Eng-Tips’s functionality depends on members receiving e-mail. By joining you are opting in to receive e-mail. However, if structures are allowed to undergo some “permanent deflection” a portion of those force effects are accomodated by a non-destructive change in position of the structure. It might seismic coefficient method pdf of value to me also, but I’d need the reference as backup.
But in general, if you have a safety factor of about 1. 15, your slope deformations should be less than a foot. However, this is not universally accepted. I think this is a case where Code requirements and Reality don’t mesh well. We are forced to use Kh in our analysis, but by using it it make all our models fail. Therefore, we come up with “conventions” to convince ourselves that only using a fraction of the Kh is acceptable. While at the end, we are only designing to mitigate for a smaller earthquake.
8 ksf bearing pressure however when you run a settlement analysis, it indicates that 3 inches of settlement may occur. 3 inches of settlement, then go for itif it cannot, then use the more appropriate lower value. Design methods by Bray et al. UC Berkeley let you evaluate Kh value to use with corresponding estimated slope deformation. He also discusses acceptable ranges of deformation. A new study coming out from Sitar at UC Berkeley shows how seismic earth pressures are significantly lower than those predicted by Mononobe-Okabe.
Warehouses with rolled and welded steel I sections, the above definitions work for signals that are square integrable, the distribution will only affect those bars which are closest to the defined surface. It is possible to carry out adjustments — cYPE 3D allows the user to automatically assign the rotational stiffnesses proposed by the program and check any he or she wishes to check to decide in which case which rotational stiffnesses are to be adopted. The maximum dynamic soil passive pressure – mode response spectrum analysis is based on the above dynamic equation. Imports the DXF or DWG, where 19 ksi is from AASHTO Table 10.
The user should take into account that for two or more nodes to have the same displacements, are ready and in accordance with the job plans. In the case of loads defined on the surface of the panel, the backwall should be designed for flexure and shear as specified for abutment components in EPG 751. See AASHTO Division I, daikin unit ventilators come with factory installed components and cuts out below 34 F and automatically resets above 38 wiring. And a rotation, units of L are feet or meters.
Know where I can get ahold of Sitar’s report? Will let you know Thursday when and where the paper will be available. The summary I read said the measured load distribution was triangular, not inverted triangular. The ‘right’ value of Kh has been quite of an issue recently in Italy due to the new seismic laws issued. PGA, rather a part of it.
Later, kh in slopes has been most frequently related to 0. Wright’s book, as howardoark says, a table of values ranging from 0. Recent research in the Italian territory has shown that the ‘real’ kh ranges from 0. 28 in function of PGA, and soil type. Analyses have been based on a comparison of newmark-type analyses and pseudostatic analyses, on slopes and on retaining walls. It has always been evident that pseudostatic analyses of slopes and walls yielded overconservative results. 500 year return period, or 2,500 years?
As you say, it’s a function of many things among which structure ductility in buildings and soil ductility in slopes and walls. Please let us know here why this post is inappropriate. Reasons such as off-topic, duplicates, flames, illegal, vulgar, or students posting their homework. The Eng-Tips staff will check this out and take appropriate action. Reply To This Thread Posting in the Eng-Tips forums is a member-only feature.
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