34results about How to "Adapt to actual engineering needs" patented technology

The invention discloses a grouting repair method for existing ballastless track subgrade base regenerative hidden karst. Regenerative hidden karst grouting repair is scientifically and reasonably carried out, and upwarp deformation is effectively prevented for ballastless track subgrade. The method comprises the following steps that 1, relevant parameters are determined through a high-density electrical method or ground penetrating radar or a seismic reflection method or electromagnetic wave CT; 2, the unit weight gammad and internal friction angle phid of a covering layer on the top of regenerative hidden karst are determined; 3, grouting pressure sigmaz for grouting repair of regenerative hidden karst is determined through calculation; 4, an inclined hole is drilled in existing ballastless track subgrade slope toe to regenerative hidden karst, and grouting repair is carried out based on the grouting pressure not larger than sigmaz determined in the step 3.

The invention discloses a method for discriminating the blocking type of a window dam in a debris flow interception process and application thereof. According to the method, the blocking type of the window dam is discriminated according to the type of debris flow, the grain size d 95 of debris flow solid matter, the opening width b of the window dam, the opening height h of the window dam, the total area S0 of the cross sections of the openings of the window dam, the cross section area S below the effective height of the window dam within channel width. The method can be used for verifying the blocking type of the window dam or guiding the opening design of the window dam. Compared with the prior art, the opening width, the opening height and the total opening area are taken into consideration, the influences of the opening width, the opening height and the total opening area on the blocking type of the window dam are reflected completely, and the blocking type of the window dam can be distinguished reasonably. Further, the method for discriminating the blocking type of the window dam in the debris flow interception process supplies basis to window dam design and meets the actual engineering demands.

The invention discloses a beam type grating dam blocking performance judgment method. Aiming at the problem that in the prior art factors which can affect the blocking performance of a beam type grating dam are too briefly considered, the invention provides the beam type grating dam blocking performance judgment method which takes three main factors and relationship of the three factors, namely, the volume weight of debris flow, the grain composition of debris flow and the distance between transverse beams of the grating dam, into account firstly. According to the method, a blocking critical judgment index F is calculated according to the function relationship of the three factors, and furthermore, the blocking performance of the dam is judged according to different spaces corresponding to F. The invention further provides application of the method in design of the beam type grating dam. The application is to confirm a design value B of the distance among the transverse beams of the beam type grating dam. The method disclosed by the invention is reasonable in principle, simple and convenient in calculation process, easy in acquiring parameters in judgment equations, and particularly applicable to demands of the engineering field.

The invention discloses a karst grouting reinforcement method near an existing ballastless track roadbed; and the newly built building substrate karst grouting reinforcement near the existing ballastless track roadbed is scientifically and reasonably performed to effectively prevent the upwarp deformation of the ballastless track roadbed. The method comprises the following steps: (1) related parameters are determined through data collection or a high-density electrical method or a ground penetrating radar or an earthquake reflecting method or electromagnetic wave CT; (2) the weight gamma d andthe internal friction angle FORMULA of a substrate karst top covering layer of the existing roadbed are determined through scene investigation or data collection or drilling sampling or indoor geotechnical tests; (3) the grouting pressure omega z of the newly built building substrate karst is determined through calculation; and (4) the newly built building substrate is drilled to a karst distribution area; and the grouting reinforcement is performed according to the grouting pressure not higher than the grouting pressure omega z determined in the step (3).

A coarse-grained saline soil embankment structure design method based on uplift deformation control is used to scientifically and rationally design the structure of a high-speed railway or a maglev coarse-grained saline soil embankment, and can be adapted to actual engineering needs. It includes the following steps: ① Determine the allowable uplift of the top surface of the embankment; ② Preliminarily determine the structure of the coarse-grained saline soil embankment; 0 , calculate and determine the uplift thickness h of coarse grained saline soil in the embankment 0 ; ④ Determine the temperature T of the i-th layer of soil before cooling in winter i1 , the lowest temperature T that occurs in the i-th layer of soil during the cooling period in winter i2 ;⑤ Determine the salt expansion index C of the i-th layer of soil si ; Determine the temperature T i1 down to T i2 The salt expansion force σ of the back i-th layer of soil Ti , temperature T i1 The initial void ratio e of the lower i-th layer of soil 0i , the effective self-weight stress σ of the i-th layer of soil y0i ;6 Calculate and determine the uplift of the top surface of the embankment. ⑦ Determine whether the embankment is satisfied. If it is satisfied, the embankment shall be designed according to the coarse grained saline soil embankment structure initially determined in step ②. Coarse grained saline soil embankment.

The invention discloses a method for designing the embedded depth of foundation of the transverse dentated sill based on the mud-rock flow soft ground energy dissipation and the application thereof. In the method, firstly, the energy consumption hi during the fall of mud-rock flow through the transverse dentated sill is calculated; subsequently, the critical longitudinal slope gradient of the initiation and deposit of the mud-rock flow i0 is calculated; subsequently, the energy consumption coefficient Phi when the mud-rock flow passes the transverse dentated sill and the scour depth below thesill Delta when the mud-rock flow passes the transverse dentated sill are calculated; and finally, the embedded depth of foundation H of the transverse dentated sill is calculated. The invention is applicable to the prevention and treatment of mud-rock flow with hyperconcentrated bi-phase two-dimensional flow, can form a drainage canal with a guide side wall or coordinate with a dam for sand collection to be used for prevention and treatment of the mud-rock flow. Compared with the prior art, on the basis of fully guaranteeing the secure operation of the transverse dentated sill, the method can reasonably confirm the embedded depth of foundation of the transverse dentated sill and save the project cost at utmost, thus being beneficial to the later operation management of the project, furthermore, the calculation method is effective, fast, easy and convenient, and meets the actual project requirement.

A design method of saline soil cutting subgrade bed structure based on uplift deformation control to scientifically and rationally design high-speed railway or maglev saline soil cutting subgrade bed structure, and can adapt to actual engineering needs. It includes the following steps: ① determine the allowable uplift of the top surface of the cutting bed; ② preliminarily determine the structure of the saline soil cutting bed; 0 , calculate and determine the calculated thickness h of the uplift of the subgrade bed of saline soil cutting 0 ; ④ Determine the temperature T of the jth layer of soil in the structural layer under the subgrade layer before cooling in winter within the calculated thickness range of the uplift j ⑤Coarse-grain saline soil samples and saline soil foundation soil samples within the range of uplift calculation thickness were collected on site, and salt expansion test, compression rebound test, water content test, soil particle specific gravity test and gravity test were carried out indoors. Test to determine the salt expansion index C of the jth layer soil of the structural layer under the subgrade sj ⑥Calculate and determine the uplift of the top surface of the cutting subgrade bed ⑦Determine whether it is satisfied, if not, repeat the work from step ② to step ⑥ until it is satisfied

The invention discloses a calculation method of an energy dissipation coefficient of subgrade filling under the uplift action of a foundation. The energy dissipation coefficient of the subgrade filling under the uplift action of the foundation is determined scientifically and rationally, and the needs of practical engineering design and construction are met. The calculation method comprises the following steps that (1), a trenching sand filling method or a trenching irrigation method or a nuclear densimeter method is used for determining the subgrade filling dry density [rho]d, indoor compaction experiments are used for determining the largest subgrade filling dry density [rho]dmax, and the compaction coefficient K of the subgrade filling is determined; (2), the reciprocal beta of a limitvalue of the 'compression effect' coefficient of the subgrade filling is determined; (3), the reciprocal alpha of the 'compression effect' coefficient of an initial tangent line of the subgrade filling is determined; and (4), the energy dissipation coefficient kappa of the subgrade filling under the uplift action of the foundation is determined.

The invention discloses a fluid cantilever-out horizontal distance measuring and calculating method and application thereof. The measuring and calculating method includes the steps of calculating thesand contained in fluid volume by determining the fluid volume weight and the volume weight of the solid substance in the fluid, calculating the fluid Froude number of a fluid cantilever-out point bydetermining the flow depth and the flow speed of the fluid cantilever-out point, calculating the correction coefficient of the fluid cantilever-out horizontal distance according to the sand containedin the fluid volume and the fluid Froude number of the fluid cantilever-out point, and finally calculating the fluid cantilever-out horizontal distance according to the correction coefficient of the fluid cantilever-out horizontal distance. The method is suitable for fluids of different-properties such as clear water, sand-containing water flow and debris flow, and can be used for reasonably determining the fluid cantilever-out horizontal distances for water of different properties, different cantilever-out point fluid flow depths, different fluid cantilever-out speeds, different fluid cantilever-out angles, different cantilever-out point fluid vertical depths, and different heights from the cantilever-out points to the downstream bed surfaces. The calculation method is simple, convenientand effective, and meets the requirements of actual engineering.

A heave-resistant design method of expansive soil composite pile foundations at the bottom of a subgrade comprises the steps of determining a design target, surveying geotechnical parameters, initially selecting and determining composite pile foundation parameters, determining calculation parameters, calculating a heave amount of the top surface of the subgrade, and determining composite pile foundation design parameters. The heave-resistant design method of the expansive soil composite pile foundations at the bottom of the subgrade comprehensively considers three factors of a composite pile foundation replacement function, a side surface anchorage function and a subgrade soil-filling energy-dissipation effect. The heave-resistant design method is proposed on the basis of taking the heaveamount of the top surface of the subgrade as a design control target, and is capable of scientifically and reasonably carrying out the heave-resistant design of the expansive soil composite pile foundations, effectively controlling the number of foundation reinforcement engineering, achieving the goal of reducing the railway construction cost, making up for the blank of specifications and adaptingto actual engineering needs.

The invention relates to a method for measuring and calculating lateral extrusion deformation of a middle-compressibility normally consolidated soil foundation under a subgrade load, particularly a method for synchronous measurement and calculation of lateral extrusion deformation of a foundation under a subgrade slope toe through measured vertical sedimentation of a sedimentation plate in a middle-compressibility normally consolidated soil foundation. The method is designed for solving a problem that modeling and calculation utilizing finite element and finite difference software at present are high in error. The changing rule of the Poisson ratio of in-situ soil along with confining pressure at each depth is determined through in-situ sampling and an indoor triaxial test, the Poisson ratio is determined according to a subgrade load and an overlaying soil layer load, and the lateral extrusion deformation area of the foundation under the slope toe at each layer is determined through anequation. The method achieves correction based on a high number of local layering sedimentation observation results and a theoretical calculation result so that a theoretical correction coefficient in a layering sedimentation percent is utilized to determine a value for a normally consolidated soil area, and the lateral extrusion deformation of a middle-compressibility normally consolidated soilfoundation in the area is determined. The method has an advantage of a more precise measuring and calculating result.