We are involved in specifying the changes required to enable a skid mounted plant designed for Australian conditions to be fabricated and installed in Canada in temperatures down to minus50 celsius.
We were thinking of specifying ASTM A148 plate, hot rolled and SHS/RHS steels instead of the...
I would appreciate if someone would provide definitions for the displacement, velocity and acceleration domains wrt a response spectrum.
I understand that the period is increasing as one shifts from the displacement to the velocity to the acceleration domain in a response spectrum, but I have...
FEMA 450, in its section on the design of Architectural, Mechanical and Electrical Components, Chapter 6, has a method of converting the calculated seismic forces to those that can be used in codes that still use working stress methods for their acceptance criteria.
Section 6.2.6.1 "Allowable...
FEMA 450 Section 6.2.6.1 "Allowable Stress Design" gives an expression for converting the strength design seismic forces that are calculated using Eqn 6.2-1 to those that can be used in acceptance criteria that are in terms of allowable stresses:
"The earthquake loads determined in accordance...
I have been using the calibration test version of the draft earthquake loading code for NZ and Aust, AS/NZS 1170.4 PPCD 8, Januay 2003.
Re Equations 8.3(1) through to 8.3(3):
It is not clear to me whether the value for the Floor Height Coefficient CHi determined from Eqn 8.3(1) applies when...
In Section A5.2 of AISC - ASD, one is allowed to increase the allowable stresses by 1/3 for wind and seismic loads.
I was interested in finding out whether others increased the allowable Fa determined in Section E2 when using eqn E2-2. That is, when Euler buckling prevails and Cc > Kl/r.
I...
Does anyone have a PDF version of the draft Earthquake Loadings code, DR 1170.4 PPCD 6 DR4/V September 2002 that they could send me?
Will supply an email address if there is someone out there who has a copy they are willing to forward.
In most loadings codes for earthquake areas, the design earthquakes are given as uniform hazard spectra with an assessed return period. For example, for an Ultimate Limit State = return period of 450 years, approximately 10% probability of exceedance in a design life of 50 years.
t = design...
In Section F1 of the Allowable Stress Design manual, Lb is specified as the laterally unsupported length of the compression flange.
One of the weaknesses I see in the AISC is that I cannot find any guidance on what this length actually is in situations more complicated than a simply supported...
I am confused as to whether there is any difference between the undrained angle of shear resistance (phi) and the drained shear strength parameter (phi').
Would they be the same value (in degrees) for a sand? If so, the failure envelope for the total stress situation would have the same...
