53 results about "Stress diffusion" patented technology

The invention provides a double-sacculus conduit for thrombolysis, comprising a connecting device, a stress diffusion tube, a pushing rod, sacculuses, a conduit top section, an inner tube and a guide wire. The pushing rod is of a hollow structure; the inner tube passes through an inner cavity of the pushing rod and inner cavities of the sacculuses; a far end of the inner tube is fixed with the conduit top section; and the connecting device is provided with a first connector and a second connector. The sacculuses are of a double-sacculus structure and comprise a first sacculus, a second sacculus, a connection conduit tube section which is used for communicating the first sacculus with the second sacculus; the sacculuses are provided with micro-pores so that the first sacculus and the second sacculus can be expanded to form a sealed treating space between the first sacculus and the second sacculus when liquid medicine is introduced into the second connector; and the liquid medicine can enter the sealed treating space through the micro-pores. According to the double-sacculus conduit for the thrombolysis, the medicine feeding efficiency of medicaments can be improved.

The invention discloses to a method for quickly treating thick soft earth foundation. The method for quickly treating thick soft earth foundation does not need to wait for the curing of sludge surface before the subsequent construction processes with manual effort or mechanical equipment by utilizing bamboo grids, and the characteristics of comparatively small specific gravity and certain strength of bamboo grids, and the method also can synchronously impose pre-pressing load and dynamic load to prevent the formation of hard and thin shell layer of the earth layer to be treated in a short time during the pre-pressing process, thus guaranteeing that the pre-pressing load and the dynamic load can be effectively transmitted to the soft earth layer in the lower part to finally form a flaky super-solid hard shell layer. Meanwhile, the close combination of the hard shell layer and the bamboo grid increases the rigidness of a bottom board and the stress dispersion effect of the hard shell layer, thereby ensuring that the processing of the soft earth foundation can meet the requirements on construction settlement and loading in a short time.

The invention discloses a dispersed cable saddle structure for a bridge, comprising a saddle bow (1), a saddle component and a pad stone (3); the saddle bow (1) is supported on the pad stone (3) through the saddle component; the saddle component comprises an upper support base plate (4), a middle lining plate (5) and a lower support base plate (6); a cylindrical surface sliding plate (7) is arranged between the upper support base plate (4) and the middle lining plate (5) in cylindrical fit; a plane sliding plate (8) is arranged between the middle lining plate (5) and the lower support base plate (6); the saddle bow (1) is fixed on the upper support base plate (4); and the lower support base plate (6) is fixed on the pad stone (3). The invention overcomes the defects of the traditional saddle through the design of the saddle bow supporting structure, thereby having the characteristics of safety and reliability, flexible rotation, rational stress spread, convenient regulation and convenient maintenance.

The invention relates to a method for dike side slope two-dimensional safety and stability analysis taking shield pass-through influences into consideration. The method for dike side slope two-dimensional safety and stability analysis includes the steps that based on the stress dispersion principle, a stress dispersion angle of shield thrust in a dike foundation is acquired, the range of influence, namely the reinforcement range of shield construction is determined according to the reinforcement position of an excavation face which is most unfavorable to dike safety and stability, the range of influence is divided into a plurality of stripes in the longitudinal direction of a dike, and each stripe is divided into a plurality of soil stripes; based on the Mindlin principle, through numerical integration, additional gliding thrust transmitted by shield extrusion on the slip circle position of each soil stripe on each stripe is acquired, and the additional gliding thrust is applied to one certain stripe through arithmetic averaging; finally, according to a two-dimensional plane limit equilibrium method, dike side slope safety and stability coefficients can be calculated and analyzed, comparison is conducted according to relevant design standards and initial dike safety and stability, and therefore the influences of shield construction on dike safety and stability can be scientifically, quantitatively and reasonably evaluated.

The invention relates to a soft soil foundation treatment reinforcement method which is characterized by comprises the following steps: a layer of grid-shaped bamboo raft with geotechnological weavedcloth below is paved on the surface layer of the soft soil; after the bamboo raft with the geotechnological cloth is paved, bamboos with certain length are inserted into the soft soil along the frameof the bamboo raft, wherein the upper ends of the bamboos are tightly and fixedly connected with the bamboo raft, so that the bamboo raft to be hammered into a soft soil layer, in a frame shape; the frame-shaped bamboo raft is firstly taken as a work cushion for the soft soil foundation treatment; a layer of geotechnological cloth, a horizontal drainage body and a sand stone layer are arranged atthe upper side of the work cushion in sequence from bottom to top, wherein the horizontal drainage body is buried with a horizontal drainage pipe and a vertical drainage body which is inserted into the soft soil layer so as to conduct soft soil drainage consolidation treatment; and the sand stone layer consists of medium-coarse sand or rubble, gravel. The soft soil foundation treatment reinforcement method has the advantages of short foundation treatment period, uneven settlement resistance, good compressive stress diffusion effect, less post-construction settlement, high bearing capacity, lowcost, environmental protection, energy conservation, realization of renewable resources and the like.

The invention relates to a display panel and a display device. The display panel includes an array substrate and a light emitting structure arranged on the array substrate. The light emitting structure includes a first electrode, an organic light emitting layer formed on the first electrode, and a second electrode. The organic light emitting layer includes pixels and a pixel defining layer arranged between adjacent pixels. The light emitting structure further comprises a plurality of support columns and a plurality of buffer structures. Each support column is independently disposed on a surface of the pixel defining layer facing the second electrode, and each buffer structure is correspondingly disposed on a surface of the support column remote from the pixel defining layer. The display panel and the display device can effectively reduce the damage to the luminescent structure layer on the supporting pillar when the display panel is subjected to external impact, can effectively disperse and absorb the instantaneous increased stress on the display panel, increase the impact resistance of the screen, achieve the purpose of protecting the film layer structure under the impact of external force and improve the stress diffusion ability.

The invention discloses a method for isolation correction of a roadbed for the bridge piers of a high-speed railway on the premise of protection of surrounding existing buildings. According to the method, before correction of the bridge piers of a high-speed railway, a barrier structure is longitudinally arranged at the lateral excursion side of the roadbed for the bridge piers of the high-speed railway along the railway and between an existing building and the roadbed for the bridge piers, and the barrier structure can prevent stress produced in construction of jet-grouted piles from transmitting to the foundation of the existing building; and then high-pressure jet-grouted piles are used for correction of the bridge piers of the high-speed railway. The method has the advantages of simple structure and convenient application; and since a row of the barrier structure capable of preventing stress produced in construction of jet-grouted piles from transmitting to the foundation of the existing building is arranged between the roadbed for the bridge piers and the existing building, damage to the foundation of the existing building caused by stress diffusion in the process of construction of the high-pressure jet-grouted piles is effectively avoided.

The invention discloses a spine prosthesis based on 3D printing and a making method thereof. The spine prosthesis comprises supporting frames, hollowed-out structures and fixing parts; each supportingframe is of a cavity-type main body stress structure formed by multiple transverse beams and longitudinal beams, each transverse beam comprises an upper bearing beam, a lower bearing beam and a middle transverse beam body, the upper bearing beams and the lower bearing beams are matched with the centrum surfaces in contact with the upper bearing beams and the lower bearing beams in dissection shape respectively, multiple longitudinal beams are distributed between the upper bearing beams and the lower bearing beams, and the middle transverse beam bodies are connected among the longitudinal beams; the hollowed-out structures are non-main-stress parts distributed among the supporting frames. According to the spine prosthesis, the upper and lower bearing beams are required to be designed in reference to the dissection shapes of the adjacent upper and lower centrum surfaces and completely attached to each other during installation, conical fixing spine structures are evenly distributed, theholding force is reinforced, and accordingly fixing is more stable; the main body structure is a waisted structure and is beneficial to effective conduction of a load and stress diffusion. The cavitydesign and opening design are adopted for the interior of the supporting frame, the supporting frame is used for containing the bone tissue, and synostosis of the upper and lower centrums is promoted.

The invention discloses a percutaneous transluminal coronary angioplasty (PTCA) balloon catheter, which comprises a push rod, a balloon, an internal tube, a developing mark, a stress diffusion tube and a connecting device, wherein a plurality of bumps are arranged on the outside surface of the balloon. The outside surface of the balloon of the PTCA balloon catheter provided by the embodiment of the invention has a plurality of bumps, so that the bumps can tightly adhered onto the blood vessel walls of blood vessels at lesions in an interventional treatment operation to provide enough friction to prevent the balloon from sliding and displacing in or after expansion; and thus, the operation is safe and stable.

The invention discloses snowflake steel sheet piles and a machining and construction method thereof. Each steel sheet pile comprises a pile body, supporting plates located at the upper end of the pilebody and a pile cap located at the top end of the pile body. The snowflake steel sheet piles are built in sections, and steel plates are laid on the steel sheet piles after building the snowflake steel sheet piles to enable pile groups to be connected integrally. Compared with the prior art, the snowflake steel sheet piles and the machining and construction method thereof have the advantages that(1) the bearing capacity of pile shafts is increased by the snowflake pile bodies; (2) the whole stiffness of the steel sheet piles is enhanced by an axisymmetric star design, and pile deformation iscontrolled effectively; (3) the arranging positions of the supporting plates conform to the law of stress diffusion of soil around the piles to be conductive to enabling the pile shafts to be stressed fully and enable the pile shafts to reach a small settlement; (4) the snowflake steel sheet piles are built at the bridge head of a highway bridge which is opened to traffic, the steel plates are laid at the tops of the piles, and differential settlement of the bridge head can be effectively controlled; and (5) the steel sheet piles are built in sand soil and soft soil areas by a crane, the steel plates are laid on the steel sheet piles, heavy machinery can enter quickly, the construction period is shortened, and the engineering efficiency is improved.

The invention discloses a novel balloon dilatation catheter for cardiovascular disease treatment in the field of medical instruments. The novel balloon dilatation catheter comprises a balloon, an inner tube, an outer tube, development marks, a stress diffusion tube and a connecting device. The balloon is divided into five segments including a first cone segment structure, a second cylinder structure, a second cone segment structure, a second cylinder structure and a third cone segment structure in sequence from the distal end to the proximal end. According to the novel balloon dilatation catheter, for the overall structure of the balloon, the diameter of the first cylinder structure is small, and the diameter of the second cylinder structure is large, so that it is avoided that when a dilatation operation is performed, the distal end of a bifurcation lesion blood vessel is dilated excessively, and consequently the blood vessel is damaged, or the proximal end of the bifurcation lesion blood vessel is not dilated sufficiently, and consequently the effect of the dilatation operation is affected, the adherence effect is better, and the probability of occurrence of postoperative thrombus or restenosis is reduced; by adopting the segmental structure design, the blood vessel or lesion penetrating performance of the balloon dilatation catheter can be improved.

The invention belongs to the technical field of in-situ testing equipment for civil engineering and relates to a joint testing device for non-metallic anti-floating anchor multi-interface shear stress. A locking anchor is installed on a stress diffusion tray and is connected to an anchor rod body. A first through steel pad, a load sensor, a second through steel pad, a through jack and a third through steel pad are orderly installed under the stress diffusion tray. A self-made displacement test device is bonded to the anchor rod body, and the through reaction beam is placed I-shaped steel support beams at two sides of the anchor rod body. The self-made displacement test device and an anchor fixed body exposed surface are equipped with a fiber grating displacement meter, three self-compensating micro-FBG strain sensor strings are in an arrangement form of a dense upper side and a sparse lower side. The device has the advantages of a simple structure, high testing precision and high operability, a numerical result is direct and accurate, and the non-metallic anti-floating anchor multi-interface shear stress can be obtained, and the applicability and feasibility are high.

The invention discloses a dispersed cable saddle structure for a bridge, comprising a saddle bow (1), a saddle component and a pad stone (3); the saddle bow (1) is supported on the pad stone (3) through the saddle component; the saddle component comprises an upper support base plate (4), a middle lining plate (5) and a lower support base plate (6); a cylindrical surface sliding plate (7) is arranged between the upper support base plate (4) and the middle lining plate (5) in cylindrical fit; a plane sliding plate (8) is arranged between the middle lining plate (5) and the lower support base plate (6); the saddle bow (1) is fixed on the upper support base plate (4); and the lower support base plate (6) is fixed on the pad stone (3). The invention overcomes the defects of the traditional saddle through the design of the saddle bow supporting structure, thereby having the characteristics of safety and reliability, flexible rotation, rational stress spread, convenient regulation and convenient maintenance.

The invention discloses a device for studying a stress absorbing interlayer stress diffusion property of a composite pavement, which comprises a shell, a sample testing mechanism, a deformation testing mechanism and a shear applying mechanism, wherein the sample testing mechanism comprises a bed course, a cement concrete layer, a stress absorbing interlayer and an asphalt overlay; the deformation testing mechanism comprises a vertical deformation measuring instrument and two pairs of horizontal deformation measuring instruments; one pair of horizontal deformation measuring instruments is used for measuring the horizontal deformation of the asphalt overlay; the other pair of horizontal deformation measuring instruments is used for measuring the horizontal deformation of the cement concrete layer; the vertical deformation measuring instrument is used for measuring the deformation of the sample testing mechanism in the vertical direction; the shear applying mechanism comprises a pressure pump, a shear bar and a pressure head of the shear bar; the pressure pump is fixed on the shell, the shear bar is connected with the pressure pump and is connected with the pressure head of the shear bar; reserved cracks are formed in the cement concrete layer. The device provided by the invention is simple in structure, easy in operation, low in cost and the device can realize the quantitative assessment of the stress absorbing interlayer stress diffusion property.

The invention discloses a drug conveying device, comprising a feeding rod, a balloon, an internal tube, a developing mark, a stress diffusion tube and a connection device, wherein a groove is arranged on the surface of the balloon, and a plurality of micropores internally communicated with the interior of the balloon are arranged in the groove. The drug conveying device can be used for directly treating stenosis in a stent or be used for conveying drug to vessels, which are subjected to balloon dilation operation or stent implantation operation. Oriented release of the drug to vascular walls can be realized without the help of any drug coating, so as to repair vascular endothelial injury and restrain hyperplasia of vascular smooth muscle cell. Furthermore, the drug conveying device can be dismounted from a human body after the operation, so as to avoid blood cohesion at vascular pathological change. Therefore, the possibility of vascular restenosis is reduced.

The invention provides a control method of impact load and thickness of soft clay covering layer for soft clay ground processing; a characteristic value of soft clay bearing capacity is firstly determined, and a stress action range on a soft clay surface is computed according to the initial thickness and a stress spread angle of the soft clay covering layer, and then a first impact load value is computed; second, the characteristic value of soft clay bearing capacity and the stress spread angle of the soft clay covering layer are changed, a second impact load value is computed, until the maximum value of the impact load is obtained; finally, the final control thickness of the soft clay covering layer is computed according to the maximum value of the impact load and the corresponding characteristic value of soft clay bearing capacity in a reverse way. The method has simple operation, can accurately compute the impact load and the thickness of soft clay covering layer, holds the pass ofkey problems of construction quality and ensures dynamic consolidation of the soft clay ground to be successful, so as to reduce the engineering cost of the soft clay ground and better protect original vegetation or topography.

The invention discloses an auxiliary loading device for simulating stress diffusion effects of a pavement layer and an application method. The auxiliary loading device comprises a load distribution system, a load transfer system and a viscoelastic contact simulation system, wherein the load transfer system comprises a plurality of load transfer devices; and the load transfer device comprises a connecting roof, a force transfer spring with a different stiffness coefficient, a hinged bottom plate, a connecting chute and a connecting sliding bar. The application method based on the above auxiliary device comprises steps: (1) the stiffness coefficient of each force transfer spring is determined; (2) the auxiliary device is assembled; and (3) fatigue loading is carried out. According to the auxiliary loading device for simulating the stress diffusion effects of the pavement layer and the method, the diffusion effects of the pavement layer on the fatigue load can be well simulated, a test condition is simplified, the fatigue test result obtained based on the auxiliary loading device can well consider the influences of pavement stress diffusion effects on the test result, and the obtainedtest result is made to be closer to the actual operation condition.

The invention relates to the field of transportation, and aims to provide a fender structure for an offshore mobile platform. The fender structure for the offshore mobile platform comprises more than three transverse plates, vertical plates, two end plates, a top sealing plate and a top plate, wherein the transverse plates are parallel to one another, and are shaped into isosceles trapezoids; the end plates are welded to the side edges of the same sides of the transverse plates; the vertical plates are arranged between the adjacent transverse plates, which are rectangular, are perpendicular to the transverse plates, and are arranged at equal distances; the vertical plates on the two sides of the same transverse plates are mutually aligned. The fender structure for the offshore mobile platform has the beneficial effects that a steel frame structure formed by welding the transverse plates, the vertical plates, the end plates and the top sealing plate is adopted for a base of the fender structure, and the steel plates are staggered to realize supporting and stress diffusion functions; the top plate arranged at the top end is made from an ultra-high molecular weight polyethylene material which is linear engineering thermoplastic with high comprehensive performance.

A medical device, i.e., an acetabular surgical implant, for a segmental acetabular defect with pelvic discontinuity that is installable and fully functional without any need for any intermediary implant such as a surgical cage or a surgical shell. The surgical implant includes a hemispherical cup with a plurality of equidistant apertures extending through the cup, and a ribbed, elongated stress-diffusion element, i.e., a stem, extending from the cup. The stem is formed to extend from and be oriented with respect to the cup based on whether the surgical implant is to be used on a left side of the patient, i.e., a left acetabulum, or a right side of the patient, i.e., a right acetabulum, for reconstruction of the segmental acetabular defect.

The invention discloses a method for predicting the subsidence amount of an ultra-long pile group by using a stress dispersion mode. The method comprises the following steps that the additional stress of each soil layer in the thickness range of a compressed layer, in which the stress dispersion is considered, of the ultra-long group pile is calculated; the additional stress is compared with early-stage consolidation pressure, a corresponding soil layer compression amount calculation formula is selected according to the comparison result of the additional stress and the early-stage consolidation pressure to carry out compression amount calculation, the compression amount is calculated according to a layerwise summation method, and then the subsidence amount of the ultra-long pile group is predicted. The method has the advantages that influences of soil body stress history such as natural deposition of a soil body and deep foundation pit earthwork on ultra-long pile group subsidence are fully considered, the peripheral area of the pile group serves as a reference, additional stress is calculated from the soil layer where a pile body takes into account stress diffusion, the compression amount is calculated according to the layerwise summation method, the calculation process is simplified, and the process that a complex formula is used for calculation is avoided; the difference between a calculation result and the actually measured subsidence is small, the calculation result does not need any empirical correction, and the method can be conveniently applied to practical engineering.

The invention discloses a non-equal-thick wall surface fork-shaped ring stress diffusion structure and a design method thereof, and belongs to the technical field of aerospace storage tanks. The fork-shaped ring stress diffusion structure is of an axisymmetric structure, and is mainly structurally characterized in a sectional configuration of the structure, wherein the sectional configuration mainly comprises a Y-shaped transition zone, a weld joint heat affected zone and a cylinder section zone. The non-equal-thick wall surface fork-shaped ring stress diffusion structure adopts a double-sidedstress homogenization method to determine the structural parameters of the sectional thickness, the axial stress of a weld zone is very uniform after optimization and is close to a pure axial tensionstate, and the load capacity of the storage tanks is greatly improved compared to the traditional design. The non-equal-thick wall surface fork-shaped ring stress diffusion structure and the design method thereof have the advantages that the problem of original weld design defects is solved, the problems of deformation coordination and stress effective diffusion of the novel composite structure of 'large-diameter fork-shaped ring, abnormal ring weld joint and large-diameter-thick-ratio cylinder wall' are creatively solved, and the structural design of the large-diameter launch vehicle storagetank fork-shaped ring structure is achieved.

The invention discloses a computing method for pressure of a cement soil mixed material replacement cushion. The method comprises a cushion layer, a first pressure box, and a second pressure box. The first pressure box and the second pressure box are respectively arranged on two ends of the cushion layer. Compared with lime soil whose mechanical characteristic is similar to a cement soil mixed material, the cement soil mixed material has relatively higher foundation capability. At present, in practical engineering, a standard value of maximum foundation soil bearing capacity of 1:9 cement soil is 230 kPa, and the bearing capacity is amount to 3:7 lime soil level. The cement soil mixed material has good stress diffusion ability, and the stress diffusion ability is little influenced by replacement thickness, and the cement soil mixed material has relatively low requirement on substratum foundation soil bearing capacity.

The invention provides a teaching aid for calculating bearing capacity of pile group foundation according to physical deep foundation method. The teaching aid comprises a bearing platform, a foundation soil plate, a foundation model and four stress diffusion assemblies. The foundation model is a cuboid. The bearing platform and the foundation soil plate are respectively fixed on the top surface and the bottom surface of the foundation model. The lower surface of the bearing platform is provided with four mounting troughs. The positions of the four mounting troughs correspond with four top sides of the foundation model. Each stress diffusion assembly comprises a reel and a reel surface. The reel surface is trapezoidal. The upper bottom side of each reel surface is fixed in the mounting trough, and the lower bottom side is fixedly connected with the reel. The dimension of the reel is smaller than that of the mounting trough. The foundation soil plate is provided with reel fixing positions. The teaching aid simulates stress diffusion of a physical deep foundation through four stress diffusion assemblies. The reel surface is a stress diffusion surface in which an angle between each side at the top of a pile side and the horizontal direction is alpha. The force bearing condition of the pile group foundation is simulated through a physical model, thereby facilitating understanding by the student, improving teaching effect and shortening teaching time.

The invention discloses a self-protecting medicine cored wire material for a large-scale hot-forging die sandwich layer and a preparation method thereof. The medicine cored wire material is prepared from the following chemical components of the medicine core in percentage by mass: 0.24 to 0.4 percent of carbon contents, 0.2 to 0.6 percent of silicon contents, 0.8 to 1.2 percent of managanese elements, less than or equal to 0.02 percent of phosphorus contents, less than or equal to 0.02 percent of sulfur content, 1.8 to 2.5 percent of chromium elements, 1.8 to 2.5 percent of nickel elements, 1.2 to 1.6 percent of molybdenum contents, 13 to 18 percent of vanadium contents, and the balance of iron and impurities. The invention provides the self-protecting medicine cored wire material for the large-scale hot-forging die sandwich layer, so that under a high-temperature reloading extreme operating condition of the sandwich layer material, the elastic deformation and the stress diffusion ability of the sandwich layer are improved, the bonding strength of the sandwich layer and a steel casting mould base body as well as a transitional layer is increased, and the molding quality and the welding technology of the sandwich layer are better.

The invention relates to a power transmission tower main material joint strength determination method; the main materials are connected through bolts and connecting plates; the determination method comprises the following steps: calculating a main material joint segment length so as to obtain a reduction coefficient; considering bolt shearing effect, and determining one side shear capacity and one side extruding carrying capacity of the single bolt; utilizing a pole stress diffusion angle to determine a stress diffusion distance, a stress diffusion width, and the width between a stress diffusion edge and the center; determining effective width and net area of the connecting plate, and determining net areas of inner and outer steel-clad so as to calculate the main material joint intensity; calculating the number of the connecting bolts, specifications of the inner and outer steel-clad, and the specifications of the connecting plate, thus determining a final main material connecting form. The power transmission tower main material joint strength determination method can effectively simulate member real force bearing conditions; sketch maps are provided, so the calculating formula is simple and understandable, and the design people can conveniently carry out pole calculation.

The invention discloses a heat treatment process of hot work die steel. The hot work die steel comprises the following chemical components including, by weight, 0.4%-0.85% of C, 2.6%-3.3% of Cr, 4.1%-4.2% of Mo, 5.2%-5.5% of W, 0.65%-0.95% of V, 0.3%-0.35% of Mn, 0.7%-1.3% of Ni, 0.36%-0.52% of Cs, smaller than or equal to 0.01% of S, smaller than or equal to 0.005% of P and the balance Fe and inevitable impurities. The heat treatment process comprises a first-order temperature rising and returning step, a second-order temperature rising and returning step, a third-order temperature rising andheat preservation step, a cooling step, a copious cooling step and a tempering step. According to the heat treatment process, the hot work die steel with the optimized components is adopted for multi-stage temperature rising and returning treatment, the effect of uniform thermal stress diffusion is achieved, pressure maintaining cooling, copious cooling and tempering are combined, the impact toughness and the high-temperature stability can be considered while the high-hardness requirement of the die steel is met, and the comprehensive mechanical property is greatly improved.

The invention discloses a method and device for obtaining the pile-soil bearing ratio of a composite foundation. The method comprises the steps that basic parameters for calculating the pile-soil bearing ratio of the composite foundation are drawn up; establishing a three-dimensional finite element model of the composite foundation according to the prepared basic parameters; the additional axial force of the pile top elevation cross section of the concrete pile is solved; the additional axial force of the pile top elevation cross section of the inter-pile soil is solved; and according to the additional axial force of the pile top elevation cross section of the concrete pile and the additional axial force of the pile top elevation cross section of the soil between the piles, the pile-soil bearing ratio of the composite foundation is calculated, and the pile-soil bearing ratio of the composite foundation is determined. According to the method, a mechanical model of the composite foundation is established by adopting a three-dimensional finite element method, the stress diffusion effect of soil between piles and the stress transfer rule of concrete piles are simulated according to the load level of the foundation, and a more accurate pile-soil bearing ratio calculation result is obtained through three-dimensional finite element numerical analysis.

The invention provides a visualized test device and method for calculating the width of a model pile. The device is mainly composed of a model box, model soil, the model pile, a high-speed particle camera, a bolt, a fastener, a steel rod and displacement marks; and the model box is a transparent box body composed of a steel structure and acrylic, the model soil has similar physical and mechanicalindexes with prototype soil, and the model soil and the model pile are distributed in the model box. The displacement marks are distributed on the surface of the model soil at a certain angle, the bolt and the fastener cooperate with the steel rod to form a mini scaffold used for erecting detection equipment, and the high-speed particle camera is erected right above the model soil body. Compared with an existing test device and test method, overlapping of the visualized test device and method for calculating the width of the model pile is convenient and flexible, stress diffusion of the soil body can be quantitatively analyzed according to a similar principle, the calculated width of the pile body is obtained by calculating, and the visualized test device and method for calculating the width of the model pile can be widely used in the study of pile-soil interaction under different site slopes, soil properties or geometric dimensions of pile bodies.

The invention relates to the field of transportation, and aims to provide a fender structure for an offshore mobile platform. The fender structure for the offshore mobile platform comprises more than three transverse plates, vertical plates, two end plates, a top sealing plate and a top plate, wherein the transverse plates are parallel to one another, and are shaped into isosceles trapezoids; the end plates are welded to the side edges of the same sides of the transverse plates; the vertical plates are arranged between the adjacent transverse plates, which are rectangular, are perpendicular to the transverse plates, and are arranged at equal distances; the vertical plates on the two sides of the same transverse plates are mutually aligned. The fender structure for the offshore mobile platform has the beneficial effects that a steel frame structure formed by welding the transverse plates, the vertical plates, the end plates and the top sealing plate is adopted for a base of the fender structure, and the steel plates are staggered to realize supporting and stress diffusion functions; the top plate arranged at the top end is made from an ultra-high molecular weight polyethylene material which is linear engineering thermoplastic with high comprehensive performance.