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

The invention discloses a calculating method and calculating application of forms of debris flow siltation behind silt arresters. The method includes: using methods such as site measuring, indoor geotechnical tests, and large-scale topographic map calculating to determine internal friction angles of debris flows and gully slopes of debris flow gullies; putting obtained parameters into a formula of the forms of the debris flow siltation behind the silt arresters, namely reasonably determining debris flow siltation thickness at different positions in a reservoir; and further determining maximum siltation length and siltation longitudinal slopes of the debris flows behind the silt arresters, and effective length of each silt arrester in the presence of limited silt burying points. Compared with the prior art, gully conditions and self-properties of the debris flows are considered comprehensively, an equation of forms of the debris flow siltation behind the silt arresters is obtained through theoretical derivation, engineering parameters such as the maximum siltation length, the siltation slopes and the permitted maximum arrester height can be determined reasonably, and scientific evidence can be provided for debris flow prevention engineering.

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 the sill 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.

The invention discloses a method for designing hydraulic optimum section of V-shaped drainage canal for viscous debris flow inclined wall and application thereof. Aiming at the default that the hydraulic optimum section can not be determined because the section form and size of the V-shaped drainage canal of the inclined wall are generally designed based on personal experience in the prior art, the invention discloses the method for designing hydraulic optimum section of V-shaped drainage canal for viscous debris flow inclined wall. The method first calculates the hydraulic optimum section size parameter Beta for the drainage canal; then calculates the hydraulic optimum section characteristic parameter S; then calculates the corresponding hydraulic diameter R of the hydraulic optimum section for the drainage canal; and finally calculates the slope depth h1 and canal bottom depth h2 of the hydraulic optimum section. The method is suitable for the control of viscous debris flow and can be used matching with other mainstay block engineering. Compared with the prior art, The method of the invention can reasonably determine the shape and size of the hydraulic optimum section of V-shaped drainage canal of inclined wall to obtain maximum flow discharge ability, has effective, fast, and simple calculation methods, and is adapted to the requirement of practical engineering.

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 method for calculating destabilization of rockfill of a small-watershed ditch and belongs to the technical field of geological hazard control engineering. The method is characterized by comprising the following steps: a. carrying out force analysis on unit-width rockfill of the small-watershed ditch; b. calculating flow velocity VC of debris flow, inferring a distinguishing calculation expression for the rockfill of the small-watershed ditch according to theory of mechanics; c. destabilizing the rockfill according to a mechanical equilibrium condition when a motive force stressed by the rockfill is greater than a resisting force stressed by the rockfill, so as to obtain a distinguishing calculation expression for destabilization of the rockfill in the ditch. According to the method, a destabilization value of the rockfill of the small-watershed ditch can be reasonably determined on the basis of strict theoretical derivation, and thus, a basis is provided for controlling and warning debris-flow disasters of small watersheds; the calculated result is high in accuracy, so that the method meets actual engineering demands.

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.

The invention discloses a calculation method for a design longitudinal shrinking slope of a ladder-pool debris flow drainage groove and an application. The calculation method determines the average longitudinal shrinking slope of a natural channel, the total design length of the drainage groove and the suspending height of a ladder section in the site selection range of the drainage groove firstly; and then the dimensionless parameter slope ratio and pool configuration density are determined; the quantity of a deep pool section is determined; finally, the design longitudinal shrinking slope of the ladder-pool debris flow drainage groove is determined by the calculation formula of the design longitudinal shrinking slope. The method is based on strict theoretical derivation, defines the dimensionless parameter with a physical significance and determines the design longitudinal shrinking slope of the ladder-pool debris flow drainage groove rationally so as to provide a basis to the profile design of the drainage groove; the calculation is simple and convenient; the calculation result is high in precision and adaptable to the needs of actual projects.

The invention discloses a blowing-in fan and an air conditioner with the same. The blowing-in fan comprises a cross flow portion, at least one centrifugal portion and at least one motor, wherein the cross flow portion comprises a cross flow volute and a cross flow wind wheel arranged in the cross flow volute; a first air inlet and a first air outlet are formed in the cross flow volute; the centrifugal portions are arranged on at least one end of the cross flow portion; each centrifugal portion comprises a centrifugal volute and a centrifugal wind wheel arranged in the centrifugal volute; a second air outlet and at least one second air inlet are formed in each centrifugal volute; the second air inlets are formed in at least one end of each centrifugal volute in the axial direction; each centrifugal wind wheel is spaced from the cross flow wind wheel; and the motors are used for driving the cross flow wind wheel and the centrifugal wind wheels to run. The blowing-in fan is high in blowing-in air pressure, long in blowing-in distance, uniform in heat exchange, small in noise and accurate in control.

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 the technical field of soil retaining, in particular to a soil retaining assembly and a connecting embedded steel bar anchoring method.The soil retaining assembly comprises a soil retaining wall and a drilled pile, an inner arc-shaped steel plate is arranged on the inner side of an annular reinforcement cage, an outer arc-shaped steel plate is arranged on the outer side of the annular reinforcement cage, the soil retaining wall is connected with connecting embedded steel bars, and the connecting embedded steel bars penetrate through the inner arc-shaped steel plate and the outer arc-shaped steel plate; and the inner arc-shaped steel plate and the outer arc-shaped steel plate clamp the side wall of the annular reinforcement cage from the two sides of the side wall of the annular reinforcement cage through the first locking nut and the second locking nut. According to the soil retaining assembly, by rotating the first locking nut and the second locking nut, the inner arc-shaped steel plate and the outer arc-shaped steel plate clamp the side wall of the annular reinforcement cage from the two sides of the side wall of the annular reinforcement cage so as to complete connection anchoring of the connecting embedded steel bar and the drilled pile, and by adjusting the positions of the second locking nut and the connecting embedded steel bar, the connecting embedded steel bar and the drilled pile can be connected and anchored. And the connecting embedded steel bars can be effectively tensioned, so that the connecting embedded steel bars can effectively transmit tension between the retaining wall and the drilled piles.

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).