"Dictionary of Civil Engineering, 4th Edition" by John S. Scott is on my bookshelf. It came recommended to me and I have not been disappointed with it.
It has been observed experimentally that the yielding behavior of metals are generally independent of the hydrostatic component of the 3D state of stress--a simple tension test has a hydrostatic component: (sigma_xx + 0 + 0)/3. Using only the deviatoric part of the stress and utilizing the...
Take a look at Fig. 6-18D and, in particular, Note 5: this addresses case of monoslope roof @ 0 degrees with h/L between 0.05 and 0.25. ...May also want to check out applicable errata: http://content.seinstitute.org/pdf/erratasheet7-05.pdf for some corrections/clarifications.
I'm not sure...
Take a look at Fig. 6-18D and, in particular, Note 5: this addresses case of monoslope roof @ 0 degrees with h/L between 0.05 and 0.25. ...May also want to check out applicable errata: http://content.seinstitute.org/pdf/erratasheet7-05.pdf for some corrections/clarifications.
Some reading, if interested:
Earning LEED points with concrete:
http://www.concrete.org/FAQ/afmviewfaq.asp?faqid=37
Structural Steel Contributions toward obtaining a LEED rating...
I would take h=40 ft for all three cases but then calculate pressures for the parapet from ASCE 7-05 6.5.12.2.4 and the pressures on the penthouse and screen from 6.5.15.
When considering torsion of non-circular cross-sections plane sections do not remain plane and as such the polar moment of inertia is not applicable. The notation that I am familiar with for this general cross sectional property is the Torsional Constant, J (I believe that this is what your boss...
See the Durst curve in ASCE 7-05 Section C6.5.4.2. The 3-second average wind speed is approx 3% greater than the 5-second wind speed (for non-hurricane winds).
Depending on the loading and the lateral bracing of the angle it is possible for either or both tips of the angle to be subjected to compression. The stress limits of 5.1.1 are to prevent local buckling of the "compression" leg(s) where a leg is considered to be in compression if its tip is in...
I agree with civilperson that the effective web width is 22.1" if you conservatively take f=Fy=50ksi. However, for a pin-pinned column over about 15 ft for this Q27x146 then effective web width is the true web width and Qa=1.
My interpretation is that if b/t is less than 1.49*sqrt(E/f) then the element will not buckle locally prior to the column buckling globally and thus Qa=1.0. Note that if f=Fy then the above limit corresponds to the slenderness limit in Table B4.1.
ASCE 7 provides a 3-second gust wind speed at an elevation of 33 ft for exposure category C. ...When your talking about wind speed it is important to know the averaging time (which you are inquiring about) as well as the elevation of the wind speed so that you can modify the wind velocity for...
