| Engineer's Studio(R) Ver.1.07 | |
| 3D plate dynamic non-linear analysis |
| Price:Base:346,500 Yen/Full option set:1,575,000 Yen/ Full option set (excluding Maekawa model):892,500 Yen Release: November 2011 |
Dynamic non-linear analysis |
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| New Products | |||||||
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| Introduction |
| Main improved points of Engineer's Studio(R)Ver 1.07 are five topics as
follows. -Automatic calculation and check of M-ƒÓ element and M-ƒÆ characteristic -Residual displacement check function -Reduction of rigidity while eigenvalue analysis -Input of traction distribution load of train load "EA load" -Cable element |
| Automatic calculation and check of M-ƒÓ element and M-ƒÆ characteristic |
| When the seismic design is performed in the level 2 earthquake for the
ground structure such as road bridge, the dynamic analysis is often performed
using M-ƒÓ element and M-ƒÆ model. In this version, these check functions
are added. M-ƒÓ characteristic and M-ƒÆ characteristic are automatically
calculated according to the Specifications of roads and bridges V, aseismic
design, and they are checked with the allowable curvature and allowable
rotation angle. The figure1 shows the result screen. The ratio of stress value to the allowable value, the safety factors are listed. When the safety factor exceeds 1.0, it is displayed in red as NG. The ratio is displayed for all checking items, therefore, it is clear if the design is performed loosely or tightly. It has the function for sorting in the tightness order. If a part of member and spring element are registered in the group, the result can be displayed by each group.
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| Residual displacement check function |
| The residual displacement is strictly checked according to "6.4.6
Reinforced concrete bridge pier check" of Specifications of roads
and bridges V. When it is analyzed by modeling the global coordinate system
of the bridge beam, the maximum stress displacement of the bridge
pier crest nodes (absolute displacement in the global coordinate system)
includes the horizontal displacement by the rotation of foundation and
the horizontal displacement of the foundation. In this version, the displacement
amount of the bridge pier skeleton is extracted by removing it. Specifically, ƒÂpr
shown in figure 2 is automatically calculated. In addition,ƒÂpr is sequentially calculated by each step in the dynamic analysis to find the maximum value. When the biaxial bending such as the curved bridge or skew bridge is shared, the calculation of the yield displacement in the maximum stress displacement is separately required, so that there is no issue that the direction of the maximum displacement and the yield displacement do not match. In the residual displacement check function of our UC-win/FRAME(3D), there is the issue that the above-mentioned displacement by the foundation and the inconsistency in case sharing the biaxial bending. These issues are largely improved in this version.
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| Reduction of rigidity while eigenvalue analysis |
| When the eigenvalue analysis is performed, the rigidity of the member and
spring element can be reduced. For the road bridge, the natural period
is calculated using the yield rigidity under the aseismic design in
level 2 seismic motion. With this function, the rigidity yield of
M-ƒÆ model using M-ƒÓ element and spring element can be automatically
calculated to perform the eigenvalue analysis. |
| Input of traction distribution load of train load "EA load" |
This product has the function to perform the influence line analysis. As
for the joint running load, the position and the result where the section
force becomes maximum and minimum are calculated by moving multiple concentrated
loads. With this version up, not only the concentrated load but the distributed
load can be considered. This enables to consider the traction distributed
load of the train load "EA load" in "Design standard of
railway structures, explanation of concrete structure, April 2004".
The figure 3 shows the basic concept. The part A in the figure (in yellow)
shows the traction distributed load. The part B moves as one axis.
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| Cable element |
| The cable element is a structure element which resists the tensile only,
not compression or bending. When both sides of the cable are lifted, it
becomes the curve with convex shape. This is called as the catenary curve
or catenary. The cable element of this product is the element where the catenary is formulated. As the material parameter, the section area A, Young's modulus E, and the mass (m) per unit length along the cable axial line are given. There are four types of input method to define the cable shape: Giving the horizontal tensile force, the natural length, the maximum sag to the natural length, and the sag in the horizontal direction position. As an example, the condition of E= 2.0E+05(N/mm2), A=0.125(m2), m=1000(kg/m), horizontal tensile force H=490.3(kN) are compared between the existing beam element (small displacement and large displacement) and the new cable element. The figure 4 indicates the load condition. The bending rigidity is reduced in the beam element and it is divided into 10 to obtain more accurate result. As for the cable element, it is divided into two. When the beam element is analyzed by the small displacement theory, it results in unnatural transformation shown in figure 5. When it is analyzed with the large displacement, it resembles the behavior of cable shown in figure 6. At the loading point, it becomes the transformation chart specific to the beam element. When the cable element is used, the accurate result can be obtained even splitting into two, and the transformation can be obtained with keeping the catenary specific to the cable (figure 7). Under the dynamic analysis, the cable needs to be divided to consider the mass distribution and the attenuation more accurately.
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| (Up&Coming '11 Late fall issue) |
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