ANSYS finite element software new plant in Dalian, -

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ANSYS finite element software new plant in Dalian, pontoon dock door strength and stiffness analysis

Bracing and pillar, a total of 89 rod cells. The model number of 60691 total units, 36 032 nodes. 2. Loads and constraints door structure is the main load weight and water pressure. Calculated water level dock doors did not get the top level, head high 13.5m, the total water pressure model 32068kN (because the door panel about the maximum synthesis of stress 132MPa. In the deck to lower deck between the outer plate of the stress is large ( This theoretical analysis), which is about 120MPa. above all meet the specification requirements. take half door model, the calculated total water pressure for the door half of the total actual water pressure), the triangle distribution, according to dock doors applied to the actual subdivision of the outer plate and the deck. Door weight by the acceleration of gravity given by the calculation software automatically applied. Model constraints, including docking port on the dock door of the support and the access door for half of the required model the constraints imposed on the symmetry plane. Docking port on the dock door support: constraints at the dock door seal translational X direction; constraints on the floor of the dock door translational support Y direction. The symmetry plane of constraints: constraints of the z direction of the translational constraints of the X, Y direction of rotation. 3. The results in Figure 2 is a dock door checking the water level in the stress distribution under the VonMises Figure 2 the maximum deflection of door beam 21mm, and door length ratio is less than 1 / 1000, in line with regulatory requirements. Figure 3 is the docking port door body of the support reaction force situation. The figure reflects the dock door and the threshold of the door at the London branch of the size of the reaction conditions. * 47 * which door mounds of support reaction force of about 22%, the basic top-down linear distribution,[link widoczny dla zalogowanych], and in each deck and a maximum value at the shear plate. Maximum value of 457kN. This is because the deck and the anti-shear stiffness of the block relative to other large vertical structure, so they bear a larger counter-force. The threshold of support reaction force of about 78%. In general, the threshold of support reaction force at the average distribution, the transverse bulkhead at the threshold of support reaction force, there were two extreme points A and B, while the part between A and B is the average distribution of support reaction force The. A maximum value at the threshold of the average expenditure is about 4.5 times the reaction force, to l832kN. The appearance of two maxima is because there are strong horizontal structure, the stiffness of their relatively large, and thus bear a greater amount of reaction force, and the door mounds that appear at the maximum reaction force is the same reason. Therefore,[link widoczny dla zalogowanych], the design of the future, consider increasing the stiffness of the bottom floors to reduce the maximum reaction force. Meanwhile, in the calculation does not take into account the flexibility of sealing pressure pad, and in fact the existence of such flexibility is beneficial to the average distribution of reaction forces, the calculation in the future to further discuss this issue. From the local point of view,[link widoczny dla zalogowanych], as in A and B more evenly between the counter-force distribution also appeared in a section of the extreme points, such as the C point. Again, this is because it has a stiffness of transverse members. II. Local strength 1. Finite element model taking into account the convenience of modeling and the use of computer resources, in the dock door of the overall strength and stiffness of the calculation of the calculation model of 48 * appropriately simplified. Such as using three-dimensional beam element to simulate the dock door frame. This simplification is reasonable. But if you need door structure the strength of the local case, this simplification becomes rough, and because the analysis is local, from the standpoint of computer resources is conditional to establish a more detailed model. At the same time the strength of such a partial analysis is also complementary to the overall calculation. Figure 4 is a typical profile of dock doors to calculate the model. Figure 4, using the local shell element model, not only simulate each deck and the outer panel, and the analog component and as a longitudinal beams,[link widoczny dla zalogowanych], rib angles and T sections and link bracket,[link widoczny dla zalogowanych], it should be said from both physical and geometric close to the entity. The same as the deck, the outer plate and shell elements T profiles also took 2mm corrosion margin. 6l532 a shell of the model units and a total of 30,275 nodes. Model can be seen that the local maximum stress occur in the root of the deck longitudinal for l49MPa, meet the specification requirements. III. Conclusion 1. The pontoon dock doors meet the design strength and stiffness: 2. Load and load constraints are weight and water pressure, applied load calculation methods and the overall similarity. Constraints added to the model of the interface, the surface of the 6 degrees of freedom are constrained off. 3. The results in Figure 5 when the local model checking water level in the VonMises stress. Figure 52. Support for dock door distribution of reactions and theoretical analysis of the same general trend; 3. Because the stiffness of the local transverse members to form a larger support reaction force threshold of the peak, you can increase the stiffness of the bottom floors to reduce the threshold of maximum reaction forces. * 49 *

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