Lock Chamber Stability On Soft Soil Foundation Of Finite Element Analysis

A proposed intake of silt foundation works to the southern Xinjiang region, for example, using thefinite element tool seepage stability of the intake, the lock chamber stress, foundation treatment, seismicliquefaction of two-dimensional and three-dimensional finite elementsimulation analysis. The results showthat:(1) In the calculation of seepage flow about waterlocks, using finite element method to calculatefoundation internal seepage gradient value of each node, each node can be observed from the numericaldistribution of seepage gradient size changes along the path, and the obtained by using the formula is theaverage seepage gradient on the boundary conditions, Suggestions on complicated foundation seepagecalculation, the formula method combined with finite element method to calculate. In the calculation ofstability against sliding, sluice base to make use of the finite element method calculation of stability againstsliding ratio formula method to determine brake stability against sliding is more safe.(2) Vertical stresscalculation and analysis through the lock chamber is at the edge of the lock chamber before the pier pier inparts and parts, brake parts of the wall and the brake after tooth wall particle silt foundation under thevertical pressure is most concentrated, vertical stress as a result, the finite element method is used to solvethe lock chamber allows designers from brake bottom stress distribution laws, obtaining the importantinformation for the found-ation settlement and foundation reinforcement design to provide the referencebasis.(3) Through the vibro-flotation gravel pile reinforcing foundation and the comparison ofunreinforced foundation, the distribution of the gravel pile spacing shall generally be less than or equal tothree times the pile diameter, and is greater than the diameter of the pile; Based on the displacement of thefoundation settlement of soft soil and gravel pile reinforcement calculation, get the silt beforereinforcement, silty sand foundation under the vertical load lock chamber under the action of surfacesettlement of large displacement happens, exceeded the rules to allow settlement range, with the help offinite element analysis of reasonable decorate, gravel pile reinfor-cement powder soil foundation bearingcapacity and settlement deformation on got very good improve-ment.(4) Of silty sand foundation andgravel pile reinforcing foundation settlement of the finite element calculation, get the silty sand foundationbefore reinforcement, in under the action of vertical load lock chamber can produce larger subsidencedisplacement, and after dealing with the gravel pile reinforcement of powder soil foundation in improvingbearing capacity and settlement deformation decreases.(5) For silty sand foundation and gravel pilereinforcing foundation liquefaction degree of numerical simulation analysis, get the VII earthquake underthe action of cyclic shear, bottom, lock in teeth before and after the lock chamber wall withoutreinforcement under the base plate within1.0～3.0metres deep silt foundation, silty soil foundation of thestructure are most likely to have been destroyed by the liquefaction; Under the teeth before and after thelock chamber wall of gravel pile strengthening silty sand foundation within1.0～5.0meters deep, gravelpile and silt foundation contact parts of the soil structure is the most prone to liquefaction.