63results about How to "Reduce differential settlement" patented technology

The invention discloses a method for splicing a highfill roadbed by adopting a pile-sheet retaining wall, comprising the following steps of: forming an operation platform by using an old roadbed (1), a cutting slope (5) and an excavation step (6); longitudinally constructing an excavation filling pile (11); hoisting the cutting slope (5) and the excavation step (6) layer by layer from bottom to top during construction; installing a reinforced concrete soil retaining plate (12) so that the reinforced concrete soil blocking plate (12) is in overlap joint with the excavation filling pile (11); constructing an excavation C10-C12 element concrete pile (9) and a C20 reinforced concrete pile follower (10) step by step; and filling and compacting filler (7) layer by layer to realize seamless overlap joint of an old road surface (3) and a new road surface (4). The method has the advantages of no increase of occupied land, simple and convenient construction machines, short construction period, low cost and simplicity in maintaining traffic moving, thereby being extremely suitable for road sections widened by using highfill.

The invention discloses a method for quickly reinforcing an ultra-soft soil foundation by using a bagged sand cushion, which comprises the following steps of: (1) forming a quick reinforcing device on the ultra-soft soil foundation, namely (A) laying filling bags on the ultra-soft soil foundation in a reinforcing area, splicing the filling bags into a whole, filling fillers into the filling bags by using conveying equipment, tightening the filling bags after filling is finished and draining and compacting to form a bagged sand hard shell layer on the ultra-soft soil foundation, (B) inserting vertical plastic drainage plates into the surfaces of the filling bags on which the hard shell layers are formed, and (C) connecting a horizontal drainage pipeline with a vacuumizing system through a corrugated pipe to form the ultra-soft soil quick reinforcing device; (2) vacuumizing the quick reinforcing device; and (3) integrally reinforcing the foundation. The method has the advantages that: the process is simple, low in cost and short in construction period, differential settlement is small after construction, and the cost of laying a medium-coarse sand drainage cushion at a later stage is saved.

The invention discloses a high fill road section connection method, comprising the steps of: conducting bored pile (12) construction vertically at a side slope of an old subgrade (1), connecting multiple bored piles (12) into a vertically continuous bearing platform by means of a reinforced concrete supporting beam (11), the top surface of which is paved with a hardcore bed (10), and carrying out retaining wall (9) construction on the hardcore bed, when the retaining wall strength reaches over 75% of a designed strength level, performing cut slope (5) and step (6) excavation construction to the old subgrade slope, implementing filler (7) filling layer by layer and layering compaction, and finally paving newly connected wide pavement (4). The method of the invention restrains lateral deformations of a new subgrade (2) by means of various supporting and retaining structures, and opposes vertical deformations caused by various loads through a foundation reinforcing structure formed by the bored piles (12) and the reinforced concrete supporting beam (11), thus reaching the purposes of a stable overall structure and usage requirement satisfiable deformations.

A construction method of an ardealite improved roadbed is characterized by comprising the five steps of ardealite mixture treatment, mixture curing treatment, solidifying material water-adding preparation in proportion, solidifying material improvement anti-cracking treatment and site spreading and testing. The requirements for road base strength and rebound modulus can be met, the construction method can be widely applied in the region lack of filled earth and the region having higher solid ardealite waste yield, the occupation on cultivated land of ardealite can be decreased, the environmental damage caused by the ardealite is reduced, and the waster is changed into wealth. In addition, the ardealite is subjected to solidifying and improving treatment, differential settlement of the roadbed can be reduced, the problem of differential settlement caused by the fact that a traditional roadbed adopts disordered fillers and is not well compacted is solved, and the service life of the roadbed is prolonged.

The invention discloses a settling control method of a multi-pilot tunnel underneath bridge pile. The settling control method comprises the following steps: a monitoring point and a monitor are distributed on a field bridge pile; a multi-pilot tunnel is divided into different excavation areas; the percentages of influences on settling of the bridge pile by phased construction of the different excavation areas are obtained by a numerical value model and numerical value analysis software, and are multiplied by respective corresponding engineering standard values and added with analogy engineering experience values to obtain control numerical values in all construction phases; settling numerical values of the different excavation areas are obtained by using numerical value analog computation, and are used for determining grouting reinforcing areas with different grades; the grouting reinforcing areas with different grades are reinforced before excavation; field monitoring data is acquired in the field excavation process, and is compared with the control numerical values of all the construction phases; and the grouting intensity and the construction speed are adjusted according to real-time comparing results of the two. The settling control method can control the different settling, the total settling and the settling speed to guarantee the building safety.

The invention discloses a treatment structure at a joint part of a reconstruction and extrusion project of a highway. A step (6) is excavated at a roadbed joint part between an old road embankment (10) and a new roadbed (7) for splicing with the new roadbed (7), a geogrid (5) is laid on the step (6), a CFG (cement fly-ash gravel) pile (8) is arranged at the roadbed joint part between the old road embankment (10) and the new roadbed (7), a longitudinal beam (9) is arranged on the CFG pile (8), and a steel wire mesh is laid on a pavement joint part between the old road embankment (10) and the new roadbed (7) of a new pavement (4). The combination of the CFG pile (8) and the longitudinal beam (9) can improve the bearing force at the joint part between the new and the old roadbeds and reduce sedimentation; and the combination of the geogrid (5) and the double-twisted steel wire mesh (3) reinforcement pavement technology can enhance the transverse relation between the new roadbed and the old roadbed, eliminate the non-uniform sedimentation of the new and the old roadbeds and reduce the total sedimentation.

The invention discloses a foam concrete railroad bed structure. The foam concrete railroad bed structure is sequentially provided with a plurality of jet grouting piles or miniature steel pipe piles,a cushion layer, an impermeable layer and a foam concrete layer from bottom to top, wherein the foam concrete layer is of a frame structure formed by pouring foam concrete, or a frame structure formedby filling foam concrete precast blocks and then pouring the foam concrete. The construction method comprises the following steps of (1) prefabricating foam concrete blocks in advance for later use;(2) embedding a plurality of jet grouting piles or miniature steel pipe piles; (3) forming the cushion layer; (4) forming the impermeable layer; and (5) pouring foam concrete on the impermeable layer,or firstly building foam concrete blocks for filling and then pouring the foam concrete to form the foam concrete layer. The foam concrete does not need to be vibrated and compacted during construction, and an original roadbed is not disturbed. The construction process of prefabrication and cast-in-place is adopted, so that the construction time can be greatly shortened, and the comprehensive construction cost of a project is reduced.

The invention discloses a road widening system and a road widening method for a collapsible yellow earth foundation layer. The road widening system for the collapsible yellow earth foundation layer comprises a collapsible yellow earth foundation layer, a lime earth changing and filling layer, filling layers, geogrids, a water stable layer of a to-be-widened road, a pavement of the to-be-widened road, micro rigid piles and a compacted cement soil pile wall. The collapsible yellow earth foundation layer, the lime earth changing and filling layer, the filling layers, the water stable layer of the to-be-widened road and the pavement of the to-be-widened road are sequentially distributed in a laminar manner from bottom to top; the compacted cement soil pile wall penetrates through the lime earth changing and filling layer and is longitudinally inserted into the collapsible yellow earth foundation layer; the one or more layers of geogrids are longitudinally paved in the filling layers; the micro rigid piles penetrate through the geogrids and are longitudinally inserted into an original embankment. The road widening system and the road widening method for the collapsible yellow earth foundation layer aim at implementing road widening for the collapsible yellow earth foundation layer, and the road widening system is reasonable in structural mechanical property, good in integrality and controllable in quality.

The invention provides a pile-supported and rigidity-varied reinforced cushion composite foundation and a construction method thereof. The construction method comprises steps as follows: pile body construction of rigid piles is completed in a soft foundation by a pile forming machine, the ground is leveled, a sand and gravel layer which is 150-300 mm thick is laid and is leveled and compacted, then a first geogrid layer is laid, a sand and gravel layer which is 150-300 mm thick is laid on the first geogrid layer and is leveled and compacted, then a second geogrid layer is laid, and a cement stabilized macadam layer which is 150-300 mm thick is laid on the second geogrid layer; finally, road embankment filling is completed. According to the pile-supported and rigidity-varied reinforced cushion composite foundation and the construction method thereof, rigidity of a reinforced cushion is adjusted hierarchically, so that bearing capacity of soil among piles is sufficiently exerted, uneven settlement of a road surface is reduced, and filling limitation at the upper part is broken through. The construction method is suitable for treating foundations of cohesive soil, floury soil, sludge and mucky soil and can be applied to stabilization and treatment of foundations of structures such as earth-filled embankments, flexible surface storage yards, airport runways, oil tanks, grain depots and the like.

The invention discloses a rapid drainage and consolidation treatment method for soft soil foundations, which comprises the following steps: (1) digging the silt to 2-3m below the delivery elevation, and backfilling the first layer of sand to 0.8-3m below the delivery elevation while digging 1.2m, insert the plastic drainage board to a depth of 8m below the handover elevation, cover the second sand cushion to 0.5-1.5m above the handover elevation, set up a drainage system to pump water continuously; (2) start the first dynamic load after 12-18 days after the backfill is in place , the energy is 500-650 kJ, and the depth of the ramming pit does not exceed 1.5m; (3) The second dynamic load after 5-8 days, the energy is 700-900 kJ, and the depth of the ramming pit does not exceed 1.5m, (4) 5-8 Start the third dynamic load after 5-8 days, the energy is 1100-1500 kJ, and the depth of the ramming pit does not exceed 1.5m; m; (6) After 5-8 days, excavate excess filler, perform 600 kilojoule full-field dynamic load once, and level and hand over the work twice. The invention can reduce the cost by 75%, and shorten the construction period from more than 360 days to about 90 days.

The invention discloses a land settlement control and reinforcing pile construction method for soft foundation comprising following steps: S1. a deformation monitoring system for the existing structure and foundation is laid out to perform overall process information construction; S2. holes are excavated or the preserved pile holes in the existing foundation are enlarged on the base of existing buildings of the soft foundation according to a pile layout design; S3. pile sinking counterforce anchor bars are constructed around existing foundation opening or preserved hole; S4. according to the magnitude of differential settlement, long piles are constructed on foundations having large settlement, and bearing is shared gradually by gradual pile locking to control the expansion of settlement and reduce additional settlement; S5. short piles are constructed on foundations having small settlement, additional settlement is generated by means of the disturbance effect of pile-sinking to achieve forced landing and at the same time the differential settlement is reduced. The beneficial effects of the method are: the soft foundation settlement deformation is effectively controlled, basic differential settlement is effectively reduced, the method is not affected by the construction space limitation, and the work efficiency and settlement control effect are substantially improved.

The invention discloses a building composite foundation pile top pre-piercing mattress layer, which comprises a mattress layer body, wherein the mattress layer body covers a position between the bottom surface of a foundation and the top of a pile body, a pre-piercing hole is formed in the bottom of the mattress layer body, the size of the pre-piercing hole is anastomotic with the top of the pile body. Meanwhile, the invention discloses a calculation mode of the pre-piercing hole. The building composite foundation pile top pre-pierce mattress layer has the beneficial effects that the composite foundation conventional pile top pad layer methods most adopt flat type, i.e., the thickness of the pile top and between-pile soil top surface pad layers can only be identical, according to the pre-piercing mattress layer provided by the invention, the depth of the pre-piercing hole can be flexibly regulated according to the load size, soil property conditions and pad layer material properties of concrete engineering in accordance with the pile soil stress ratio requirement required to be reached in the design, different pad layer thickness and pre-piercing depth can be adopted in a combined way in different positions of the same building, the composite foundation rigidity can be reasonably regulated through the difference control on the depth of the pre-piercing hole, and the difference sedimentation of the foundation is reduced.

The invention discloses an arch bar foundation the foundation plate of which comprises a plurality of arch bars with arch sections. As the arch bar shape of the arch bar foundation of the invention has better structural stiffness and better stability than the plate shape of the traditional foundation, capabilities of horizontal force resistance, slippage resistance, differential settlement reduction and the like of the foundation are improved. The invention also provides a construction method of the arch bar foundation, comprising the following steps: 1) leveling the land; 2) producing arch groves; 3) casting and pounding a cushion coat; 4) arranging an arch bar moulding board; 5) arranging a foundation beam moulding board; 6) binding the arch bar and foundation beam steel; 7) casting and pounding arch bar concrete; and 8) casting and pounding foundation beam concrete.

The invention discloses a vibration reduction and deformation self-regulation composite track structure for a high railway bridge transition section in an alpine region, and belongs to the technical field of road bridge engineering. A track is connected with a track plate, a concrete bottom plate is arranged at the lower end of the track plate, a track plate groove is formed in the lower surface of the track plate, the top face of the track plate groove is an arc face and is provided with an in-plate anti-vibration pad, a force transmission plate groove corresponding to the track plate groove is formed in the upper surface of the concrete bottom plate, a jacking mechanism groove is formed in the bottom face of the force transmission plate groove, a vibration reduction mechanism is arranged between the track plate and the concrete bottom plate, the upper end of the vibration reduction mechanism makes contact with the in-plate anti-vibration pad, the lower end of the vibration reduction mechanism is connected with a hydraulic automatic jacking mechanism, and the hydraulic automatic jacking mechanism is arranged in the jacking mechanism groove. According to the invention, the smoothness of the track structure is ensured, the structural vibration and environmental noise of the transition section are reduced, the safety and comfort of a train running to the transition section are improved, and a method for adjusting the smoothness of the track is simple, high in adaptability, large in adjusting range and convenient to apply and popularize.

The invention discloses an advancing waterstop sedimentation post-cast strip of a foundation slab. The advancing waterstop sedimentation post-cast strip of the foundation slab is characterized in that an advancing waterstop water-proof construction member is of an integral structure, a right angle type expansion joint is formed between the advancing waterstop water-proof construction member and the foundation slab, two side surfaces of the expansion joint are provided with steel moulding plates with reserved reinforcing steel bar holes; the horizontal extension joint is hollow, and the vertical extension joint is filled with waterstop caulking objects; the junctions of the extension joints and a foundation bed are provided with stainless steel waterstop strips; the junction of the advancing waterstop water-proof construction member and the post-cast strip is poured with a cement mortar screeding layer which is coated with flexible water-proof paint. The sedimentation post-cast strip has the advantages that the extension joints are changed into two right angle extension joints from a single vertical extension joint, so that a water permeation route is long; the advancing waterstop water-proof construction member has the advantages of small crack spreading range and good differential settlement control effect; the stainless steel waterstop strips can carry out tensile deformation along with sedimentation and have a corrosion resistant function; the downstream face resists water by using the flexible water-proof paint, the problem of water-proof invalidation caused by that a flexible water-proof layer of the downstream face can be easily peeled off can be solved; the steel moulding plates with the reserved reinforcing steel bar holes are used as dismounting-free moulding plates, and construction progress and quality can be improved.

The invention discloses a pipe-jacking hole-entering sealing ring beam structure. The pipe-jacking hole-entering sealing ring beam structure comprises a pipe-jacking pipe joint, a pipe joint socket, areceiving well wall, a well wall pre-buried casing pipe and a sealing ring beam; the pipe joint socket is arranged at the end of the pipe-jacking pipe joint; the pipe-jacking pipe joint is located inthe well wall pre-buried casing pipe; the well wall pre-buried casing pipe is arranged in the receiving well wall; a gap is reserved between the pre-buried casing pipe and the pipe-jacking pipe joint; and the pipe-jacking pipe joint is fixed in the well wall pre-buried casing pipe through the pipe joint socket. According to the pipe-jacking hole-entering sealing ring beam structure, the pre-buried casing pipe and the pipe joint socket of the receiving well wall are fully utilized and are connected with a steel structure through anchoring steel bars; then the cast-in-place reinforced concretesealing ring beam is implemented, so that differential settlement between the pipe-jacking pipe joint and the receiving well wall can be greatly reduced; and underground water leakage, ground subsidence and the like in a gap between the pipe-jacking pipe joint and the well wall pre-buried casing pipe are relieved, and the service life of the structure is prolonged.

The invention discloses a construction device for pile splicing of an existing pile foundation in soil. The position of the existing pile foundation and the pile top elevation are determined, and thepile top exceeds the concrete placing height; a manual hole digging manner is adopted to carry out soil excavating, and a brick shaft lining is arranged; excavating to the placing exceeding portion ofthe existing pile foundation is achieved, laitance breaking of the placing exceeding portion is achieved, breaking is carried out until the fresh dense concrete is achieved, and it is ensured that the main rib length exposing of the existing pie foundation meets the requirement; the bit expansion type is adopted in the manual hole digging pile end; a pile supplementing portion steel reinforcementcage is put down, and is welded with the existing pile foundation main ribs; the pile supplementing portion concrete is poured and is sufficiently subject to compaction vibration. The device solves the construction problem of pile splicing of the existing pile foundation below the ground, compared with the traditional treatment method, the large-area soil excavating, earthwork backfilling and concrete pouring amount can be reduced, the protection for the foundation soil can be greatly formed, safety and reliability are achieved, and the construction cost is reduced.

The invention relates to a grouting reinforcement method capable of effectively reducing non-uniform settlement of a building foundation. The grouting reinforcement method comprises the following steps of acquiring location information of an excavation face with a tunnel diameter D in real time; determining a horizontal distance L from the tunnel excavation face to a geometrical center of the building foundation according to the location information; when L is determined to be equal to mD (m being a setting coefficient determined according to a stratum condition), determining a reinforced grouting region and a common grouting region with the tunnel diameter of an excavated tunnel of the building foundation according to a Peck curve formed by the tunnel diameter of the excavated tunnel; carrying out grouting reinforcement on the reinforced grouting region and the common grouting region by utilizing a pressure grouting method; and controlling grouting amount by utilizing grouting pressure, stopping grouting when final grouting pressure of the reinforced grouting region reaches a first set strength threshold value, and stopping grouting when final grouting pressure of the common grouting region reaches a second set strength threshold value. The grouting reinforcement method can effectively make up settlement caused by stratum loss, so that settlement in the middle of a settling tank trends to be consistent with that at the two sides of the settling tank, and differential settlement of the building foundation is reduced; and cost is low.