![orcaflex contact stiffness values orcaflex contact stiffness values](https://www.orcina.com/webhelp/OrcaFlex/Content/image/drawings/VSupport.png)
API RP 2A-WSD1.2 Lateral bearing capacity for soft clay (API RP 2A 6.8.2)For static lateral loads, the ultimate unit lateral bearing capacity of soft clay pu 8c~12cCyclic loads cause deterioration of lateral bearing capacity The following is recommended, The taper on the springs a nonlinear variation of load with deflection The gap btw the pile and the springs the molding away of the soil by repeated loadingsįig.1 Fig.2 #/9The excitation and response function, as well as the transfer functions may equally be expressed as functions of frequency in Hz, instead of rad/sec. The springs attached to the blocks of different sizes - reaction increasing with deflection and then reaching a yield point, or a limiting value that depends on depth.
#ORCAFLEX CONTACT STIFFNESS VALUES SERIES#
API RP 2A-WSD1.1 Winklers hypothesisA series of nonlinear - the force deformation characteristics of the soil. #/9The excitation and response function, as well as the transfer functions may equally be expressed as functions of frequency in Hz, instead of rad/sec. The same principle applies to batter piles. The following empirical equations (Widjaja, 2008) were suggested to estimate k value both in clay and sand: Clay : k = 40 50 su (t/m3) Sand : k = 70 100 NSPT (t/m3) Winklers hypothesis-The reaction at any point on the base of the beam in Fig.1 depends only on the deflection at that point. API RP 2A-WSDWinklers hypothesisMost of the theoretical solutions for laterally loaded piles involve the concept of modulus of subgrade reaction Modulus of subgrade reaction (the pressure distribution which is the result or reaction of the subgrade to a load imposed upon the top of a foundation structure)unit kN/m2/m Because of the limitation of available data and the uncertainty of soil condition, it was also proposed to use the empirical equations. Is that a result of conventional differences between the two tools or just I get it the wrong way? The hydrostatic stiffness matrix you give in the document Definition of the Semisubmersible Floating System for Phase II of OC4 also does have the negative value, but isn't all the values in a stiffness matrix supposed to be positive?ģ.Prepared by Y.T KimOffshore Engineering Lab.
#ORCAFLEX CONTACT STIFFNESS VALUES FREE#
When I try to do a free decay analysis in orca alone, it seems like that I have to change the negative values in the hysrostatic stiffness matrix to positive so I can do the analysis. So I am confused because if it is to balance the gravity, isn't it supposed to get balance when i input the value in the vessel mass and inertia data?Ģ. But the vessel won't get balanced and it only does when I uncheck the applied loads. But when I try to do a free decay analysis with orcaflex alone, I set the platform primary motion to "calculated(6 DOF)" and input the mass and inertia data in the vessel type data. In the orca model, there is a applied loads acting on the vessel whose value is 140E6, what is that for?Īs far as I know, the applied load is equal to the gross gravity of the platform+tower+nacelle, so I assume that is for the gravitional equilibrium.
![orcaflex contact stiffness values orcaflex contact stiffness values](https://stablewarez.com/wp-content/uploads/2016/11/VariableData.png)
But there are some settings in the Orca model that confused me and hope you may help me out.
![orcaflex contact stiffness values orcaflex contact stiffness values](https://www.open-ocean.org/wp-content/uploads/2021/04/image-37.png)
I've downloaded the Sample models for FAST and OrcaFlexInterface ( ) and tried to modify the OC4_DeepCwind model so I can use it in the second order hydrodynamis analysis.