214 results about "Seawall" patented technology

Various embodiments of linear electric generators and arrangements thereof are disclosed. One such generator includes a permanent magnetic array with magnets that are oriented such that like poles of the magnets are disposed adjacently to concentrate a magnetic field through a coil array. To enhance the magnetic field distribution, the magnets are affixed under a compressive strain due to repulsive forces resulting from proximity of the like poles. According to another aspect, a plurality of vibrational linear electric generators (VLEGs) can be arranged so that magnets of different VLEGs are oriented so that poles of opposite polarity are disposed adjacently to further enhance magnetic field concentration through coil arrays. In addition, a plurality of wave energy converters can be arranged in very close proximity, at most 8 times a height of a buoyant portion of the converters, to act as a seawall and thereby protect various structures from ocean waves.

In accordance with the present invention, a portable wave-swash & coastal-wind energy harvester, placed on a sea coast in swash zone captures energy contained in coastal waves and in coastal-wind through the utilization of wave turbines, wind turbines, and wave floats. Wave-float levers carrying wave floats and wave turbines, swing and maintain lower halves of wave turbines below water always. A gear system with one-way clutches transmits torque to an alternator to generate electricity. Flywheels maintain steady rotation of alternator shaft. A buoyancy chamber at the bottom produces reduction of weight of the unit when buoyancy chamber is emptied of water, and thereby enhances maneuverability of unit in water. Stabilization tanks at the top when filled with water provide extra weight and stability of the unit in its operating location. Units linked together in an energy farm combine their energy while forming a seawall-like barrier offering protection against coastal erosion.

The invention relates to a storm surge dam overtopping risk early-warning method based on the wind field effect of typhoon processes. The method includes the following steps of 1, establishing a refined storm surge-astronomical tide-coastal wave coupling dam overtopping value forecasting model, and outputting the water level and the wave height of a coastal area; 2, according to the data of a seawall and historical typical typhoons, analyzing to obtain the influence coefficients of different types of seawalls on storm surge dam overtopping; 3, according to the water level and the wave height,which are obtained in step 1, of the coastal area and the influence coefficients, obtained in step 2, of different types of the seawalls on storm surge dam overtopping, obtaining the dam overtopping risk rank of each seawall. Compared with the prior art, the method has the advantages that different types of the seawalls, microtopography and other influence factors on a sea level in the single-typhoon process and under other weather process influences and the multi-typhoon process are considered, and an ADCIRC+SWAN coupling model is adopted, so that dam overtopping value forecasts with high accuracy are achieved.

A seawall element and installation apparatus therefor, the seawall element including an elongated plastic tubular member having a uniform hollow elliptic or oval-shaped cross section and open at each end thereof. The tubular member has a cylindrically-shaped male portion and cavity interlocking arrangement for interlocking two side by side tubular members together by slidable overlapping substantially watertight engagement lengthwise of one tubular member to another. A seawall structure includes a plurality of these seawall tubular members positioned side by side in self-locking engagement to form a row and supported by being supportively embedded into the earth. An elongated cast concrete reinforcing cap extends along and interconnects an upper end portion of each of the seawall tubular members and extends monolithically into each of the tubular member upon deployment. An apparatus for water jetting each tubular member into bottom ground is also disclosed.

A filter assembly for a seawall filters the flow of groundwater through a hole in the wall. The filter assembly includes: (a) a housing containing a flat flange and a perforated conical shell, the shell adapted to extend into the hole with its apex extending toward the landward side, the flange having a seaward side adapted to fit flushly against the seawall, the flange having a landward side connected to the shell, the flange having an opening that defines an open base for the shell; (b) a perforated conical cage having an open base that fits within the shell of the housing; (c) a conical filter element having an open base that fits within the cage; (d) a perforated conical sleeve having an open base that fits within the filter element; and (e) a perforated cap that is removably and flushly fastened to the opening in the flange to secure the cage, filter element, and sleeve within the shell of the housing.

Disclosed is a remote monitor and control system for draining floodgate of a seawall in that movie and audio signals of a draining floodgate are transmitted to a remote place through a communication network and each device can be remotely controlled in the remote place through two-way communications. The remote monitor and control system for draining floodgate of a seawall according to the present invention includes a spot control means, a control means, and a remote control means.

The invention discloses a water jackstone blasting mud displacement embanking method. The method comprises the following steps of: filling water jackstone to a specified position layer by layer, simultaneously arranging cartridge bags in the transverse direction and the side direction of a bank body nearby the mud-stone boundary of the water jackstone and the surrounding sludge, uniformly settling the water jackstone in situ, and implementing mud-stone displacement for multiple times by the cyclic operation of 'filling, blasting and filling' to form a stable bank body foundation. The method is suitable for sludge soft foundation treatment of projects such as seawalls, docks, offshore structures and the like in the absence of onshore construction conditions.

The invention discloses a process method of a coastal wetland ecological revetment technical system for human and environmental needs. The system comprises an ecological dam, a constructed wetland system, a purification pond, and a data monitoring and automatic control system. The method comprises the following main process steps: A) building a dam; B) forming openings in a side slope of the dam, connecting a constructed wetland, forming a natural wetland ecological system in the constructed wetland, and keeping a specific community structure of a coastal wetland ecological system on the wetland; C) leading sewage into the purification pond if a pollution incident happens, and discharging the sewage after treatment in a clear water reservoir, wherein one purification pond is additionally built every 500 meters of the length of a seawall; D) opening a valve on the purification pond to communicate with the constructed wetland if no pollution incident happens to enable the constructed wetland ecological system to be communicated with a natural wetland area and the sea; E) introducing living things into the constructed wetland, and providing a good growing space for the living things so as to form a complete interlaced zone ecological system food web; and F) monitoring related environmental parameters in real time by using the automatic control system.

The invention relates to a seawall and a construction method thereof, and aims to provide a seawall with better stability, taking a large-diameter cast-in-site concrete cylindrical pile as a basis, and a construction method of the seawall, wherein the upper part of the seawall is connected with a caisson platform. The pile bearing caisson seawall comprises the caisson platform positioned on a submarine soft soil foundation in coastal engineering, wherein, the bottom of the caisson platform is equipped with at least two rows of erected bearing piles which are used for bearing the platform and are embedded into sea bottom; and the sides of the caisson platform near sea and land are equipped with the erected bearing piles which are embedded into the sea bottom as well as transverse suppression layers positioned on the top ends of the bearing piles. The seawall and the construction method have the beneficial effects that the bearing capacity and stability of the seawall are improved; and in addition, the caisson platform can be utilized as a construction platform so as to construct according to an overland construction method after construction machinery is placed on the platform, which reduces offshore ship operation and lowers construction cost, thus being capable of being widely applied to coastal dam construction engineering.

An underwater detection apparatus for detecting a target by transmitting and receiving an ultrasound signal is provided. The apparatus includes a replica memory module for storing the typical amplitude evolution of a seawall echo during a predetermined time period as a template-replica beforehand, a correlator module for determining a correlation between the amplitude evolution of an echo signal reflected from the target and the template-replica, a seawall detector module for detecting a seawall position based on the correlation, and a seawall display processor module for displaying the seawall on its position in an indicator.

A seawall element and installation apparatus therefor, the seawall element including an elongated plastic tubular member having a uniform hollow elliptic or oval-shaped cross section and open at each end thereof. The tubular member has a cylindrically-shaped male portion and cavity interlocking arrangement for interlocking two side by side tubular members together by slidable overlapping substantially watertight engagement lengthwise of one tubular member to another. A seawall structure includes a plurality of these seawall tubular members positioned side by side in self-locking engagement to form a row and supported by being supportively embedded into the earth. An elongated cast concrete reinforcing cap extends along and interconnects an upper end portion of each of the seawall tubular members and extends monolithically into each of the tubular member upon deployment. An apparatus for water jetting each tubular member into bottom ground is also disclosed.

The invention discloses a seawall flood season protection structure and a construction method thereof. The seawall flood season protection structure comprises a wave dissipating device, a wave power generation device, a dam and a buffer system. The wave dissipating device is movably connected to a first supporting structure. The first supporting structure comprises two parallel first supports. The two ends of the first supporting structure are fixedly connected to a speed reducing slope and a current stabilization slope through a foundation pile and a first positioning pile correspondingly. The wave power generation device is arranged at the tail end of the first supporting structure. A second supporting structure is arranged at the other end of the first positioning pile. The buffer system penetrates through the speed reducing slope, the current stabilization slope and the dam. The method includes the steps of surveying and setting out, construction of the foundation pile and the positioning pile, construction of the buffer system, construction of the wave dissipating device and the wave power generation device, construction of the second supporting structure and construction of the dam. By means of the seawall flood season protection structure and the construction method thereof, flood season installation protection of seawalls with different lengths and widths can be met, sediment loss is reduced, a good seawall protection effect is achieved, seawater power generation can be achieved, and economical benefits are remarkable.

Harrison hurricane pulse and tsunami duty protective seawalls (HHTPS) are constructed of permanent, heavily steel rebar reinforced concrete, with multiple seawall foundations driven down to ground rock refusal every 30 feet and are normally 140 feet high. These seawalls shall protect many areas that are subject to flooding and / or massive storm pulses such as hurricane Katrina. These seawalls shall protect areas at risk of tsunami waves. Tsunamis are caused by undersea earthquakes, undersea volcanoes, etc. that produce a huge destructive sea wave called a tsunami. These seawalls have the strength on top to allow construction of roads for vehicular traffic. These seawalls protect such locations as New Orleans, La. and adjacent Gulf Coast areas, the Mississippi Gulf Coast, the Texas Gulf Coast and others. These seawalls shall protect such places as Indonesia, and other places that are subject to a tsunami. These seawalls allow sandy or other beaches for humans and sea animals (such as sea turtles). These seawalls function off shore over water to protect small islands from a huge storm pulse or tsunami.

The invention relates to a method for calculating and predicating post-construction settlement of a suspension seawall. According to the method for calculating and predicating the post-construction settlement of the suspension seawall, the accuracy for calculating and analyzing data is improved. According to the technical scheme, the method comprises the steps of a, determining the variable quantity between soil geological parameters before and after the blast action, dividing the soil disturbance range into a plurality of disturbance areas, and determining the strength reduction coefficient f of soil of the different disturbed areas by the blast; b, setting up a whole calculating model of the seawall foundation by a finite difference software FLAC, and dividing finite element meshes according to the soil disturbance range; c, selecting an elastic-plastic constitutive model suitable for saturated soft soil; d, initializing crustal stress calculation, and verifying the reasonability and accuracy of the elastic-plastic constitutive model; e, further conducting numerical calculation, obtaining the relations between the post-construction settlement and time, between the post-construction settlement and loads and the like, analyzing and predicating the post-construction settlement, and summarizing the change law of the post-construction settlement of the foundation soil under the different working conditions.

A seawall silt soft base blasting orienting sliding and moving method comprises the following steps: firstly, stones are threw and filled, when the stones and silt are balanced and cannot naturally sink, double rows of blasting charges are arranged on the silt of certain depth on two sides of a seawall head and a seawall body, blasting is carried on in the outside before inside, seawall head before two sides sequence mode in blasting, at the moment of blasting, negative pressure cavities can generate in slit bags on the two sides of the seawall head and the seawall body due to blasting, stones then collapse into the cavities, and replacement of the silt with the stones is achieved, the cycle is conducted, and the replacement process is continuously pushed forwards until the seawall body is achieved, and design requirements are met. The seawall silt soft base blasting orienting sliding and moving method has the advantages that positioning is accurate; stone dropping effect is good, construction efficiency is high and the like.

The invention discloses a combined type seawall which comprises seawall tubular piles. A row of vertical rigid cast-in-situ large-diameter ribbed seawall tubular piles (10) exposed out of sea level (C) are piled on an outer shallow sea side (A); hydraulic fillers (30) higher than the sea level are filled in the inner sea side (B) of the large-diameter ribbed seawall tubular piles; a plurality of rows of cast-in-situ large-diameter plain barrel seawall tubular piles (20) are piled on the inner sea side (B); the hydraulic fillers (30) higher than the sea level are filled in the areas of rows of plain barrel seawall tubular piles; riprap solid bases (40) of the plain barrel seawall tubular piles and the ribbed seawall tubular piles are arranged above the hydraulic fillers; and the construction method of firstly piling a row of vertical cast-in-situ large-diameter ribbed seawall tubular piles on the shallow sea side, then hydraulically filling in the inner side and then carrying out combined type bases construction on the filled inner side is adopted. The invention has the advantages of small stone consumption, small land occupation area of seawall body, high land utilization rate, short construction period, advanced construction process, obvious environmental protection benefit and the like.

The invention relates to a method for improving coastal saline soil. The method comprises the following steps of building an anti-seepage wall to block seawater from infiltrating, cutting off salt supplement source and coordinating with other measures so as to progressively desalt the coastal saline soil and then change the coastal saline soil into arable land. The anti-seepage wall is formed through the following steps that three rows of grouting holes arrayed in a regular triangle are drilled; cement paste is injected into the grouting holes in turn by a grouting pump; the cement paste permeates a rock-soil layer; the grouting speed is controlled; the permeation distance of the cement paste is guaranteed, so as to ensure that the cement paste injected into adjacent grouting holes is closely connected together; after the cement paste is injected into the rock-soil layer, the cement paste is condensed with the rock-soil layer together so as to form the anti-seepage wall which blocks the seawater from infiltrating. The other measures comprise measures of building a seawall, a brine drainage system and a pipeline irrigation system and applying soil conditioner.

The invention discloses a novel flexible coast protection structure and a construction method of the novel flexible coast protection structure. The structure comprises a mattress tying beam and a wave dissipating platform, wherein the mattress tying beam and the wave dissipating platform are close to the designed water level; the wave dissipating platform is connected with the bottom and the top of a bank slope through a slope and a wave wall respectively; a pebble cushion layer and composite geotextiles are sequentially laid on the lower surface of the slope and the lower surface of the wave dissipating platform. Composite geotextiles and a gravel cushion layer are sequentially laid on the upper surface of the slope and the upper surface of the bottom of the bank slope. A concrete hinged mattress is laid on the gravel cushion layer. The top end of the hinged mattress is connected to the mattress tying beam. The method comprises the steps of prefabrication of concrete ballast block bodies, construction of the mattress tying beam and a bank protection structure above the mattress tying beam, splicing of the concrete hinged mattress, mattress sinking construction and the like. Compared with the existing coast protection technology, the novel flexible coast protection structure has the advantages that the integrity is good, the anti-erosion capability and the coastal erosion deformation adaptability are high, materials are easy to obtain, construction is easy, and maintenance management is convenient; the problem that a traditional rigid seawall bank protector is prone to collapse and damage on the condition of coastal washout deformation can be effectively solved, and a new approach is provided for coast protection.

The invention relates to a seawall safety evaluation method and belongs to the technical field of seawall safety evaluation. The method comprises the following steps that a seawall engineering safety evaluation index system and an evaluation order are established; a composite fuzzy matter element of the seawall evaluation system is determined; a membership degree variable fuzzy set-matter element model is established; an entropy combination weight method is used for determining seawall engineering safety evaluation index weight, namely an entropy combination weight value is determined; a hamming close degree is used for determining a close degree composite fuzzy matter element of seawall safety evaluation; comprehensive evaluation is carried out on seawall engineering safety. The seawall safety evaluation method is explored from a new aspect, case study is carried out, and the feasibility is determined.

A seawall safety real-time assessment method and special device are disclosed, which has at least one alarm device, a computer, a hydrological collection device or storm surge prediction model. The alarm device is used for early warning of seawall overflow or breakwater, the computer is connected with the alarm device. The computer is also connected with the hydrological collecting device or receives the storm surge forecast value. The computer can process the hydrological data collected by the hydrological collecting device or the received tidal level and wave forecast value and decide whether to overflow or break the dike according to the judgment index. The computer controls the alarm device according to the decision result. The invention can carry out real-time evaluation on the seawall safety under the action of the storm surge, realize the prediction and alarm of the seawall safety, and has high alarm accuracy, thereby providing a basis for starting the emergency management workin advance and reducing the loss of the marine disaster.

The invention relates to a pilot shield tunnel which crosses a newly-built seawall and a ground treatment method. The pilot shield tunnel is formed by that a plurality of duct pieces are assembled by bolts in a circumferential mode; the corresponding positions of the duct pieces are preinstalled with consolidated filling injection ports and operating ports of a high-pressure jet grouting pile; a plurality of high-pressure jet grouting piles are arranged at a certain distance from the bottom part of the duct pieces and form a transition layer; a reinforcing layer is formed by the consolidated filling injection in the sludge of the pilot shield tunnel which is formed by the duct pieces; the ground treatment method comprises: a plastic draining board is adopted to carry out ground foundation; the corresponding positions of the duct pieces are preinstalled with consolidated filling injection ports and operating ports of the high-pressure jet grouting pile; when the pilot shield tunnel crosses at the lower part of the foundation of the seawall, the construction of high-pressure jet grouting pile is carried out in the soft soil of a lower horizontal layer of the tunnel through the operating ports of the high-pressure jet grouting pile; the bottom of the high-pressure jet grouting pile enters a holding layer; after the construction of the high-pressure jet grouting pile is completed, consolidated filling injection is adopted at the periphery of the shield tunnel, thus having the characteristics of effectively reducing after-construction settlement of the shield tunnel which encounters the lower horizontal layer of the deep soft soil when crossing the newly-built seawall so as to prevent the tunnel from being tension fracture in the lengthways direction and further have influence of taking and draining water, and effectively improving the transverse forced state of the shield tunnel so as to prevent damage caused by the concentrated force on a single duct piece.

The invention discloses a two-dimensional numerical simulation method of a tsunami wave overtopping process. The method comprises the steps that 1, the numerical water channel element form is determined according to the seawall outline; 2, initial wave height valves needed by wave pushing plate wave making are generated iteratively according to a target wave height of a tsunami wave; 3, through adirectly-discrete continuity equation and N-S equation in a lagrangian form, fluid motion is controlled, and the tsunami wave overtopping process is simulated to obtain the motion form, a flow velocity field and a pressure field of the wave; 4, the output results are calculated to obtain the maximal impact pressure value and the position of the maximal impact pressure value. By means of the method, the whole tsunami wave overtopping process and a changing process of the flow velocity field can be simulated, and the overtopping rate and the overtopping flow velocity of the top of a seawall canbe calculated to obtain the maximal impact pressure point of a seawall body and the position of the maximal impact pressure point.

The invention discloses a tidal flat low-dam high-net ecological aquaculture typhoon-resistant facility. The inner and outer sides of a rod are arranged in a staggered mode; the upper ends of more than one rope are fixed at the upper end of the rod, and the lower ends of the ropes are fixed on a pile; a net is fixed in the middle of the rod; the upper end of the net is fixed on the rod; a stalk is fixed on a mesh at the lower end of the net; the rod, the net with a door and the ropes are connected to form a closed purse net; the lower end of the rod and the stalk are buried in a seawall; the pile is buried in the tidal flat to form a fence; a closed outer purse net which is formed by connecting by an outer rod, an outer net with an outer door and an outer rope is fixed outside the fence in a certain distance; and the lower end of the outer rod, the stalk and the outer pile are directly buried in the tidal flat to form an outer fence. The net is fixed in the middle of the rod, and the pressure of the typhoon on the fence is changed, reduced and lightened, so that the net is uniformly stressed in a disperse mode, slightly deforms and is not torn and blown away by the typhoon due to a bulge in the middle of the net; and by utilizing a double-layer fence, the impact of floating objects can be blocked by the outer fence, the typhoon resistance is improved through the inner and outer fences, the breeding industry is powerfully developed, the shortage of natural resources of marine products is offset, and vitality of the sustainable development of marine economy is increased.

The invention relates to a seawall and a construction method thereof. Reinforced concrete caissons are sequentially connected, tubular piles penetrate through the reinforced concrete caissons, and accordingly a foundation of the seawall is formed. The caisson type high-pile seawall comprises a caisson platform positioned on a seabed soft soil foundation in coastal engineering, carrying piles which penetrate through the caisson platform and are implanted into a seabed are arranged on the caisson platform, and pressing layers are arranged on a sea-adjacent side and a land-adjacent side of the caisson platform. The caisson type high-pile seawall and the construction method thereof have the advantages that carrying capacity and stability of the seawall are improved, the caisson platform can be used as a construction platform, construction can be carried out according to a land construction method after construction machinery is placed on the caisson platform, offshore operation of ships is reduced, construction cost is lowered, and the construction method can be widely applied to constructing costal seawalls.

The invention relates to ocean engineering and discloses a gate type seawall. The gate type seawall comprises a plurality of seawall body structural units (12), wherein each of the seawall body structural unit (12) comprises a pile foundation (1) arranged underwater and a truss (3) arranged above the pile foundation (1), the truss (3) is provided with a support (7) wherein a rotating shaft (6) is arranged, and a gate (5) is arranged on the rotating shaft (6) and is controlled to open and close through a crane (10). The gate type seawall can give consideration to advantages of a solid dyke and a hollowed dyke; the gate is in an opened state under a daily sea state, the gate type seawall is equivalent to the hollowed dyke, can block part of daily moderate seas, has little influence to a tidal current field and cannot increase sediment deposition in ports; and the gate is closed during an extreme sea state, the gate type seawall is equivalent to the solid dyke, can effectively block rough seas generated during the extreme sea state from entering into a port region, thereby ensuring the safety of ships and personnel in the ports.

The invention provides a construction method for cast-in-place of a continuous beam at a turnout junction for a passenger transport line in a seawall area by a false work method. The construction method comprises the steps of processing a foundation, erecting a bracket, pressing the bracket in advance, mounting a support base, mounting a template, processing and mounting reinforcing steel bars, distributing corrugated pipes, casting concrete, constructing prestress, grouting a pipeline and sealing anchor. According to the construction method, the false work is applied to the construction of the continuous beam at the turnout junction of the passenger transport line engineering in the seawall area along the coast, the work procedures of bracket construction and prestress construction are innovated according to the geological conditions and self characteristics of the continuous beam, and by the proving of the practice, the construction of the continuous beam for the passenger transport line in the seawall along the coast achieves good effects, and the acceptance standard of the passenger transport line is met.

The invention discloses a method for comprehensively geographically exploring hidden trouble of seawall engineering. The method includes exploring conductivities a seawall body at the depths of 7.5m and 15m by the aid of ground conductivity meters at exploration intervals of 10m, primarily processing monitoring data and initially locating regions corresponding to points with abnormal conductivity values; acquiring precise images of geological conditions of the regions with abnormal conductivities of the seawall body by the aid of ground penetrating radar and processing the images; analyzing possible reasons for the abnormal conductivities according to the acquired underground images, which are reflected by the ground penetrating radar, of the regions with the abnormal conductivity values, and finding out distribution of abnormal substance layers and local abnormal substances which affect abrupt change of permeability coefficients of the seawall body; rectifying and reforming an embankment with the geological safety hidden trouble. The method has the advantages that the ground conductivity meters are used with the ground penetrating radar, so that merits of instruments can be mined to the greatest extent, shortcomings of the instruments are overcome, the hidden trouble and leakage can be expectedly quickly and effectively explored, and danger can be managed in a targeted manner.

Provided is a breakwater formed of a frame on the front surface of which a number of bent breakwater members stack to thereby prevent the waves or billows from being be flowed into the inner side of a seashore, seawall, harbor, or dock, and induce saving of an installation cost through a simple configuration. The breakwater includes: a frame body having a plurality of supporting frames in which a number of coupling holes arc bored; a number of breakwater members in which combining holes are bored, and the coupling holes and the combining holes arc combined with each other by coupling elements; and front and rear supporters having respective fixing wires, connection linkages and heavy bodies.

The invention relates to a rock rip-rap concrete protection face structure and a construction method thereof. The rock rip-rap concrete protection face structure comprises a plurality of pouring unitsarranged in a matrix. A longitudinal parting seam is formed between every two adjacent transverse pouring units. A transverse parting seam is formed between every two adjacent longitudinal pouring units. The longitudinal parting seams are perpendicular to the transverse parting seams. The longitudinal parting seams and the transverse parting seams are filled with polyethylene panels. Each pouringunit comprises a plurality of small-sized blocky rubbles; a gap is reserved between every two adjacent small-sized blocky rubbles; and fine aggregate concrete is poured into the gaps. The rock rip-rap concrete protection face structure and the construction method have the advantages that the rubbles are laid in a single layer, due to the fact that the small-sized rubbles with high market stock are adopted, the rubbers hardly need to be laid manually, consumed labor is greatly reduced compared with that of rubble pouring laying, the construction period is significantly shortened, thus, the cost is lowered, in addition, the protection face structure of the structure is more stable, and the stability and safety of enclosure seawalls can be protected.