71results about How to "Reduce the excavation depth" patented technology

The invention discloses an urban underground comprehensive steel pipe gallery which comprises box type pipe joints, wherein each box type pipe joint is formed by assembling unit plate sheets, and the box type pipe joints are assembled in the axial direction to form a box type pipe gallery; protrusions are arranged on the outer side and/or the inner side of each unit plate sheet, and openings are formed in the periphery of the cross section of each protrusion. Compared with a circular-section pipe gallery, the box type pipe gallery structure of the urban underground comprehensive steel pipe gallery increases the use ratio and the general net width and net height of the internal clearance, the height of the pipe gallery is significantly reduced under the condition of ensuring the same internal clearance space, and therefore the foundation excavation depth is decreased, and the civil engineering quantity is reduced; the bottom straight surface of the pipe gallery can be directly used as a pedestrian passage or a driving passage, so that the most important and the most difficult re-filling and the degree of compaction of a bottom wedge-shaped included angle when the circular-section pipe gallery is re-filled are achieved; the pipe gallery is in a semi-flexible structure, has a good anti-seismic property and good settlement resistant performance, can absorb the trace deformation, and is not easily crazed.

The invention discloses a minimum over-burden originating method for a shield tunnel. The method comprises the following steps of: reinforcing a shield originating section soil body with a method for combining earth covering back pressure, local full-section stratum reinforcing and gantry type stratum reinforcing to improve the stratum stability and the muddy water cleavage resistance of a top soil body; and reinforcing a stratum of a certain thickness on an opening with a freezing method to prevent slurry leakage, stratum instability, emergence of water and mud and the like in a muddy water cabin caused by soil body damage on a face, stratum looseness and the like after opening of a hole door during shield originating. Due to the adoption of the method, the problem of stability of an originating stratum under a minimum over-burden condition is solved, the construction risks of an originating working well and a deep foundation pit at an open excavation section are lowered simultaneously, and construction cost is lowered; and the method has good social and economic benefits.

The invention discloses a synthesized pipe rack with a frame composite structure. The synthesized pipe rack comprises unit plate pieces positioned on the upper and lower surfaces, and side unit plate pieces positioned on two side surfaces; the unit plate pieces and the side unit plate pieces are combined and spliced to form unit pipe sections; the unit pipe sections are axially spliced to form the synthesized pipe rack; the unit plate pieces consist of plates, hollow second pipes positioned at two ends, and hollow first pipes positioned at the other two ends; the side unit plate pieces consist of plates, and hollow second pipes positioned at two ends; the second pipes are axial splicing ends of the unit pipe sections; and in splicing of the synthesized pipe rack, the first pipes form longitudinal beams of the synthesized pipe rack, and the adjacent second pipes are connected with each other to form a skeleton structure of the synthesized pipe rack. The longitudinal beams and the skeleton structure of the pipe rack bear main loads; a bridge steel web structure is formed to enhance the shearing resistance of the pipe rack, and is skillfully used; based on dual enhanced structures, the bearing capacity is greatly improved; and under the same filling height, wall plates with the structures are thinner, and materials are saved.

A steel pipe hollow concrete floor is equipped with a number of steel pipes in itself, the steel pipes are surrounded by concrete structure and forms hollow floor; two ends of the steel pipes are fixed on the frame beam combined with the floor. Said steel pipes not only can be used as the molding template, the poured concrete need not be demounted but as one part of hollow floor. The steel pipe hollow concrete floor in the invention has small floor integral section, light weight and large bearing capacity.

The invention relates to a lifting type climbing ladder, which comprises a first climbing ladder body, at least one pair of connecting mechanisms and a second climbing ladder body, wherein the first climbing ladder body comprises a first end; the at least one pair of connecting mechanisms is respectively arranged at the two sides of the first climbing ladder body; each connecting mechanism comprises a support seat and a connecting rod element; the support seat is used for fixing the preset fixing position; the support seat is provided with a position limiting part; one end of the connecting rod element is movably connected with one end of the support seat, and can rotate and/or slide relative to the support seat; the other end of the connecting rod element is rotationally connected with the first climbing ladder body; when the connecting rod element rotates to the preset position, the connecting element is clamped and fixed with the position limiting part; one end of the second climbing ladder body is movably connected with the first end of the first climbing ladder body, and can rotate or/and slide relative to the first climbing ladder body; the second climbing ladder body is provided with a locking mechanism capable of being fixed with a ground sill. The lifting type climbing ladder can be arranged in a hoistway bottom pit with small dimension; operators can conveniently go in or go out of the bottom pit.

The invention discloses a novel sluice bucket type flow-dividing and energy-dissipation scour prevention technology. The technology comprises five parts, i.e., the overall design thought, the type selection of a section simulating hydraulic model, the verification of an integral simulating hydraulic model, the observation of an original model, and the comparison of economic technology, and the like. The design of the invention has eight most important key parts, i.e., the frontal edge width B1 of a pier, the top width B2 of a tail end, the bottom width B3 of the tail end, the inverted arc radius R of the upstream face of the pier, the flip shot angle Theta, the pier height P, the number of the pier, and the top space B4 between the tail ends of the piers, and the like. The design method of the sluice bucket type flow-dividing and energy-dissipation scour prevention technology is divided into two major parts, i.e., the body form design and the distribution of the piers. The bucket type flow-dividing pier designed in the way is characterized by low downstream water level, high energy consumption rate in ordinary flow flood discharging working condition, small stilling pool depth, short pool length, less workamount, low investment, and the like.

The invention relates to a watertight structure for a retaining wall of an ultra-deep manually excavated pile and a construction method thereof. According to the watertight structure and the construction method thereof, the retaining wall of each excavated pile is formed through the upper and lower connection of cast-in-situ reinforced-concrete retaining wall construction sections section by section, a watertight curtain deeply penetrates below a soil layer with strong water permeability, the inside diameter of a lower opening of the inner side face of each retaining wall construction section is greater than that of an upper opening of the inner side face of each retaining wall construction section, an annular boss is formed at the joint of an upper retaining wall construction section and a lower retaining wall construction section, and watertight sealing slurry is filled in an internal corner formed by the boss and a front retaining wall construction section; cast reinforced concrete of the retaining wall construction sections is ordinary reinforced concrete or anti-permeability reinforced concrete with an anti-permeability agent; the watertight sealing slurry is polymeric cement slurry or slurry formed through mixing water glass, cement and water. The watertight structure and the construction method thereof have the advantage that the technical problems that the quality of the excavated pile is affected caused by the fact that the retaining wall of the manually excavated pile is subjected to water permeation when the manually excavated pile passes through a gravel stratum with rich groundwater and strong water permeability or complicated stratums with large water flow, high gravel mobility and the like, the construction period is relatively long, and hidden security risks are caused due to the damage to surrounding buildings arising from damaged stratum structure are solved.

The invention discloses a prestress strengthening method for external cables of bridges and culverts of prefabricated frames in a gradient change jacking process. Before jacking, external cable prestress tensioning structures are installed on the prefabricated frames in advance so as to apply prestress to overcome the tension stress caused in the jacking process, thereby ensuring that the structures of the prefabricated frames can not be damaged due to fact that front ends, rear ends or middle parts are suspended. The prestress strengthening method for the external cables of the bridges and culverts of the prefabricated frames in the gradient change jacking process, disclosed by the invention, can be used for eliminating the damage of the tension stress generated on the walls of the prefabricated frames to the structures of the prefabricated frames when the prefabricated frames pass through gradient change points of gradient change slide ways in the gradient change jacking process.

The invention provides a subbase course stabilizing treatment method for a soft foundation excavation roadbed. The method comprises the following steps: S1. excavating a foundation trench along a foundation trench excavation line (2) according to design paper, stopping excavating when the foundation trench is excavated to a part which is L meters above the designed trench bottom, and keeping retention soil with the thickness of L meters above the designed trench bottom, wherein L is more than or equal to 0.2 meter; S2. uniformly spraying curing agents on the retention soil, uniformly stirring and mixing the curing agents and the retention soil to obtain in-situ stabilized soil (3); and S3. performing rolling compaction and flattening on the in-situ stabilized soil (3) for curing to obtain the subbase of the roadbed after stabilization treatment. The foundation trench subbase course is treated by adopting an in-situ curing mode, the earth volume and backfill amount of foundation trench excavation are effectively reduced, the foundation trench stabilizing treatment efficiency is improved, and the foundation trench excavation and backfill cost is greatly reduced.

The invention discloses a wedge block type flow delivery device used for an artificial hill. The wedge block type flow delivery device comprises a power mechanism. The power mechanism comprises a support. The support is provided with a transverse supporting plate. The supporting plate is slidably connected with the support. The lower end of the supporting plate is fixedly provided with a wedge block. Piston pumps are arranged below the supporting plate and each comprise a pump body, a piston and a piston rod. The pump bodies are fixedly connected with the support and are transversely arranged. A pump cavity is formed in each pump body. The pistons are in tight sliding fit with the inner sides of the side walls of the pump bodies. The piston rods and the pump bodies are coaxially arranged. The piston rods are fixedly connected with the pistons and are in tight sliding fit with the pump bodies. The left ends of the piston rods abut against the inclined faces of the wedge block. The support is provided with springs making the piston rods move away from the corresponding pump bodies. The right end of each pump body is provided with a water inflow pipe and a water outflow pipe. Both the water inflow pipes and the water outflow pipes are provided with one-way valves. The water outflow pipes are connected into the top of the artificial hill. The wedge block type flow delivery device has the beneficial effects that energy consumed in the flow delivery process is saved, and the better environment protection effect is achieved.

The invention discloses a hot melting based X-type cold and hot water cross connecting block and a water pipe parallel laying system. The cross connecting block is a square main body. A cold water flow channel and a hot water flow channel are spaced and crossed in the connecting block, one flow channel curves upwards, and the other flow channel curves downwards. Projections of the two flow channels are crossed in an X shape and do not communicate with each other. The cross section of each flow channel is in a major arc arch shape. The two ends of the cold water flow channel and the two ends ofthe hot water flow channel communicate with four opposite angles of the square main body of the connecting block. One cold water pipe connector and one hot water pipe connector can be derived from each side face of the connecting block. Two cold water pipe connectors and two hot water pipe connectors can be derived from each of the upper and lower surfaces of the square main body of the connecting block. All the connectors can be connected with PPR pipes in a hot melting mode to form cold water and hot water delivery pipes perpendicular to the faces and capable of being connected in parallel.The multi-point parallel derivative cold and hot water pipe system provided with the cold water and hot water pipes laid in the same plane for delivery can be formed. The hot melting based X-type cold and hot water cross connecting block is simple in structure, convenient to install, firm and attractive in appearance, improves the water delivery efficiency and stability and is suitable for all cold and hot water pipe systems and also suitable for delivering different mediums.

The invention relates to a construction method and cofferdam structure of an underwater bearing platform. The construction method comprises the steps that an anti-back-silting protection groove is formed in a preset position of the periphery of a foundation pit of the bearing platform; the foundation pit of the bearing platform is excavated at a preset position, and a steel casing is arranged in the foundation pit; and a steel hanging box with a reinforced concrete bottom sealing bottom plate is assembled on the steel casing, concrete is poured into the steel hanging box, and the bearing platform is obtained. The anti-back-silting protection groove is formed in the periphery of the foundation pit so that the situation that back silting of a riverbed occurs after the foundation pit of the bearing platform is excavated in place can be prevented; silt in the anti-back-silting protection groove is cleared away regularly so that the depth of the foundation pit can meet the requirement of aconstruction space of the steel hanging box; and in the rising and falling tide process, the flow plastic slit flows back to the anti-back-silting protection groove firstly in the flow plastic slit backflow process, and the silt in the anti-back-silting protection groove is cleared away regularly, so that the silt is prevented from flowing back into the foundation pit, therefore the space requirement for constructing a pouring jacket in the foundation pit is met, and it is guaranteed that the pouring jacket can be constructed smoothly.

The invention discloses a cross section structure for a rectangular shield tunnel. The cross section structure is formed by sequentially connecting a top inverted arch, a first angle part, a first side wall, a second angle part, a bottom inverted arch, a third angle part, a second side wall and a fourth angle part in series; the fourth angle part is connected with the top inverted arch; all parts define a closed ring; the inner contour and the outer contour of the closed ring are smooth and continuous; the ring width of the closed ring is continuously changed; the ring width positioned in a large-stress area of the tunnel is greater than the ring width positioned in a small-stress area of the tunnel. The applicant provides an idea of variable wall thickness of the rectangular shield tunnel and develops the cross section structure for the rectangular shield tunnel; the ring width positioned in the large-stress area of the tunnel is greater than the ring width positioned in the small-stress area of the tunnel, so that mechanics characteristics of the tunnel are more accurately matched on the premises of not increasing self weight, not wasting the cross section and not influencing an inner use space.

The invention discloses an active and pile-slab combined tunnel supporting system for karst cave group crossing and a construction method. The active and pile-slab combined tunnel supporting system ischaracterized in that a steel arch above arc feet in an initial supporting system is positioned in an arch karst cave; the front end of an anchor cable is anchored in an arch firm sock; the tail of the anchor cable is fixedly welded onto the steel arch; an active support to a tunnel is achieved through the anchor cable; foot-lock anchor pipes and a transverse temporary inverted arch are arrangedat the positions of the arch feet so as to form the initial supporting structure; aimed at a bottom covered karst cave, a plurality of pipe foundations are arranged so as to form a pile foundation group in an area where the bottom covered karst cave is positioned; a raft slab is supported by the pile foundation group so as to form a bearing system; the raft slab and the inverted arch are set to bean integrated pouring structure; and reinforcing bars in the raft slab and the steel arch in the initial supporting system are fixedly welded. Through the active support and a pile slab, a combined supporting and bearing system is formed, so that the safety of tunnel excavation in a large-sized karst cave group and the bottom structure safety can be achieved.

The invention provides a rapid construction method for a U-shaped groove crossing an existing culvert, and belongs to the technical field of culvert U-shaped groove construction. The rapid construction method comprises the following steps that a U-shaped groove foundation pit is dug; supporting piles are applied; a U-shaped groove section culvert structure top plate is broken, the pile tops of theconstructed supporting piles are removed, and pile top anchoring crown beam steel bars are reserved; full-hall supports are erected in the culvert; a pile top crown beam, a structural distribution beam and co-building structure steel bars of a U-shaped groove bottom plate and the culvert top plate are applied; and after the co-building structure of the U-shaped groove bottom plate and the culverttop plate is cast and formed at a time by adopting C35 concrete, wall bodies on both sides of the U-shaped groove are constructed through pulling a vertical formwork in opposite, and a U-shaped groove wall rear soil body is backfilled after the strength is achieved. According to the rapid construction method, on the premise of ensuring the normal using function of the existing culvert and reducing the influence of peripheral pipelines, the construction efficiency of the U-shaped groove is improved to the greatest extent, and the construction process is simplified.

The invention discloses an overhaul trench drainage ditch system with one well and two ditches and used for a railway in a city area. The overhaul trench drainage ditch system with one well and two ditches and used for the railway in the city area is characterized by comprising lateral drainage ditches (2), a pre-drainage transversal drainage pipe (3) and a water collection well (4), wherein the water collection well (4) is arranged between overhaul trenches (1) at the two transversal sides; the lateral drainage ditches (2) are arranged at one transversal side close to the water collection well (4), of the overhaul trenches (1) separately; and the lateral drainage ditches (2) communicate with the water collection well (4) through the pre-drainage transversal drainage pipe (3) separately, so that drainage for accumulated water in the overhaul trenches (1) is realized. The lateral drainage ditches (2) are full-length longitudinal slopes, and the longitudinal sections are W-shaped. According to the overhaul trench drainage ditch system, the problem of influence on the polling working of personnel due to uneven laying for cover plates of the drainage ditches in the actual engineering is solved by reducing the section dimensions of the lateral drainage ditches, cancelling the cover plates of the drainage ditches, and omitting the later-period maintenance expense for the cover platesof the drainage ditches.

A ribbed beam type closed cutting U-shaped groove structure comprises a side wall, a bottom plate, a balance weight pavement layer and a pavement structure. The side wall is provided with a vertical side wall ribbed beam, the bottom plate is provided with a horizontal bottom plate ribbed beam, and the side wall ribbed beam and the two ends of the bottom plate ribbed beam are integrally connected to form a U-shaped ribbed beam. The multiple U-shaped ribbed beams are arranged in parallel at equal intervals in a direction perpendicular to a road center line. The side wall and the bottom plate arethin plates and are thinner than the side wall ribbed beam and the bottom plate ribbed beam; the side wall ribbed beams are connected into an integrated structure through the side wall, and the bottom plate ribbed beams are connected into an integrated structure through the bottom plate; and the U-shaped ribbed beams, the side wall and the bottom plate are poured into a closed reinforced concreteintegral structure through concrete. According to the structure, a double-reduction effect of concrete and steel bar consumption is achieved, and a technical method is provided for a near important and risk source structure control base elevation scheme.