55 results about "Uplift pressure" patented technology

The invention relates to a high-impermeable anti-floating pile raft structure. The high-impermeable anti-floating pile raft structure is characterized in that a pre-stress hollow tube section is arranged at the upper portion of a bored pile, the pre-stress hollow tube section is concentric with the bored pile, a reinforcement cage of the bored pile penetrates through the pre-stress hollow tube section and extends into a raft foundation to be connected with a raft inner reinforcing steel bar, an inner connection rib is arranged on the inner side of the pre-stress hollow tube section, and a sand cushion layer and a gravel blind ditch are laid at the upper portion of foundation soil. The raft foundation is sequentially provided with a horizontal water-resisting layer, a cemented soil board and a reinforced concrete raft board from bottom to top. A foundation pit support pile and a wall body of a side wall of a basement are fixedly connected through reinforcing rib materials. The high-impermeable anti-floating pile raft structure can enhance the integrity and strength of an upper portion structure, can reduce uplift pressure of underground water and can fully utilize waste slurry of the bored pile to achieve waste utilization. The pre-stress hollow tube section is arranged at the top of a pile body, so that a pile cutting work process of the bored pile is removed, and the construction efficiency is improved. The invention further discloses a construction method of the high-impermeable anti-floating pile raft structure.

The invention discloses a cofferdam semi-enclosed type foundation pit without interrupting water conveying during canal lining restoration and a method. The foundation pit is characterized in that a water canal (1) comprises lining plates (2) laid in the water conveying direction and oblique canal slopes (3) symmetrically arranged along the lining plates (2); a cofferdam (4) is arranged on the water canal (1); the cofferdam (4) is located on one side of the water canal (1) and fixed to the canal slopes (3); the lower portion of the cofferdam (4) and the water canal (1) form a fastland foundation pit body (5); the cofferdam (4) is of a modular buoyancy tank steel structures; and exhaust and water drainage structures (4.1) are arranged in the cofferdam (4). The defect that in the prior art, cofferdams can cause damage to canal structures is overcome, and the foundation pit has the advantages of being greatly reducing flood peak in the foundation pit and effectively reducing uplift pressure borne by lining in the foundation pit.

A filter cleaning apparatus 1 is a device designed exclusively for cleaning a cartridge filter used in a fluidized bed granulator. A cleaning liquid 10 is reserved in a processing container 2. In the processing container 2, a cartridge filter 3 is placed in the state of being immersed in the cleaning liquid 10. The filter 3 is so disposed as to be capable of rotating around a rotational axis line O that is substantially horizontal in the processing container 2. Air nozzles 8 are disposed below the cartridge filter 3. An uplift pressure of bubbles rising out of the liquid into the atmosphere is added to a bubble flow BF jetted from the air nozzles 8. As a result of the synergic effect of the jet pressure of the bubble flow BF and the uplift pressure, the filter 3 rotates in an efficient way, leading to an improvement in cleaning efficiency.

The invention provides a device and method for measuring a sedimentation deformation field of a hydrate reservoir. The device for measuring the sedimentation deformation field of the hydrate reservoircomprises a natural gas hydrate reservoir simulation reaction still, a fluid supply and control module, a mining process simulation module and an optical fiber sedimentation deformation field sensingmodule. The device and method are a device and method for simulating the sedimentation deformation field of the hydrate reservoir based on a Brillouin time domain analysis technology, high-pressure and low-temperature conditions under which a hydrate is generated are simulated, and the hydrate-containing simulated reservoir is formed; certain overburden pressure conditions and mining conditions can be simulated, and the sedimentation deformation rule of the hydrate reservoir in the longitudinal direction is observed; and the sedimentation deformation rule of the hydrate reservoir in the longitudinal direction under the condition that a certain uplift pressure exists on an underlying stratum can also be simulated. According to the device and method for measuring the sedimentation deformation field of the hydrate reservoir, simulated measurement of the sedimentation deformation of the deep hydrate reservoir is achieved, the deformation characteristics of the whole deformation field canbe obtained, and the device and the method are of great significance in evaluating the occurrence and development of an engineering qualification risk and the influence of the engineering qualification risk on mining.

The invention discloses a testing device for measuring the hydrodynamic gap pressure of bottom plates of a plunge pool. The testing device comprises the plunge pool and pressure sensors, wherein the plunge pool comprises a box, a testing section and non-testing sections; the box can move along the direction of water flow; the testing section is arranged at the bottom of the box; according to the non-testing section, transverse seams are formed in the bottom of the box and between the upstream and downstream ends of the testing section respectively; a lining plate is arranged between the testing section and the bottom of the box; a bottom seam is formed between the lining plate and the testing section; the pressure sensors pass through the lining plate and enter the bottom seam. According to the testing device, a transverse distribution rule of the hydrodynamic gap pressure can be obtained, and a longitudinal distribution rule of the hydrodynamic gap pressure can also be tested; the influence on the hydrodynamic gap pressure caused by water filled from the transverse seams and longitudinal seams is comprehensively considered; the influence on the hydrodynamic gap pressure caused by different sizes of uplift pressure is considered; the hydrodynamic gap pressure of the transverse seams or the longitudinal seams under different extents of water-seal inactivation can be measured; the deformation of concrete bottom plates can be simulated, and the device more accords with actual engineering.

The invention relates to a gravity concrete faced rockfill dam and a construction method thereof, and belongs to the technical field of water conservancy projects. The gravity concrete faced rockfill dam comprises a concrete panel, a cushion layer, L-shaped thick plates, a rockfill concrete area and other components. The concrete panel is laid on the upstream face of the upstream side of a dam body, and the cushion layer is arranged on the downstream side of the concrete panel. The downstream side of the cushion layer is the rockfill concrete area, the L-shaped thick plates are arranged at a certain interval along the dam height and can be horizontally arranged, the plate ends face the downstream position and go deep into the rockfill concrete area, the other ends of the L-shaped thick plates are big head ends and face the upstream position, and the concrete panel is supported. The downstream side of the rockfill concrete area is a main rockfill area and a secondary rockfill area, and the function of restraining deformation of the rockfill concrete area is achieved. A drainage gallery is located in the rockfill concrete area, upstream seepage water of the dam body and a dam foundation is discharged, the uplift pressure of the dam foundation is reduced, and stability of the dam body is improved. According to the gravity concrete faced rockfill dam and the construction method thereof, the beneficial effects of a gravity dam and the concrete faced rockfill dam are fully utilized, the deformation of the panel is reduced, the probability of panel damage is reduced, and safety of the high concrete faced rockfill dam is ensured.

The invention relates to a construction method for adjusting steel plate embedded parts to reach design and construction accuracy. The construction method comprises following steps: welding four screw rods in the vicinity of four right-angle positions under a pre-embedded steel plate having a pre-embedded steel plate anchor bar when each pre-embedded steel plate is installed; first screwing leveling nuts to each rotary screw rod and penetrating into sleeves; welding sleeves with sleeve fixation rebars; anchoring sleeve fixation rebars to a fundamental plane prior to installation of the pre-embedded steel plate; measuring and adjusting each leveling nut such that the elevation of top surface and horizontal plane accuracy of the pre-embedded steel plate satisfy the design requirement; and ultimately, screwing clamp nuts and fixing the pre-embedded steel plate in order to prevent the pre-embedded steel plate from being lifted by uplift pressure of concrete during the process of pouring foundation concrete. The construction method for adjusting the steel plate embedded parts to reach design and construction accuracy has following beneficial effects: when hole opening operation is not conveniently performed for the pre-embedded steel plate and no installation and leveling device is available, the method and a device are easy and practical; operation is performed easily; and easy operation, high installation accuracy and efficiency are obtained.

The invention relates to a reversal rail hydraulic climbing form for concrete pouring of a high and steep slope. The reversal rail hydraulic climbing form comprises a formwork (25), a traveling device and a rail (21), wherein the formwork (25) is loaded on the traveling device; the rail (21) is I-shaped; a rail support (20) is arranged at the lower part of the rail (21); anchor rods (19) inserted into a bedrock surface (24) are uniformly distributed at the bottom of the rail support (20); clamping holes are uniformly formed in the upper side of the rail (21); the traveling device consists of traveling wheels (1), a main shaft (4), an auxiliary shaft (7), reversal wheels (9), traveling clamping teeth (17), a hydraulic climbing oil cylinder (18) and a traveling bracket. According to the reversal rail hydraulic climbing form, the formwork can be pulled by a hydraulic system to automatically lift on a slope surface, the uplift pressure of concrete can be balanced by reversal wheel pressure, lifting positioning of the hydraulic oil cylinder can be realized by a special rail, the climbing form can be positioned by self-locking of grabbing teeth, and the problems of insufficient uplift pressure and difficulty in ascending movement of the concrete of the high and steep slope are avoided.

The invention discloses a method for assessing reliability of an anti-seepage curtain based on monitoring data of a dam. The method comprises the steps of firstly searching seepage monitoring data of a dam project, specifically including searching and acquiring seepage monitoring data of the reservoir dam, comprising an upstream reservoir level, a downstream tailwater level, temperature, precipitation and dam base uplift pressure of different dam sections or a seepage quantity seepage macroeconomic factor behind the curtain; then preprocessing the monitoring data, and building a dam seepage lag model; then determining weights of each component by using a PSO-BP neural network; and at last determining reliability and an aging degree of the anti-seepage curtain of the dam according to proportions of the upstream reservoir level component of each dam section in different time periods. The method provided by the invention has the characteristic of being quantitatively assessing the reliability and aging degree of the anti-seepage curtain of the same, thus providing a scientific basis for ensuring dam security and achieving the greatest benefit, and meanwhile has the characteristics of being cost-saving, simple and convenient to operate and high in reliability.

A roofing system provides a stronger bond than conventional roof systems to withstand greater uplift pressures in hurricane force winds, while also providing a sound fire rating. The system includes a non-corrosive metal blocking structure, including a perimeter edge closure that has an anchoring flange for attachment to the roof deck, a parallel upper flange and an intermediate flange extending perpendicularly between the upper and lower flanges. The system further includes lightweight insulating concrete applied to the roof deck and filled between the upper and lower flanges of the edge closure, an inter-ply sheet applied by torch or self-adhesive directly to the insulating lightweight concrete, and a torch applied cap membrane over the inter-ply sheet. Direct attachment of the inter-ply sheet to the lightweight insulating concrete without the use of hardware fasteners preserves the integrity of the underlying lightweight insulating concrete for future re-roofing.

A vent assisted single-ply roof system including an augmented design that incorporates mechanical fasteners, insulation bonding adhesives and membrane bonding adhesives in the turbulent wind vortex areas along the perimeter of the deck as determined by ASCE 7 calculations. Coupled with roof vents for equalizing the pressure under a loose laid membrane in the field-of-roof area outside the turbulent wind vortex areas to reduce membrane stress and resist wind uplift pressures during high wind events.

The invention discloses dam safety monitoring and management equipment and a system thereof. The equipment monitors the deformation, surface joints and cracks of a dam body, the displacement data of a near-dam-area rock mass, a high slope and a landslide mass, the uplift pressure, seepage flow and dam-surrounding seepage data of the dam, and the stress, strain and temperature data in the dam in real time. Meanwhile, the water level, air temperature, water temperature and rainfall data of a dam area are monitored through environment monitoring equipment, the water level data of a storage station is monitored through water level monitoring equipment, the monitoring data is uploaded to a dispatching center to be stored, and monitoring information is transmitted to a superior department and a water affair information platform in real time through a superior unit communication module; and meanwhile, the alarm module sends out alarm information of different levels according to the limit value set by each measuring point so that engineers or operators can timely obtain dam condition information, the dam can be timely repaired, the safety of the dam is improved, and accidents are avoided.

The invention provides a pile foundation structure breakwater with an energy dissipating chamber. The pile foundation structure breakwater with the energy dissipating chamber comprises pile foundations, a pile foundation cap, crossbeams, longitudinal beams, and the energy dissipation chamber, wherein a plurality of pile foundations are arranged under the pile foundation cap; the upper portion of the pile foundation is in lap joint mode with the is crossed crossbeams and longitudinal beams which can support the energy dissipating chamber; a wave-proof wall is arranged on the upper sea side of the energy dissipating chamber; manger boards are correspondingly arranged on the sea side and the harbor side; and the peripheries and a base plate of the energy dissipating chamber are all in a hollow-out design. The pile foundation structure breakwater with the energy dissipating chamber has the advantages of reducing the crosswise wave effect, and the downward impact of the lengthways wave andthe upward uplift pressure through the clear design of the manger boards, the gap between the pile foundations, the gap formed by the lap joint of the crossbeams and the longitudinal beams, and the clear design of the peripheries and the base plate of the energy dissipation chamber, thereby possessing a good wave breaking effect which is namely an energy dissipation effect. The pile foundation structure breakwater with the energy dissipating chamber also has the advantages of low construction difficulty, and high degree assembling; meanwhile the breakwater is environmental friendly and the engineering cost can be saved.

The invention discloses a construction method of an uplift pressure resisting concrete protection slab. The construction method comprises the following construction steps of a, construction measuringlofting, b, base cleaning, c, foundation tamping and cushion layer replacing, d, cushion layer face protection, e, prefabricated concrete protection slab paving and splicing, f, pile screwing, and g,surface and joint water stopping. By means of the construction method of the uplift pressure resisting concrete protection slab, the function of uplift pressure resistance of the concrete protection slab can be effectively improved, the conditions that the concrete protection slab is cracked, fractured and the like due to the insufficient protection slab strength, wave impact, cushion layer blockstone movement, soil sedimentation and the like are effectively prevented, and the service life of the concrete protection slab is prolonged.

The invention discloses a cofferdam island type foundation pit and method for canal lining repairing under the condition of uninterrupted water delivery. The cofferdam island type foundation pit and method are characterized in that a water canal (1) comprises a lining plate (2) arranged in the water delivery direction and inclined canal slopes (3) arranged symmetrically along with the lining plate (2); a cofferdam (4) is arranged on the water canal (1), the cofferdam (4) is located in the middle of the water canal (1), and the lower end of the cofferdam (4) and the canal slopes (3) are fixed together; the lower portion of the cofferdam (4) and the water canal (1) form a dry ground foundation pit (5); and the cofferdam (4) is of a module type buoyancy tank steel structure, and an air and water discharging structure (4.1) is arranged inside the cofferdam (4). The defect that a canal structure can be damaged by a cofferdam in the prior art is overcome. The cofferdam island type foundation pit and method have the advantages that the water head in the foundation pit is reduced greatly, and the uplift pressure borne by the lining in the foundation pit is reduced effectively.

The invention provides a calculation method for the uplift pressure of the dam foundation of a debris flow sand dam. The method comprises the following steps that 1, the debris flow density is determined; 2, the percentage of the fine particle content is determined; 3, the fine particle concentration of the debris flow slurry is determined according to the debris flow density and the percentage ofthe fine particle content; 4, the reduction coefficient of the uplift pressure is calculated according to the fine particle concentration of the debris flow slurry; and 5, the uplift pressure joint force is calculated. The invention provides a method for calculating the reduction coefficient of the peak uplift pressure according to the index parameters of the debris flow property and the concentration of the fine particles of the slurry, the influencing mechanism of the debris flow density and fine particle content on the peak uplift pressure in front of the dam are taken into full consideration, compared with the traditional method of relying on artificial subjective experience to select the uplift pressure reduction coefficient, the method has a more scientific measurement principle, the calculation form is simple, the parameter acquisition is easy, and the higher engineering practical values are achieved.

The invention discloses a barrel formwork and a construction method thereof; the barrel formwork contains at least one barrel body and at least one end cap, wherein at least one barrel body is connected with one end cap; contact faces between barrel bodies and between the barrel body and the end cap comprise at least two butt joint surfaces and the butt joint surface that are not located on the same plane; the barrel formwork is a hollow tubular die body with a closed side face and two open ends; the cross section could be round, oval, rectangular or polygonoun; a barrel formwork construction concrete dense rib plate can prevent uplift pressure in concrete casting, thus saving the cost caused by anti-uplift measures; in addition, the barrel formwork is applied to a basement floor; the cavity can be filled by a raw condition adobe, thus using the adobe self weight and the adobe ground holding forced to resist uplift; the basement floor cross section height can be increased, thus greatly reducing the basement floor steel consumption and concrete consumption; the barrel formwork is simple in production, high in reliability, easy to construct, short in work period, low in cost, can be applied as the concrete dense rib plate waterproof material, is simple and suitable in construction method, and good in field application effect.

The invention discloses a double wing type plastic soft belt type one-way automatic drainer. The drainer comprises an outer sleeve, wherein an upper closing plate and a lower closing plate are arranged in the lower part in the outer sleeve at an interval; water inlet holes are formed on the upper closing plate, the lower closing plate and the side wall of the outer sleeve between the upper closing plate and the lower closing plate; a filter material is arranged in the outer sleeve between the upper closing plate and the lower closing plate; the lower end of an inner sleeve is inserted into the outer sleeve, the lower end face of the inner sleeve props against the upper surface of the upper closing plate, the upper end of the inner sleeve is connected to one end of an elbow, and the other end of the elbow is connected to one end of a double wing type plastic soft belt through a plastic soft hard pipe connector. By adopting the technical scheme, the drainer disclosed by the invention is reasonable in structural design, and not only can automatically and immediately drain underground water to alleviate the pressure of the underground water so as to effectively solve the problem that the underground water damages uplift pressure jacking of a channel or a plain reservoir impermeable layer, but also avoids reverse osmosis of water in the channel (reservoir), thereby providing an effective guarantee to safe operation of the impermeable channel or the plain reservoir.

The invention discloses a concrete gravity dam foundation drainage hole structure and a construction method thereof. The concrete gravity dam foundation drainage hole structure and the construction method thereof have the advantages that: impacts of gallery layout to drainage effects are lowered, a drainage ability of a dam foundation is improved, uplift pressure of the dam foundation is lowered,and when an uplift pressure monitoring device is in a damaged or repaired duration, a temporary observing function is also obtained. The concrete gravity dam foundation drainage hole structure comprises the dam foundation and a gravity dam, a gallery is arranged inside the gravity dam, curtain grouting is arranged on the upstream of the gallery through the gravity dam, the gallery comprises a slope section and a riverbed bottom horizontal section, horizontal drainage holes are arranged on the slope section of the gallery, vertical drainage holes are arranged on the riverbed bottom of the gallery, and inclined drainage holes are formed in the combination part of the slope section and the riverbed bottom horizontal section of the gallery.

The invention provides a method for improving the uplift pressure measuring efficiency of a large dam measuring point. A measuring sensor and an uplift pressure acquisition controller are respectively arranged on each measuring point of a large dam, and each measuring point is connected with an upper computer by virtue of a CAN bus. The method comprises the following steps of: reading measuring point parameter data stored in advance from an uplift pressure measuring point parameter table of a database, so as to obtain addresses of all the measuring points and writing the addresses into a buffer zone; constructing all the measuring commands according to the addresses of all the measuring points in the buffer zone, and sequentially sending all the measuring commands to the uplift pressure acquisition controller of each measuring point via the CAN bus by virtue of a linked list; arbitrating the measuring commands by the uplift pressure acquisition controller of each measuring point, and if the address of the measuring command is consistent with the address of the uplift pressure acquisition controller, controlling the measuring sensor connected with the uplift pressure acquisition controller to carry out distributed acquisition on uplift pressure of the measuring point; and asynchronously sending data measured by the measuring sensor of each measuring point to the upper computer, decoding data received by the upper computer, and storing the data into a database.

The invention discloses a gravitational dam uplift pressure grading early warning method based on measured data, which approaches actual uplift pressure distribution through a connecting line of measured uplift pressures of two adjacent points, and comprises the following steps: calculating an actual uplift pressure area Mt and a standard uplift pressure area St; comparing the numerical values ofMt and St, if Mt is larger than or equal to St, giving a blue alarm and executing the next step; calculating vertical normal stress and principal stress at the dam heel and the dam toe according to the actually measured uplift pressure, and if any one of the vertical normal stress and the principal stress exceeds the standard requirement, starting a yellow alarm and carrying out the next step; calculating and judging whether the anti-sliding stability safety coefficient and the anti-overturning stability safety coefficient of the gravity dam exceed the design specification requirements or notaccording to the actual measurement data, and if yes, starting red alarm. Early warning is performed according to uplift pressure actual measurement data in combination with specific gravity dam structures and types, dam structures and geological conditions are fully considered, and the grading early warning method has the advantages of simplicity, intuitiveness, clear physical significance, simple calculation and the like.

The invention discloses a method for determining irregular wave force of a narrow-shoulder breakwater parapet of pavement accropodes, and belongs to a method for determining the irregular wave force of the narrow-shoulder breakwater parapet. The wave force is determined by values of a before-dyke relative water depth d1 / H1 percent and a wave level L / H1 percent which are acquired according to factors of breakwater cross section size, wave elements, tidal level and the like; and the wave force comprises 1 / 3 large-value horizontal wave force Fx 1 / 3, maximum wave pressure Pmax, a distribution function Y(x) of a wave pressure distribution curve on a side facing waves, horizontal-force wave action height h, 1 / 3 large-value uplift pressure Fy1 / 3, 1 percent cumulative frequency horizontal wave force Fx 1 percent and 1 percent cumulative frequency uplift pressure Fy 1 percent. The method can accurately and reasonably determine the irregular wave force of the narrow-shoulder breakwater parapet which uses pavement accropodes as protective face blocks, can make the design of the breakwater parapet safe and economic, has the advantages of accurate calculation, strong operability and the like, and is suitable for the calculation of the irregular wave force of various narrow-shoulder breakwater parapets which use the pavement accropodes as the protective face blocks.

The invention discloses a radial gate and gate chamber structure of an ecological drainage tunnel reconstructed from a diversion tunnel and an arrangement method. The radial gate and gate chamber structure comprises a diversion tunnel reconstruction body (1), wherein a radial gate chamber (2) is closely attached to the downstream position of the diversion tunnel reconstruction body (1), side walls (4) are arranged on the two sides of the radial gate chamber (2) in a poured mode, and the periphery of the radial gate chamber (2) is provided with consolidation grouting holes (10); a spread pier (5) is arranged below the radial gate chamber (2); the radial gate chamber (2) comprises an operation room (9) in the middle and a bottom plate (3) at the bottom; a radial gate supporting body (6) is arranged below the operation room (9) in a poured mode, and a radial gate (7) with a controllable opening degree is arranged on the radial gate supporting body (6). The radial gate and gate chamber structure overcomes the defect that in the prior art, a gate chamber is unstable on the conditions of large radial gate thrust and high uplift pressure, and has the advantages of solving the problems of continuous streams in a reservoir storage period, a large volume of drainage and gate closing difficulty caused by dynamic water at a high water head of a plane gate of the diversion tunnel.

The invention discloses a transformation structure and method of a dam foundation draining hole of a dam of a hydroelectric station. The transformation method of the dam foundation draining hole of the dam of the hydroelectric station comprises the following steps that (1) the foundation uplift pressure at the position of the dam foundation draining hole is measured; (2) when the foundation upliftpressure is larger than a design value, a groove is carved in original concrete in the axial direction of an original horizontal draining pipe, and the original horizontal draining pipe is disassembled; (3) backfilling is conducted on the carved groove with cement mortar, plastering is conducted on the two sides and the bottom of the groove with cement mortar, and a drainage ditch is formed; (4)hole bottom cleaning treatment is conducted on the original draining hole; (5) an auxiliary draining hole is additionally arranged at the position where the foundation uplift pressure is larger than adesigned value, a t-branch pipe is installed at an opening of the upper end of the auxiliary draining hole, an end cap is arranged at an upper end opening of the t-branch pipe, and the other end opening of the t-branch pipe is connected with the drainage ditch through a pipeline. According to the transformation structure and method of the dam foundation draining hole of the dam of the hydroelectric station, an existing dam foundation draining hole is transformed, especially the auxiliary draining hole is additionally arranged beside a blocked draining hole, so that the blockage problem of vadose water is effectively solved, the dam foundation uplift pressure is reduced, and stable operation and safety of the dam are guaranteed.

The invention discloses a dam comprising cables, uprights, water baffles, a foundation, anchor rods and an anti-seepage curtain. One ends of the cables are connected to the uprights, and the other ends of the cables are connected to the foundation located in front of the dam; the multiple anchor rods are driven into a surrounding rock mass making contact with the foundation to firmly connect the foundation with the surrounding rock mass; the foundation is in a strip shape in the river direction and has a certain width and length, and the foundation is arranged in front of the dam to provide tension for the cables; the uprights are built in the corresponding positions of the foundation, and the foundation and the uprights are connected by the cables; and each water baffle is arranged between the corresponding two adjacent uprights. The technology of cable-stayed bridges is applied to the dam construction technology, and thus the high and thin dam is provided. According to the dam, the cables are arranged in front of the dam so that the strength of materials can be given to full play. Meanwhile, the dam has the characteristics that the uplift pressure of the bottom of the dam is small, the dam can adapt to various topographical and geological conditions, the concrete consumption of a dam body is reduced, the construction period is shortened, template erecting is easy, the temperature stress is small, and independent action of dam sections is achieved.

The invention discloses a closed type uplift pressure measuring structure, and discloses a closed type structure for measuring the water level. A pressure transmitter does not make contact with waterin the measurement process, and thus, tends not to corrode and is long in service life. The structure comprises a measuring tube, the pressure transmitter and plugs, and is characterized in that twoends of the measuring tube are sealed by the plugs; the pressure transmitter is installed on a plug at the top of the measuring pipe, a sensing unit of the pressure transmitter goes deep into the measuring pipe, and the measuring pipe is formed by connecting a plurality of hollow pipes through a connecting sleeve so that the hollow pipes can be spliced according to the water depth in the using process.

The invention discloses a floor mold type composite bottom board structure which comprises a foundation (3), a slot is formed on the foundation (3) and chiseled to form a floor mold (2), steel bars are arranged in and on the slot of the floor mold (2), and concrete is poured to form a concrete rib board structure (1). The floor mold type composite bottom board structure utilizes the foundation to produce the floor mold (2), thereby being capable of adopting the simple construction method and concrete material with the amount lower than the ordinary concrete structure to construct the multi-ribbed board composite structure with the bearing force higher than the ordinary concrete structure by a plurality of times; the self-gravity and the side resistance of the floor mold (2) and the foundation (3) are utilized to offset or mostly offset underground water uplift pressure loads, thereby achieving the purposes of greatly saving using amount of steel, saving the using amount of steel by 50-80 percent, shortening the construction period by 30-50 percent and overcoming the shortcomings in the prior art.