102results about How to "Avoid excavation" patented technology

The invention discloses a three-dimensional pipe-curtain subsurface excavation method. The steps of the method are as follows: A. a vertical working well is formed at the circumference of an underground structure; B. a horizontal working channel is formed on the outer surface of the underground structure; C. a pipe roofing support is formed at the outer surface and a pipe roofing curtain is constructed inside the horizontal working channel; D. grouting and reinforcement are carried out by using pipe roofing steel pipes, and the grouting is carried out by pipe roofing to form a curtain after the pipe roofing construction inside the horizontal working channel is finished; E. digging is started; when the pipe roofing grouting curtain reaches the strength, the digging construction of soil mass inside the three-dimensional curtain is carried out; afterwards, the construction of the underground structure is carried out. The method is simple and convenient, and safe and convenient in construction. Particularly, for a large span underground structure under a crossroad, the method only digs half of one side of a certain road, thus the method can ensure that the road is unblocked in the construction process. Accordingly, the method can be widely applied to projects with roads and other buildings, etc., such as subway stations of a city, road tunnels with large span, underground parking areas with large span and down-traversing tunnels under main roads of the city.

The invention discloses a miniature soil hydrologic monitoring system suitable for a high-heterogeneity karst sloping field. The miniature soil hydrologic monitoring system comprises a miniature region, a miniature interflow collecting system and a miniature direct surface runoff collecting tank. The miniature interflow collecting system is inserted below a sloping soil profile rock-soil interface below the sloping field miniature region for collecting interflow above the rock-soil interface; the miniature direct surface runoff collecting tank is inserted at the position of a sloping soil profile, which is close to the earth's surface for collecting direct surface runoff. The bottom surface of angle steel of the miniature direct surface runoff collecting tank is in contact with the top surfaces of an aluminum-plastic panel and a thin aluminum panel in the miniature interflow collecting system, and the miniature direct surface runoff collecting tank and the miniature sloping field region are fixed together through screws at two sides. According to the miniature soil hydrologic monitoring system, direct surface runoff and interflow of the miniature sloping field region can be simultaneously measured, the difficulty that the soil hydrologic process is monitored on the high-heterogeneity karst sloping field is solved, and a platform is provided for researches on aspects of the hydrologic process, the soil and nutrient loss principle, the karst process and the plant water adaptive mechanism in such karst sloping field.

A device for controlling a traffic light, where the controlling of the traffic light is dependent upon receipt and recognition of vibrations. The device includes a vibration receiver for detecting vibrations transmitted through the ground, a processor for converting one or more of the vibrations into a control signal and a controller to trigger a traffic light in response to the control signal. The device may also include a vibration generator, e.g., at least one channel or groove in a traffic-bearing surface. The vibration generator preferably facilitates the production of a pattern of vibrations when the tire of a vehicle passes over the vibration generator. Further, the device may include a vibration receiver, capable of detecting a pattern of vibrations and producing a pattern of signals corresponding to said pattern of vibrations.

The invention relates to a device for testing a pipe resistance coefficient of a water supply pipe network. The device for testing a pipe resistance coefficient of a water supply pipe network comprises a pipe system, a pressure testing module, a flow testing module and a control system. The pipe system comprises a main pipe section, a branch pipe section, a front fire hydrant, a middle fire hydrant and a rear fire hydrant. The pressure testing module comprises pressure sensors. The pressure sensors are installed on the front fire hydrant and the middle fire hydrant. A rear control valve is arranged on the main pipe section. A front control valve is arranged on the branch pipe section. The pressure testing module is connected to the control system through an interface converter. The flow testing module comprises an ultrasonic flowmeter. The ultrasonic flowmeter is installed on the rear fire hydrant. An intelligent recording system is arranged in the control system. The device for testing a pipe resistance coefficient of a water supply pipe network is greatly developed in improvement of measurement accuracy, fast and accurate recording and high-efficiency data processing, provides a perfect method for accurate determination of a pipe resistance coefficient, and promotes the development of a pipe resistance actual measurement technology for a water supply pipe network.

The invention provides a suspension bridge rock mass and reinforced concrete plate composited type anchorage and a construction method thereof. The construction method comprises the steps that 1, the composited type anchorage is located on one side or the two sides of a suspension bridge, a front anchor chamber is excavated on the side slope side of a mountain, a worker enters the mountain through a construction hole with a small cross section to excavate a back anchor chamber, and rock masses between the front anchor chamber and the back anchor chamber are reserved to replace a reinforced concrete anchor plug; 2, hole sites are quincuncially arranged in the front anchor surface and the back anchor surface, and anchor cable holes are drilled from the front anchor surface to the back anchor chamber; 3, a reinforced concrete anchor plate is poured in the back anchor chamber, and anchor holes are reserved; 4, anchor cables penetrate through the reserved rock masses and the reinforced concrete anchor plate to the back anchor chamber through the anchor cable holes from the front anchor chamber and are anchored; and 5, a main cable is connected with the anchor cables through a cable splaying saddle. According to the suspension bridge rock mass and reinforced concrete plate composited type anchorage and the construction method thereof, the resistance of the rock masses is made full use of, excavation of large-size earth rock is avoided, construction of large-size concrete is reduced, the influence on the bridge area ecological environment is small, the construction cost of the composited type anchorage is significantly reduced compared with a tunnel type anchorage, and economic benefits are great.

The invention relates to a concrete dam and earth and rockfill dam mixed dam type structure and a construction method. The concrete dam and earth and rockfill dam mixed dam type structure and the construction method aim at reducing large-area excavation on a slide rock body of a bank slope, avoiding transportation of large-space excavation materials, accordingly reducing scales of abandoned dreg areas, greatly reducing engineering investment, effectively protecting the ecological environment and embodying the good economy and the good environmental protection property. According to the technical scheme, the structure comprises a concrete dam section and an earth and rockfill dam section; the concrete dam section comprises a concrete dam body and a foundation curtain grouting gallery at the bottom of the concrete dam body; the earth and rockfill dam section comprises a clay core wall and core wall rockfill dams on the two sides of the clay core wall; a transition area is arranged at the joint of the concrete dam section and the earth and rockfill dam section; fan-shaped enrockment areas are distributed on the two sides of the joint; the gradient of the portion, close to the earth and rockfill dam section, of the transition area is 1:N, wherein N ranges from 1 to 2; the gradient of the sides, close to the concrete dam section, of the fan-shaped enrockment areas is 1:K, wherein K ranges from 1.8 to 2.5; and foundation grouting curtains are arranged in the foundation curtain grouting gallery and the clay core wall respectively.

The invention provides a main device for wireless communication multi-network integration, an expansion device and a remote device, wherein the main device comprises an uplink main unit and a downlink main unit, wherein the downlink main unit is used for receiving main unit Internet access signals and mobile communication signals, respectively converting the main unit Internet access signals and the mobile communication signals into downlink network optical signals modulated by a first optical carrier and downlink optical signals modulated by a second optical carrier, carrying out wavelength division multiplexing on the downlink network optical signals and the downlink optical signals to form downlink multiplexing optical signals, and transmitting each path of downlink multiplexing optical signals to a downlink network element; and the uplink main unit is used for uplink multiplexing optical waves, decomposing the multiplexing optical waves into network optical signals modulated by the first optical carrier and uplink optical signals modulated by the second optical carrier, converting the network optical signals modulated by the first optical carrier into main unit Internet outputsignals and outputting the main unit Internet output signals through a network access interface, and converting uplink optical signals modulated by the second optical carrier into electric signals and outputting the electric signals through a radio frequency access interface. A distributed system is formed by adopting three devices so that multi-network signal fusion of Internet, mobile communication and the like is directly realized, and therefore, network operation stability and reliability are effectively enhanced.

The invention relates to the technical field of drainage, and in particular relates to an urban groundwater drainage pipe network repair method which comprises the following operation steps of draining sewage in a groundwater drainage pipe network, and clearly cleaning sludge in the groundwater drainage pipe network to reach the repair requirement; laying a layer of mulching film on the bottom ofa pipeline to be repaired firstly, and then enabling a repair lining material to be in place by adopting a mechanical dragging manner; mounting ultraviolet curing equipment at a pipe mouth of the repair lining material, performing inflation on a lining pipe to enable the lining pipe to cling to the pipeline to be repaired, and illuminating the lining pipe with the ultraviolet curing equipment to enable the lining pipe to be cured to form a new pipeline; cutting a tying head of the pipe mouth with a cutting tool, and performing mouth plastering and edge sealing with rapid hardening cement; anddisassembling a water blockage air bag, and putting the pipeline into water passing use. The urban groundwater drainage pipe network repair method can realize that a great quantity of excavated groundis avoided during groundwater drainage pipe network repair, improves the working efficiency of repairing the pipeline and saves the cost.

The invention relates to the technical field of underpass construction, in particular to a construction method of an overhead fast longitudinal moving auxiliary beam. The construction method is characterized by at least comprising the following steps that hanger rail reinforcement is carried out on a front triangular area line of a jacked box culvert, and front auxiliary beam steel sleepers penetrate in advance; a beam moving trolley is erected on an existing steel rail, the auxiliary beam is suspended and longitudinally moved to the upper portion of a next box culvert to be jacked through thebeam moving trolley. The construction method has the advantages that the construction method can adapt to the project characteristic that D-shaped auxiliary beams in continuous jacking construction of underpass porous box culverts of linear zones and curved zones of existing railroad business lines, the construction speed is high, the efficiency is high, the cost is low, machines, tools and equipment are light, the line blocking frequency is low, the influence on line operation and safety is small, an overhead line system does not need to be powered off for cooperating, and especially duringsequential and continuous jacking construction of porous adjacent box culverts of multiple busy trunk line zones, the construction method is more prominent in benefit and advantage.

The invention relates to an earth covered storage tank system for storing liquefied hydrocarbon at normal temperature and pressure. The earth covered storage tank system comprises one or a plurality of earth covered storage tanks arranged side by side, wherein the storage tanks are arranged on a sand bed directly which is located above the highest underground water level, uniformly settled level ground is located below the sand bed, and the outer surface of each storage tank is totally covered with an earth covering layer; a tank bottom channel is formed in the sand bed under each storage tank; each storage tank is a normal-temperature pressure-bearing horizontal type cylindrical storage tank and comprises a cylinder body and spherical heads; a plurality of in-tank reinforcing rings are welded on the inner wall of each cylinder body; manholes, a gas chamber and settling monitoring plates are arranged at the upper part of each cylinder body; a tank bottom connecting pipe is arranged at the lower part of each cylinder body and located in the corresponding tank bottom channel; when arranged on the sand bed, each storage tank is placed obliquely towards one end of the tank bottom connecting pipe along the axis. By means of the earth covered storage tank system, BLEVE (boiling liquid expanding vapor explosion) is effectively prevented, and damage caused by approaching of a heat source, explosive shock waves and splash object impact or other sudden damage is avoided.

The invention discloses a modular glass steel pipeline and a method for repairing an underground broken pipeline by using the same, and aims to provide a modular glass steel pipeline which is high in corrosion resistance and strength, and low in flow resistance and transportation cost, and repairs and constructs a broken pipeline conveniently, and a method for repairing an underground broken pipeline by using the same. The modular glass steel pipeline is a circular pipeline, and is characterized in that: the circular pipeline is formed by splicing arc-shaped flake modules in circumferential and axial directions respectively. The repairing method comprises the following steps of: using a modular glass steel pipeline of which an outer diameter is smaller than that of an inner hole of the broken pipeline, and splicing the flake modules into the modular glass steel pipeline in a repairing pipeline; and injecting cement mortar into a gap between two pipe walls to fix the pipeline. By the pipeline and the method, although an inner diameter of the repaired pipeline is smaller than the original inner diameter, excavation is avoided. The modular glass steel pipeline has the advantages of low flow resistance, corrosion resistance, long service life, low cost and the like, is convenient to transport, and is particularly suitable for repair engineering of waste pipelines.

The invention discloses a construction method for carrying out a non-excavation subway station through a composite pipe joint structure. A platform layer and a station hall layer of the station adoptsteel segments in specific forms correspondingly, and the steel segments adopt upper semicircles and lower semicircles to be assembled into rings; the steel rings are connected through inserting openings; the steel segments adopt inner and outer layer steel pieces, the interlayers between the inner layer steel pieces and the outer layer steel pieces are provided with rib plates and filled with concrete; and after the steel segments are assembled into a station structure, a reinforcement concrete combination layer is cast into the station structure in situ so as to meet construction of a secondary structure inside the station and form the station overall-type structure. The station can be constructed in a water-rich saturated soft clay stratum through an undermining method, excavation of part of existing roads and removal of pipelines can be avoided, the engineering risk is reduced, and auxiliary measures do not need to be adopted; and ground settlement can be effectively controlled, and station structure construction can be completed with rapid, safe, environmentally friendly and efficient effects.

The invention relates to a comprehensive pipe gallery co-constructed with a riverside green tunnel as a revetment retaining wall. The comprehensive pipe gallery comprises a comprehensive pipe gallerybody which is arranged between a river channel and a riverside greening buffer zone, wherein the riverside green tunnel is arranged at the upper part of a top plate of the comprehensive pipe gallery body, and the lower part of a bottom plate of the comprehensive pipe gallery body is fixedly buried in a soil layer through uplift piles and anti-slide piles; the lower part of the bottom plate of thecomprehensive pipe gallery body is provided with a permeable underlayer, and medium coarse sand fills a fertilizer groove of a foundation pit in one side, close to the bank, of the permeable underlayer. According to the comprehensive pipe gallery, the revetment retaining walls, the river green tunnel and the comprehensive pipe gallery are synchronously constructed in a combined manner, so that limited bank slope space is intensively utilized, repeated construction is avoided, and engineering investment is saved; the comprehensive pipe gallery is shallow except part of nodes, so that permanentwater-stop facilities such as water-stop curtains and the like are avoided when deep foundation pits are excavated; and the cushion layer of the comprehensive pipe gallery and the backfill region of the foundation pit fertilizer tank have high permeability, so that the smoothness of a channel for mutually supplying river water and underground water is ensured, and the construction concept of sponge cities is met.

The invention relates to the technical field of deep foundation pit excavation construction, and discloses an annular deep foundation pit excavation construction method.The annular deep foundation pitexcavation construction method comprises the following steps that (1) a support pile,a plurality ofcolumn piles, and a plurality of trestle piles are separately constructed; (2) connecting beams areconstructed, and crown beams are constructed; (3), a trestle is constructed,a trestle deck is formed through pouring, the support pile, each of the trestle piles, and each of the column piles supportthe trestle deck respectively; (4), a reserved soil slope is excavated on a lower layer, the soil slope forms a slope surface, and the slope surface and the trestle deck are connected to form a jointramp; (5) the soil slope extends downward until earthwork is excavated to the bottom of a foundation pit; (6) the earthwork in the foundation pit is excavated and transported outward, the soil slope is gradually collected from bottom to top; and (7) the trestle is demolished. The soil slope earthwork can be formed by slope finishing,the soil slope is part of the excavation of the foundation pit, and the project cost is greatly saved; the earthwork excavation of the foundation pit is avoided, the excavation ramp is repeatedly built for multiple times, the unearthing efficiency is greatly improved, and the construction period is shortened.

The invention relates to the technical field of pipeline construction, and provides an existing road underground drainage pipeline additionally installing method. The existing road underground drainage pipeline additionally installing method aims to solve the problem of affecting traffic when an underground drainage pipeline is installed. According to the technical scheme, an underground drainagepipeline comprises a plurality of pipeline units; and the existing road underground drainage pipeline additionally installing method includes the following steps that S1, a construction well is excavated; S2, a construction channel is excavated; S3, an underground construction chamber is excavated and supported; S4, straight holes are drilled and excavated; S5, the straight holes are subjected topretreatment; S6, the underground drainage pipelines are laid, specifically, a plurality of pipeline units are sequentially ejected into the straight holes, and the lubricated cement slurry is sprayedbefore the pipe units are ejected; and S7, grouting is performed, specifically, the lubricated cement slurry is injected to fill the gaps between the underground drainage pipes and the straight holes. By excavating the construction well on one side of a road and excavating the underground construction chamber below the road, the working space is enabled to be an underground space, the whole construction process is completed underground, road excavation is avoided, and the influence on traffic is reduced.

The invention provides a channel deep suppressing foot fast construction method. The method includes the following steps that firstly, suppressing foot side boundary surveying and paying-off are conducted; secondly, a pilot groove is excavated; thirdly, suppressing foot pile position setting out is conducted; fourthly, primary stirring and sinking are conducted, stirring and sinking are only conducted to the design depth, and soil is loosened; fifthly, primary grouting, stirring and lifting are conducted, grouting is conducted from bottom to top, stirring is conducted at the same time, the field soil and cement paste are primary mixed, and part of the total grout spraying amount is completed; sixthly, secondary stirring and sinking are conducted, and the fourth step is repeated; seventhly,secondary grouting, stirring and lifting are conducted, the fifth step is repeated, and the whole total grout spraying amount is completed; and eighthly, the fourth step, the fifth step, the sixth step and the seventh step are repeated, the subsequent pile position work is completed. By the adoption of the method, unprotected open cut excavation work is effectively avoided, the technology is simplified, the cost is saved, the construction period is shortened, construction is safe, the structural strength is ensured, the requirement for the soil of a work area is extremely low, adaptability ishigh, and the method is worthy of being applied and popularized.

The invention discloses a widened embankment slope foundation reinforcing system which is mounted on an original inclined embankment and comprises an embankment base, a widened embankment, rigid piles, in-embankment piles and a new pavement structure. The rigid piles are mounted on one side, away from the original embankment, of the embankment base in an inserted manner, the widened embankment isarranged between the new pavement structure and the rigid piles, one side of the widened embankment is fitted with the original embankment, and the in-embankment piles are mounted between the new pavement structure and the original embankment, sequentially penetrate the widened embankment and the original embankment and are connected with the embankment base. The rigid piles are mounted on one side, away from the original embankment, of the embankment base in an inserted manner and utilized to improve strength of a newly-built embankment base, so that convenience is brought to subsequent reinforcing work; the widened embankment and the original embankment are reinforced through the in-embankment piles which can be built on original rigid piles, so that strength is improved; excavation of aslope during construction of rigid piles and pile caps on an original embankment slope is avoided, so that construction cost is lowered.

The invention discloses a jacking pipe enclosure construction method of a cross aisle of the end of a metro station. The jacking pipe enclosure construction method comprises the following steps that firstly, a jacking pipe starting well and a jacking pipe receiving well at the two ends of the cross aisle of the end of the metro station are built correspondingly by adopting an open digging construction method; secondly, a pipe jacking device is mounted on the pipe jacking starting well, and a plurality of steel pipe sheets are arranged; jacking pipes are pushed one by one according to the orderfrom bottom to top and from outside to inside so as to complete arrangement of the steel pipe sheets; after pushing of the jacking pipes is completed, a water-stop material is injected into a joint of every two adjacent steel pipe sheets, and connection box bodies integrally form a water-stop sealed large space; building of the main structure of the cross aisle is completed in the area of the multiple steel pipe sheets; and finally the rest of soil mass is dug step by step, and construction of the cross aisle is completed. According to the jacking pipe enclosure construction method, the situations that an existing road is dug and an existing pipeline is removed can be avoided, manual underground digging is avoided, the engineering risk is reduced, auxiliary measures do not need to be taken while ground subsidence can be controlled effectively, and construction of the metro station can be completed rapidly, safely, environmentally and efficiently.

The invention discloses a method and structure for constructing a gravity dam on a deep overburden layer. The method comprises the steps of dam foundation reinforcement, dam foundation seepage prevention, and energy dissipation and erosion prevention, wherein the dam foundation reinforcement realizes reinforcement treatment of a deep sand and gravel dam foundation by adopting vibroflotation reinforcement technology; the dam foundation seepage prevention adopts dam foundation seepage prevention technology based on flexible connection of a seepage prevention wall and a dam body; and through a vertical erosion prevention wall arranged at the lower part of a bottom plate of a stilling basin end sill, the energy dissipation and erosion prevention solve the problem that a deep sand and gravel layer of a downstream riverbed is constantly scoured. Compared with the prior art, the method and structure for constructing the gravity dam on the deep overburden layer effectively solve the key problem that a gravity dam foundation on the deep sand and gravel layer is insufficient in bearing capacity, overlarge in deformation, high in permeability, prone to be scoured and damaged and the like; andthe method and structure have the advantages of reducing measures of land expropriation and water and soil conservation in abandoned dreg sites, saving engineering investment, and protecting the ecological environment.