high construction risk above the line or adjacent to an existing line is avoided; and before the beam body rotates, the whole beam body is poured with a support, a side pier is provided with high and low bearing platforms, pouring construction is carried out after the high bearing platform and the like rotate in place, pouring of the low bearing platform is completed before rotation construction, but pouring construction is conducted after support cushion stone rotates in place, so that with the construction method ,the problems that construction is conducted above an existing line or adjacent to the existing line are solved, the operation safety of a business line is guaranteed, the construction risk is reduced, the construction safety is guaranteed, and the construction efficiency is improved.

The invention specifically relates to an elevated trestle bridge construction method on covering-free steep bare rock in deepwater and rapid stream. A scheme of the invention is as follows: the elevated trestle bridge construction method comprises the following steps of: constructing a first porous trestle bridge on the bank, then constructing a second porous trestle bridge by adopting a cantilever method, and arranging guide frames on the tail end part of the second porous bridge; settling cut steel pipe piles in mounting sites, then casting an underwater concrete layer in the steel pipe piles, and drilling an anchor hole along the central axis direction of each steel pipe pile after the underwater concrete layer is cured, wherein each anchor hole penetrates through the underwater concrete layer and extends into basement rock of a river bed; and finally arranging an anchor bolt in each anchor hole, grouting and anchoring, then assembling a truss to form a third porous trestle bridge, and repeating the steps till finishing the construction of the whole trestle bridge. The elevated trestle bridge construction method disclosed by the invention has the advantages of reducing the deep diving operation load and the construction risk by adopting an underwater exploration technology in combination with precutting of a bottom opening of each steel pipe pile on the bank, enabling each steel pipe pile to be firmly anchored on the steep bare rock surface by adopting the anchor bolt grouting and rock-socketing technology between the steel pipe pile and the steep bare rock surface, shortening the construction peroiod and reducing the construction cost.

The invention relates to a bridge cast-in-cantilever method cradle counter-pressure construction method, and belongs to the technical field of building construction. The method comprises the following steps: constructing a bridge foundation section, mounting cradles and a casting bottom die, manufacturing a counter-pressure mechanism, mounting the counter-pressure mechanism, placing a pressing device, regulating pressure and performing loading and detecting, and finally, realizing the actual working state of the cradle casting. The method is characterized in that by controlling the pressure of a hydraulic oil jacking device, the base die is downwards pressed, a hanging rod is upwards pulled, the actual stress of the cradles is simulated, and the deformation parameters of each part of each cradle are measured, so that the reliability of the cradles is verified, the non-elastic deformation of the cradles is eliminated, and the formwork erection elevation is convenient to correct. The method disclosed by the invention overcomes the defects of a traditional preloading method and can be used for accurately simulating the actual stress situation of the cradle construction in the cast-in-cantilever method, and the method has the advantages of easy control of preloading, high safety, good stabilization, time conservation, labor conservation and lower cost. The method can satisfy the requirements of various kinds of cast-in-cantilever construction.

The invention discloses a reinforced concrete arch bridge construction method combined with a cast-in-place cantilever method and a stiff skeleton method. The reinforced concrete arch bridge construction method is characterized by comprising the following steps that (1) the cast-in-place cantilever method is used for pouring arc ring sections in left-right symmetry and segmentation modes, the length of the arc ring sections formed by the cast-in-place cantilever method is 1 / 2-3 / 4 of the full length of an arch ring, the weight of each section is not larger than 200 tons, and after the previous section is hardened for 7-10 days, the next section begins to be poured; (2) the arc ring sections with the tops opened are formed in the step (1), stiff skeletons are erected at the openings, and the two ends of each stiff skeleton are connected with the adjacent left arc ring section and the right arc ring section respectively; (3) stiff skeleton section concrete is poured in a segmentation mode, the stiff skeletons are wrapped in the concrete, and accordingly the entire arch ring is formed. According to the construction method, a long-span arch bridge of 200-400m can be constructed, and the cost can be saved.

The invention provides a counterweight method used under the condition of unsymmetrical flexibility of bridges on the two sides of a closure segment during cantilever method construction and belongs to the technical field of bridge construction. The method comprises the following steps of building a finite element model of bridge closure, applying unit vertical force to the end parts of the bridges on the two sides of the closure segment, and calculating the vertical displacement of the end parts and a counterweight position to obtain corresponding flexibility coefficients, and then according to the flexibility coefficients, controlling the height difference between the two sides of the closure segment, the balance weight of the closure segment, and the balance weight sorted unloading weight. The method has incomparable advantages in closure construction under the condition that the flexibility of the bridges on the two sides of the closure segment is unsymmetrical. In a closure casting process of the bridge, the elevations of the bridges on the two sides of the closure segment are not changed all the time, so that linear control on the bridge is facilitated, and the stress of concrete of the closure segment is reduced. The method also has the advantages of simple calculation, easy grasping by personnel of the engineering and the like.

A conductive carbon fiber sheet having a thickness of 0.05 to 1 mm, a weight per unit area of ​​60 to 250 g / m2, a bending resistance (L) of 6 cm or more as determined by the 45° cantilever method, and a coplanar resistivity 0.2Ωcm or less, it is suitable for the gas diffusion layer of solid polymer electrolysis fuel cells.

Provided are a displacement detection mechanism for a cantilever which does not use an optical cantilever method or self-detection type displacement detection, and a scanning probe microscope using the same. A cantilever displacement detector constituted of an LC resonator and an F-V converter detects a change of capacitance between a cantilever and a sample surface so that a displacement of the cantilever can be detected. Thus, shape measurement and physical property measurement can be performed in a state in which light is blocked. Further, a change of a sample shape and physical property information can be measured between presence and absence of the light.

A sheet-like hair care product including (A) a substrate sheet containing cellulosic fibers and having a bending resistance of 10 to 70 mm measured by the 45° cantilever method in accordance with JIS L1096:2010 and (B) a liquid cosmetic composition. The substrate sheet (A) is impregnated with 1 to 50 g of the liquid cosmetic composition (B). The substrate sheet impregnated with the liquid cosmetic composition is preferably packaged in a packaging container having an access opening with an area of 25 to 4000 mm2 and an openable and closable lid sealing the contents.

The invention provides a temporary T structure comprising continuous rigid frame side span beam segments without supports and a construction method of the structure. A temporary high-strength threadedbar reinforcement penetrates a through hole formed in a temporary supporting device and is connected with a first side span cast-in-site segment and a second side span cast-in-site segment. After concrete strength reaches design strength, the temporary high-strength threaded bar reinforcement is tensioned. A side span cantilever segment is cast by a hanging basket cast-in-place cantilever method,and stages of the side span cantilever segment are synchronously tensioned by stages to a closure segment by a temporary steel rope. Permanent web steel ropes and permanent bottom plate steel ropes are sequentially tensioned in batch, so that the side span cantilever segment and a middle pier cantilever side span segment are closed by the closure segment, and system transformation is finished. The construction method of the temporary T structure comprising the continuous rigid frame side span beam segments without supports has the advantages of good construction quality, low cost, short construction cycle, good economic benefits and social benefits and the like, and particularly has strong competitiveness in deepwater high-pier continuous rigid frame construction.

The invention belongs to the technical field of maintenance and construction of cast-in-place beams constructed by a cantilever method. In order to solve the problems that bottom plates and web platesof continuous beams or continuous rigid beams are not maintained in place, the invention provides a movable sealed intelligent maintenance and construction method for cast-in-place beams constructedby a cantilever method. A maintenance process is completed through a sealed movable maintenance device; an outer slide beam of a cast-in-place beam hanging basket serves as a forward moving slide railof the sealed movable maintenance device; the sealed movable maintenance device comprises a bearing mechanism, a water supply pipeline system as well as left and right sealing plates, a bottom sealing plate and an end plug which are arranged around the outer side of a cast-in-place beam section; and the left and right sealing plates, the bottom sealing plate and the end plug are sealed by rubber.By virtue of the hanging basket structure, the outer slide beam of the hanging basket structure is extended by two sections, a slide base and a temporary fastening device are additionally arranged toserve as main stress components of the sealed maintenance device, intelligent maintenance is performed while realizing forward movement following the construction progress, and individual operation is not needed.

The invention belongs to the technical field of bridge construction and provides a method for imbalance load monitoring and integral stability judgment in bridge cantilever construction. The method includes: mounting strain meters and temperature sensors on piers of continuous rigid frame bridges or temporary solidification columns; adopting a least square method for obtaining a strain and temperature statistical relation according to temperature and strain measurement results obtained under the condition that the bridges are free of construction loads; subjecting strain measured at a construction stage to temperature influence correction to obtain load strain, and obtaining load imbalance offset in a cantilever construction process on the basis of the load strain; judging integral stability of the bridges according to the load imbalance offset. The problem of imbalance load quantification in a bridge cantilever construction process is solved, and safety in bridge cantilever construction is improved.

A disposable diaper includes a pair of barrier flaps 19 formed on an inner side of a disposable diaper 1. The barrier flaps 19 are made of a spun bond nonwoven fabric of wick / sleeve type conjugated fibers having a polyethylen sleeve component. The spun bond nonwoven fabric has a relative hardness of 40 SIMILAR 50 mm in an MD-direction, 20 SIMILAR 37 mm in a CD-direction as measured by the cantilever method and a basis weight of 15 SIMILAR 30 g / m<2>. The respective barrier flaps 19 are provided in their sealing surface zones 20 with elastic members 24 secured under tension thereto.

The invention discloses a construction method for non-cantilever sections of sidespans of a multiplex continuous beam or a steel-constructed beam, which comprises the following steps: A10. respectively installing left formal supports, right formal supports, left temporary supports and right temporary supports at the tops of abutment piers; A20. respectively installing left sidespan top blocks and right sidespan top blocks on the left formal supports, the right formal supports, the left temporary supports and the right temporary supports; A30. casting temporary fill concrete in gaps between the left sidespan top blocks and the right sidespan top blocks, and horizontally and temporarily connecting finely-rolled threaded bars with vertical temporary anchoring finely-rolled threaded bars to form a firm and stable structure; A40. performing extension construction on lower left segment blocks and lower right segment blocks of a left sidespan and a right sidespan in sequence by adopting a cantilever method, and respectively anchoring through temporary auxiliary cantilever cables; A50. closing to an adjacent T-constructed cantilever beam; and A60. removing a temporary structure. In the construction method for the non-cantilever sections of the sidespans of the multiplex continuous beam or the steel-constructed beam, special treatment is performed on the two top blocks at the tops of the abutment piers of the adjacent sidespans to form an integral structure which is similar to a No. 0 block, and the non-cantilever section construction is performed on the integral structure like the T-constructed cantilever construction, thereby, the defects generated by adopting the existing construction methods in the past, such as a support method, a bridge girder erection machine hanging method and the like, are overcome.

The invention belongs to the technical field of over line large-span bridge construction, and provides a construction method of a large-span continuous rigid frame beam with a support rotating body without a cast-in-place section in order to solve the problems of large interference on a business line, high construction risk and the like caused by arranging side-span cast-in-place and closure section in the prior art. The over line bridge adopts a construction method that a beam body is casted by adopting a parallel line direction cantilever method or a bracket cast-in-place method and rotatesin place, the conventional rotating body with arranging the side-span cast-in-place section and the closure section is eliminated, the problem of high construction risk above a line or adjacent to anexisting line is avoided, before the beam body rotates, the whole beam body is poured with a support; when a high platform and a low platform are arranged on a side pier, the pouring construction is carried out after the rotating body such as a high bearing platform and the like are in place, the pouring of the low bearing platform is completed before the rotating body construction, but a supportcushion stone needs to be rotated in place and then the pouring construction is carried out. The construction method of the large-span continuous rigid frame beam with the support rotating body without the cast-in-place section overcomes the problems of construction above the existing line or adjacent to the existing line and the like, ensures the operation safety of the business line, reduces theconstruction risk, ensures the construction safety and improves the construction efficiency.

The invention belongs to the technical field of steel truss girder cable-stayed bridge construction in bridge engineering, in particular relating to a quick construction method of a two-tower five-span steel truss girder cable-stayed bridge. By utilizing the quick construction method, the problems that the construction is slow and the final closure mostly influences the closure precision and lineshape of the cable-stayed bridge when the symmetric cantilever method is adopting during the construction of the existing two-tower five-span steel truss girder cable-stayed bridge. The quick construction method of the two-tower five-span steel truss girder cable-stayed bridge comprises the following steps: firstly, simultaneously constructing two main tower columns by the same method, constructing the main tower columns through segmented casting, and simultaneously constructing the steel truss girder in the manner of assembling a single cantilever from side-spanning to mid-spanning through auxiliary spanning; then, carrying out the mid-spanning closure of the two main tower columns; and finally, finishing the bridge deck facility. The construction method ensures quick construction speed and is suitable for constructions of all two-tower five-span steel truss girder cable-stayed bridges.

Provided is a method for producing a fibrous fabric whereby a fibrous fabric having a hard texture can be obtained without using especially thick yarn or producing a high-density fabric which causes a large load in the step of weaving or knitting, or without resorting to any hard-finish resin treatment. The method for producing a fibrous fabric comprises treating a fabric, which mainly comprises nylon fibers, with a treating liquid containing benzyl alcohol. It is preferred that the treatment with the treating liquid is conducted in such a manner that, when the bending resistance of the obtained fibrous fabric is measured by the 45-degree cantilever method in accordance with JIS L1096, the fibrous fabric shows a bending resistance, in the longitudinal and / or transverse directions, of 100 mm or greater.

The present invention provides a method for producing a fiber fabric, which can obtain a stiff fabric without using particularly thick yarns or producing a high-density fabric with a large load in the weaving or knitting stage, and without performing a stiffening resin process. Hand-feeling fiber cloth. The method for producing a fiber fabric of the present invention is to treat a fabric mainly composed of nylon fibers with a treatment liquid containing benzyl alcohol. The treatment with the treatment liquid is preferably performed such that when the stiffness of the fiber fabric is measured according to the 45° cantilever method specified in JIS L1096, the stiffness of at least one of the longitudinal and transverse directions of the fiber fabric is 100 mm or more.

The invention relates to a disassembly and assembly system for optical crystal components, in particular to a cantilever-type disassembly and assembly system for optical crystal components and aims to solve the problem of complicated hoisting operation of the optical crystal components in the conventional laser range complicated environments. The disassembly and assembly system comprises a base, an upright post, a first section cantilever, an intermediate cantilever, a tail end cantilever and a lifting hook, wherein the base is a horizontally arranged rectangular plate body; the upright post is vertically mounted on the upper surface of one end of the base; one end of the first section cantilever is connected with the upper end of the upright post; the other end of the first section cantilever is in rotational connection with one end of the intermediate cantilever; the other end of the intermediate cantilever is connected with one end of the tail end cantilever; and the lifting hook is arranged at the other end of the tail end cantilever. The disassembly and assembly system belongs to the field of optical instruments.

The invention discloses a prestressed concrete variable cross-section box bridge. A horizontal anchoring plate is arranged at a corresponding girder height position of a base plate at a mid-span position. An upper bending anchoring plate is arranged along a box girder from the mid-span to a pier in longitudinal direction above the horizontal anchoring plate. The upper bending anchoring plate, the horizontal anchoring plate and the base plate are integrated from the mid-span to 3L / 8 section area and are separated at other positions. A layer of prestressed base plate cables is distributed in the upper bending anchoring plate, and another layer of prestressed base plate cables is distributed inside the horizontal anchoring plate. Simultaneously, the invention further provides a construction method of the bridge. A hanging basket cast-in-cantilever method is adopted for conducting construction, the upper bending anchoring plate, the horizontal anchoring plate and a box girder section are subjected to cast-in-place cantilever construction, or the upper bending anchoring plate and the horizontal anchoring plate are delayed for a construction stage and are cast in place on a support in a box or a cradle. Excavating rate of cross section of the base plate and a flat bending range of the prestressed base plate cables are reduced, and upward radial component force of upper bending prestressed base plate cables can offset second-phase dead load and vehicle load acting force.

Method for moving a cantilever with respect to a deck of an offshore structure in longitudinal and rotational direction, around a predetermined virtual vertical axis, without providing a fixed vertical rotation shaft, comprising providing an offshore structure with a cantilever movable with respect to a deck of the offshore structure, providing cantilever rails on the bottom side of the cantileverand providing a supporting member or a skid shoe to support the cantilever on the deck, wherein the supporting member or the skid shoe has a top part configured for allowing the cantilever rail to have an angle deviating from the centerline of the skid shoe during rotation of the cantilever.

The invention provides a method for unbalanced load monitoring and overall stability judgment in bridge cantilever method construction, belonging to the technical field of bridge construction. This method installs strain gauges and temperature sensors on temporary consolidation columns or piers of continuous rigid frame bridges, and uses the least square method to obtain the statistical relationship between strain and temperature according to the measurement results of temperature and strain under the condition of no construction load on the bridge. Then, the temperature influence correction is carried out on the strain measured in the construction stage to obtain the load strain, and on this basis, the load imbalance deviation during the construction process of the cantilever method is obtained. Judging the overall stability of the bridge based on the load imbalance deviation. The invention solves the problem of unbalanced load quantification in the cantilever method bridge construction process, and improves the safety of the bridge cantilever method construction.

A space structure multi-plane complex load loading test system and test method belong to the technical field of civil and ocean engineering structure tests. The test system includes the base of the test system arranged on the foundation, the operating platform of the loading system, the hydraulic oil source, the pressurized oil pump, the cooling water tank and the electric control system. The base of the test system is equipped with adjustable reaction columns and multiple independent loading units , One side of the adjustable reaction force column is provided with a cantilever flange fixed end. The upper end of the chord of the specimen is fixedly connected to the fixed end of the cantilever flange of the adjustable reaction force column, the lower end is fixed on the base of the test system, and the struts of the specimen are fixedly connected to the flange connection surfaces of the respective independent loading units. The test system has two loading methods of force control and displacement control, which can realize cyclic loading of single load or load combination, and can be used to carry out fatigue damage tests of space structures, verify the fatigue ultimate bearing capacity, and reveal the fatigue damage mechanism.

The invention relates to a method for constructing and mounting a wide-span cylindrical reticulated shell structure, in particular to a method for mounting a wide-span cylindrical reticulated shell. In the process, a mother arch is installed on the ground by a bulk method at first, and the construction is gradually boosted from one side of the mother arch to the other side during installation; and the extending tail end of the mother arch is lifted by matching lifting equipment so that the height of the extending tail end is always suitable for the requirement of the installation and construction of the ground. After the mother arch is installed, the construction is carried out by a high-altitude cantilevered method and extends and boosts along the axial direction of the mother arch, and other reticulated arches which are adjacent to the mother arch are sequentially installed till the installation of the whole wide-span cylindrical reticulated shell is finished. The installation process uses the lifting equipment, such as hoists, and the like as accessory appliances without erecting a scaffold, is simple and practical and has high reliability, low cost and short construction period.

The invention provides a folding method of a cantilever beam. The folding method comprises the following steps of performing ballast adjustment on a main hull which floats in the water so as to enable the gravity of the main hull to adapt to the gravity of the main hull after the cantilever beam to be assembled is folded in place; dragging the main hull after the ballast adjustment into a dock to be near a vertical wall of the dock; adjusting the water level in the dock so as to enable the main hull which floats in the static water of the dock to be aligned to the vertical direction of the cantilever beam, adjusting the lateral direction of the main hull so as to perform the lateral alignment on the main hull and the cantilever beam and fixing the main hull; enabling the cantilever beam to slide towards the main hull which is fixed at the position of the dock and performing the ballast adjustment on the main hull along with the sliding of the cantilever beam until the cantilever beam slides to a set position in the main hull. According to the folding method of the cantilever beam, the folding accuracy can be improved and the friction damage to the cantilever beam in the sliding process is greatly reduced.

The invention discloses a transverse movement in-position construction method of a cable-stayed bridge. The construction method comprises the steps such as manufacturing and mounting two continuous sliding systems, manufacturing and mounting two anti-overturning systems, assembling main tower structures and girder structures of a main structure of the cable-stayed bridge, dragging the main column structures and bearing structures on their two sides to the two continuous sliding systems by using a traction apparatus, positioning the two anti-overturning systems on two sides of the lower portion of the main structure of the cable-stayed bridge, and transversely moving the main structure of the cable-stayed bridge from a bridge assembly line to a bridge design line. The method has the advantages that the defects of existing cantilever construction method, vertical incremental launching construction method and rotation construction method are overcome, the risk of operation above railways and highways is lowered, the effect on existing buildings or structures under a bridge is maximally reduced, the span of the cable-stayed bridge is not necessarily enlarged so that unnecessary waste is reduced, segmental construction is not required either so that overall transverse movement of the cable-stayed bridge is continually finished in a short time, and thus construction progress and overall construction safety are improved.

The invention provides a construction method for a suspension girder hanger plate and a suspension girder hanger plate structure. The problems that in order to improve the earthquake resistance effect, the whole structure size of a building is enlarged and cost input in the construction process of the building is increased in the prior art are solved; the suspension girder hanger plate structure comprises a weight-bearing mechanism, a plurality of suspension girders and the hanger plate; and the weight-bearing mechanism is arranged on a foundation, the multiple suspension girders are arranged on the weight-bearing mechanism, and the hanger plate is connected with the multiple suspension girders through a pulling mechanism and can move under the effect of the pulling mechanism. According to the construction method for the suspension girder hanger plate and the suspension girder hanger plate structure, earthquake resistance can be better conducted while the input of steel and cement is lowered, wherein more than 60% of the steel materials are saved, and more than 50% of the cement is saved; and the suspension girders and the hanger plate can generate a certain amount of motions along with the motion of the weight-bearing mechanism during an earthquake, and thus hard damage caused by the earthquake is avoided.