67results about How to "Small settlement deformation" patented technology

The invention relates to the technical field for the engineering of large-section tunnel, in particular to an engineering method for the double lateral tunnel of a three-arc tunnel on soft and weak geological condition, which resolves the problem of longer duration for the exposure of wall rock, easy deformation of tunnel and poor waterproof effect in existing tunnel engineering method. The invention comprises: (1) excavation of lateral tunnel; (2) lining of later tunnel: first of all, dismantle the primary support of the whole section, then pour the arc invert secondary lining and arc section secondary lining with the construction joint being configured at the lower section of the middle wall for the lateral tunnel; (3) after the circular lining a left lateral tunnel I and a right lateral tunnel II on a same section, excavate and line a middle tunnel III. This method realizes simple equipment and convenient engineering; with the construction sequence of building the lateral tunnel and then the middle tunnel, the invention gives full play to the supporting function of the secondary lining of the middle wall, so as to reduce the load borne by the primary support of the arc section of middle tunnel and elevate the safety coefficient; the invention reduces the settlement and impact on peripheral environment, so as to ensure the stability and safety of the excavation working face; small number of construction joint and high working efficiency.

The invention discloses a construction method for a wind-blown sand tunnel, belonging to the construction field of tunnels. The construction method for the wind-blown sand tunnel is realized by the following steps: 101: construction of upper steps; 102: construction of lower steps; 103: construction of inverted arch combining parts; 104: construction of secondary lining; and 105: ring closing of inverted arch. Aiming at the loose, soft and unstable geometrical conditions of sand layers, wind-blown sand layers and the like, the construction method for the wind-blown sand tunnel solves the problems of collapse due to frequent sand leakage, and deformation of supporting in the normal construction method; the inverted arch combining parts are constructed firstly, therefore, the bearing capability of the wall corner foundation of a primary supporting is enhanced, the side pressure transferred by soil bodies at two sides is inhibited effectively, simultaneously conditions are created for achieving the aim that the deformation of the primary supporting finally tends to be stable by quickly starting the construction of the secondary lining; the excavation is carried out according to the characteristics of the tunnel, such as long distance, ultra-shallow buried layer, large profile and granular bulk rocks, the technical difficult problems in the field are overcome, therefore, the construction method provides important guide significance for the construction of the tunnels of similar geometrical conditions.

This invention discloses a lie across submarine line protective barrel shape foundation coastal dike structure and installation method. It consists of seabed inserted barrel shape foundation and wave or soil stop wall on it, wherein the barrel shape foundation consisting of four integrated barrel units, each side of submarine line has two barrel unit connected by connection board and top cover board, four barrel units are connected by arc shape board. Said structure is fabricated on land, then conveyed to site for positioning by air floating, lying across submarine line, pumping out air and water in barrel units, inserting it to sea bed, putting upper structure on foundation and making joint. Said invention is easy installation, small settlement deformation, fine protection to submarine line, strong wave and soil stop effect and low cost.

The invention discloses a complete set of tunnel mechanical equipment, which specifically refers to an excavation trolley (or an excavation gantry), a drainage and steel bar binding trolley, a liningtrolley, a spray maintenance trolley, a ditch cable trough trolley, an inverted arch self-propelled hydraulic trestle and a wet spray manipulator, referred to as five trolleys, one trestle and one wetspray machine. A construction organization method matched with the complete set of mechanical equipment comprises the following construction organization steps: S1, hole excavation; S2, initial support; S3, inverted arch lining; S4, arched wall lining; S5, ditch cable troughs and the complete set of mechanical equipment. The construction organization method is reasonable, effectively improves tunnel management effect, improves construction operation environment, ensures construction safety and quality, improves construction progress and is worthy of promotion.

The invention discloses a strong-water-permeability stratum building foundation pit horizontal grouting sealing bottom construction method. The strong-water-permeability stratum building foundation pit horizontal grouting sealing bottom construction method includes the following steps that horizontal grouting sealing bottom construction is conducted, wherein precise positioning and horizontal grouting hole drilling are conducted through a horizontal directional drilling machine, and after hole drilling is completed, retreating type grouting is conducted when drill stems are dragged back, and ahorizontal sealing bottom is formed at the bottom of a foundation pit; and vertical curtain construction is conducted, wherein after sealing bottom horizontal grouting is completed, closed vertical curtains are formed on the four sides or the three sides of the foundation pit, complete lap joint connection is conducted on the vertical curtains and the horizontal sealing bottom, and in other words, a strong-water-permeability stratum foundation pit water insulation structure is formed. According to the strong-water-permeability stratum building foundation pit horizontal grouting sealing bottomconstruction method, vertical curtain construction is conducted after horizontal sealing bottom construction is conducted; firstly, the horizontal sealing bottom can be rapidly formed for the foundation pit to control underground water; then, the vertical curtains and the horizontal sealing bottom structure are connected together, and therefore a three-dimensional anti-seepage structure can be formed for the foundation pit project, and the effects of supporting, water insulation and foundation pit project reinforcing are achieved; and while the surrounding environment is well protected, the project cost is saved, and the project risk is lowered.

The invention provides a transition structure for preventing and treating bump at bridge-head and a construction method thereof. The structure of the transition structure for preventing and treating the bump at the bridge-head comprises a beam body; bridge abutments are fixedly mounted at the two ends of the beam body; one ends of towing plates are fixedly mounted at the middle parts of the bridgeabutments; the other ends of towing plates are buried in a subgrade; the parts behind the bridge abutments and the upper parts of the towing plates are filled with backfilled earth; combined approachslab members are laid on the upper surface of the backfilled earth; and one ends of the combined approach slab members are fixedly mounted on the external sides of the upper ends of the bridge abutments. The construction method comprises the steps of erecting the bridge abutments molded with brackets, constructing the towing plates on the brackets to form two layers of backfill structures, and arranging the combined approach slab members to improve a bearing structure; and therefore, road surface roughness and breakage at the bridge head connecting part caused by uneven settlement of the backfilled earth in the using process are reduced to realize an effect of preventing and treating the bump at the bridge-head; and meanwhile, through the structure combination, energy saving and environmentally friendly properties are realized, the construction period is shortened, template members are saved, and accuracy and quality are very well guaranteed.

The invention provides large-flow state light foamed mixed soil which comprises the following components by mass: 1.5-3.5kg of cement, 1.0-2.5kg of an admixture, 0-2.5kg of clay, 0.5-2.5kg of sand, 1.5-3.5kg of water, 150-300g of a foam group, 0.5-2.0g of a water reduction agent, 0-2.0g of a sedimentation shrinkage reduction agent and 0-1.5g of a foam stabilizer, wherein the foam group is made byfoaming a high-performance animal protein modification foaming agent. The light foamed mixed soil has the characteristics of being high in flowability, high in strength, high in stability, low in shrinkage deformation, high in durability, low in cost, convenient to construct, and the like, the flowability of the light foamed mixed soil can be increased by 30-50% when being compared with that of common foamed light soil, the stability is improved by 50-100%, and the light foamed mixed soil is particularly applicable to fields such as backfill of complex parts such as brokebacks of bridge platforms, pipe galleries/pipelines, tunnels and coal mines, and heat preservation and water resistance of lining layers and roofs in municipal administration and road engineering, and belongs to novel, light, large-flow state foamed light mixed soil with excellent properties.

Provided is a prefabricating pipe pile construction method. The prefabricating pipe pile construction method comprises the following steps: (1) cleaning construction site and using a piling machine or a high-frequency oscillation hammer to press a prefabricating pipe pile into a foundation soil layer to a preset depth; (2) enabling a drilling machine drill bit to be aligned with the center position of the prefabricating pipe pile, performing drill bit positioning, drilling a hole to exceed the bottom end of the prefabricating pipe pile, and then moving out the drill bit; (3) hoisting an expansion head forming device through a suspension device and placing the expansion head forming device in a pile hole of the prefabricating pipe pile, performing extrusion expansion rotation cut to the position of the bottom end of the prefabricating pipe pile to form a cavity, and enabling the expansion head forming device to be suspended out of the pile hole; (4) clearing residue in the pile hole and the cavity; and (5) utilizing a concrete output device to pour concrete into the cavity arranged at the bottom end of the pile hole, and performing tamping so as to form an expansion head. The prefabricating pipe pile construction method is simple and convenient to operate, high in construction efficiency and safe, has little damage to the prefabricating pipe pile, enables the expansion head to be formed stably, effectively improves bearing capacity of the prefabricating pipe pile, and enables sedimentation deformation to be greatly reduced.

The invention provides a method for preventing surface collapse when a shield tunneling machine starts and immediately underneath passes an existing shield tunnel. The method for preventing surface collapse when the shield tunneling machine starts and immediately underneath passes the existing shield tunnel specifically comprises the steps that firstly, multiple layers of pipe sheds are arranged between a shield tunnel portal contour line and an existing tunnel, then an extension steel ring is added at a shield tunnel portal opening, the steel ring is reinforced by adopting a steel ring support structure, the extension steel ring is connected with a portal pre-embedded ring plate, at least two wire brushes are arranged in the middle of the extension steel ring, a cord fabric rubber plate is arranged on the end part of the extension steel ring, a plurality of cavities are formed, a ring of ball valves are mounted on the position, corresponding to every cavities, outside the extension steel ring, an anti-head-planting structure is arranged on the bottom of the extension steel ring, finally, a shield tunneling machine cutter disc is improved before a shield goes down a well, a strengthened net is arranged on the opening position of the cutter disc, and anti-twist blocks are arranged on a shield body. According to the method for preventing surface collapse when the shield tunnelingmachine starts and immediately underneath passes the existing shield tunnel, it is guaranteed that in the process of starting and immediate underneath passing an existing line, the existing line is not influenced, shield construction can be completed in planned time, and whole subway construction is not delayed.

The invention provides a pre-hole-forming padding substitution hammer flattener dynamic compaction method, by means of the method, partial substitution to a soft soil foundation is achieved, and a substitute mound body is in good contact with an underlying hard layer. The method comprises the following steps: 1, pre-forming a hole in foundation soil; 2, filling the hole with materials till the ground surface is reached; 3, conducting hammer flattener local compaction construction to filler at the ground surface, wherein a drum-shaped compact mound body with upper end large is formed; 4, after conducting backfill and flattening the field, adopting full compaction for further consolidating inter-mound soil bodies and superficial soil bodies; 5, laying a cushion layer. The method has the advantages that the partial substitution treatment can be conducted to the deep foundation of a type such as saturated clayey soil, sludge, mucky soil or a weak intercalated layer, according to the depth, dynamic compaction which is different in energy level is applied to a substitute body, the compact mound body is formed, the cushion layer is laid, the composite foundation is formed, and meanwhile the method has the advantages of being convenient in construction, low in construction cost, short in construction duration, environment protective, high in foundation bearing capacity and small in sedimentation deformation.

The invention provides an expansive soil foundation structure containing a ballastless track roadbed and a construction method. The structure comprises porous pipe piles, an expansive soil foundation,a geosynthetics reinforced cushion layer and a ballastless track roadbed, the porous pipe piles and the expansive soil foundation are arranged at the lowermost portion, and the geosynthetics reinforced cushion layer and the ballastless track roadbed are sequentially arranged above the porous pipe piles and the expansive soil foundation from bottom to top; a plurality of porous pipe piles are vertically arranged in the expansive soil foundation, each porous pipe pile comprises a hollow porous pile body and an elastomer material filling the hollow porous pile body, each hollow porous pile bodyis of a hollow reinforced concrete structure, and each porous pipe pile further comprises a radial through hole penetrating through the inner wall and the outer wall of the corresponding hollow porouspile body in the radial direction. According to the method, the expansion and shrinkage deformation of the expansive soil foundation during water immersion and loss is effectively reduced, so that the expansion and shrinkage deformation of the ballastless track roadbed is controlled within a reasonable range, the requirements of high-speed and safe operation of trains on the ballastless track roadbed are met, and the expenses for reinforcing and treating the expansive soil foundation are saved.

The embodiment of the invention discloses a drilling tool and a construction method for a long spiral compacted hole-forming bored concrete pile. The drilling tool for the long spiral compacted hole-forming bored concrete pile includes a plurality of drill rods and a cone-shaped drill bit, wherein connecting flanges are correspondingly arranged at the two ends of each drill rod and the upper end of the cone-shaped drill bit, and cavities which can communicate with one another are formed in the drill rods and the cone-shaped drill bit; and a movable door for enabling the cavities to communicatewith the outside in time are arranged at the lower end of the cone-shaped drill bit, spiral plates are arranged on the circumferential surfaces of each of the drill rod and the cone-shaped drill bit,and the drill rods can be connected with each other to form a cylindrical body through the connecting flanges. According to the drilling tool and the construction method for the long spiral compactedhole-forming bored concrete pile, low construction noise and no pollution are achieved, and virtual soil at the bottom of a hole does not need to be cleaned after drilling, protruding of a pile material from the cone-shaped drill bit determines the long spiral drilling bored concrete pile without pile bottom sediment, and the effect of the ultimate end resistance of the pile bottom soil is improved.

The invention discloses a controllable air exhausting device for constructing a precast pile in a gas-containing soil layer and a construction method of the device. The device comprises the precast hollow pile, and a closed-opening pile tip is arranged at the bottom of the precast hollow pile; the air exhausting device is arranged at the front end of the closed-opening pile tip and can prevent engineering disasters caused by gas eruption in the gas-containing soil layer, and therefore personal and property losses are reduced; and pile end and pile side soil bearing carrying capacity within the gas-containing soil layer range can be improved, and settlement deformation of a pile foundation obtained after construction is reduced. The construction method of the device is easy and convenient to operate.

The invention is applicable to the technical field of geotechnical engineering and provides a foundation structure and a construction method. The foundation structure comprises a foundation body, a bearing platform, a first supporting pile and a plurality of second supporting piles, wherein the foundation body is arranged in a construction site; the bearing platform is arranged in the constructionsite and is connected to the bottom of the foundation body; one end of the first supporting pile is inserted into the soil body in a manner of being perpendicular to the surface of the construction site; the other opposite end is connected with the bearing platform; all second supporting piles are arranged in a spaced manner; one end of each second supporting pile is obliquely inserted into the soil body in a manner of forming an included angle with the surface of the construction site; and the opposite other end of each second supporting pile is connected with the bearing platform, wherein the first supporting pile and the second supporting piles are each internally provided with a cavity and are also each provided with a grout spraying hole communicating with the corresponding cavity. In the foundation structure provided by the invention, the first supporting pile and the second supporting piles form a tree root-like structure to improve the bearing capacity and the toppling resistance of the foundation structure; the soil body is filled with a grout material via the grout spraying holes; the physical and mechanical properties of the soil body are improved; and safety guaranteeis provided for a built structure.

The invention discloses a support device and method used for soil heaping and backfilling of engineering construction. Backfilling soil can be heaped in multiple layers through the support device according to the terrain of a backfilling soil heaping position, the operation is repeated till backfilling soil is heaped completely, and a three-dimensional heaping network capable of yielding is formed by all concrete blocking beams and anchor cables; when the heaped backfilling soil is backfilled, the corresponding anchor cables at the upper ends of the uppermost concrete blocking beams are taken down, and the operation is repeated till backfilling soil operation is completed; and all the concrete blocking beams and the anchor cables are removed for standby application. The horizontal displacement of upper soil reinforced through the support device and method is much smaller than the displacement of soil which is directly backfilled without reinforcement, the maximum horizontal displacement occurs at top slope corners of backfilled soil, and settlement deformation is relatively small; and yielding springs are distributed at yielding positions and matched with connecting springs between the concrete blocking beams so that the three-dimensional heaping network can be formed, and adaptive coordination deformation according to the soil heaping heights and soil heaping terrains can be achieved.

The invention discloses a UHPC prefabricated special-shaped pile. The pile comprises a pile body of a hollow cylindrical structure, wherein the pile body is a non-prestressed reinforced concrete pileformed by prefabricating a steel reinforcement framework and UHPC, steel fibers are added into the UHPC, and a plurality of annular force bearing discs used for enhancing the settlement resistance ofthe pile body are further integrally formed on the pile body in the axial direction at intervals; each force bearing disc is an annular convex body which is formed by two loaded inclined planes and afriction surface and has a section of a trapezoidal structure on the pile body, or each force bearing disc is an annular convex body which is formed by two loaded inclined planes and has a section ofa triangular structure on the pile body; and an inclination angle alpha between the lower loaded inclined plane in the two loaded inclined planes and the horizontal plane is 45 degrees. A preparationmethod of the UHPC prefabricated special-shaped pile is simple in process, traditional tensioning and releasing process links are not needed, and the problem that in the releasing process of a traditional process, a steel mold cannot follow pile body compression deformation and steel mold manufacturing is solved.

The invention discloses a composite consolidation body forming device. The composite consolidation body forming device comprises a drill rod, a rotary expansion jetting stirring arm and a power device, wherein the rotary expansion jetting stirring arm comprises at least one set of stirring arm assemblies, each stirring arm assembly is provided with a plurality of drill teeth and a plurality of nozzles communicating with a grouting pipe, and the plurality of drill teeth and the plurality of nozzles are arranged alternately; the power device is used for providing driving force for the drill rod,and when the power device is used for providing the driving force for moving the drill rod in the axial direction for the drill rod, the drill rod is driven to carry out axial displacement, and/or aninner pipe and an outer pipe are driven to carry out relative displacement; and when the power device is used for providing the driving force for rotating the drill rod around the axial direction forthe drill rod, the drill rod drives the rotary expansion jetting stirring arm to rotate. In this way, the composite consolidation body forming device is adopted, a soil body can be cut rotatably while a grouting liquid is jetted, and the grouting liquid and the soil body are fully and uniformly stirred, so that the quality of a formed composite consolidation body is more stable.