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since the definition of shear in beams is the transverse resisting force, it will always act perpendicular to the axis (centerline) of the beam. Therefore to answer your question they should be perpendicular to the member axis

look on a plane perpendicular to the load and cutting through the center of the hole. The max stress will be immediately adjacent to the hole, from simple stress concentration theory.

you can use plate theory to calculate the deflection which will correlate very closely with anysys results, this I can tell you from experience.as far as using stiffeners, that would require an ansys analysis but try crunching some numbers before diving into a lengthy modeling process.

the problem with L sections is that they are not doubly symmetric like trainguy has stated. due to this lack of symmetry the max stresses due to bending will not occur about the centroidal axis, but instead about its principal axis. Hence the neutral axis does not coincide with the orientation...

Right, they were changed to accomodate the load factor change. Thanks

you may want to read a strength of materials textbook to understand the definiitions of these terms.

thanks for the spreadsheet link.I was taking a look at your spreadhseets values and comparing it to mine.Our sheets differ only in the balanced Load and Moment values. I also noticed that by selecting 99 or 02, these change. I think this is where the difference is between our sheets. My...

Perhaps I should clarify what I am working on. I am developing a spreadsheet to generate the interaction diagram for any concrete column. I want to vary the phi value on the spreadsheet in the transition zone, although presently I am using the conservative value (.65or.70). Thanks for your...

So since a tensile strain of .002 corresponds with the balanced failure condition, then my assumption would be right then that it varies from the balanced point?

For members subjected to axial compression and bending, in the transition zone the code allows a linear variation of the phi value from .70 or .65 to .90 .However I am unclear on one point. If I use the equations under Fig R9.3.2 at what point can I begin the transition? It appears that you can...

I recommend LRFD Steel Design by William T. Segui 3rd Ed.

for the hydraulic design aspect check out Hydrology and Hyrdraulic Systems by Gupta.

sorry to be unhelpul but..... hire a PE

that's a great thing to do... personal references will always be more helpful/familiar than any book...

thanks for your replies. I already have the LRFD manual, and i will be picking up JAE's suggestions as well. I think I may get the ASD manual as well since, from what I've heard, most of the firms in my area still use ASD almost exclusively. thanks again and any other suggestions would be...

Hey everyone. I was wondering what your favorite structural reference/textbooks are? especially for steel and reinforced concrete.. i will be graduating from college next year and am trying to begin a nice collection of quality reference books. thank

very interesting... know any place where i can get pictures or more information on this? i've done web searches for quite awhile without finding anything like this...

does anyone know of, or have seen, a wood floor beam to steel girder connection? if so, how was it done? i am interested in using this for a research project.. thanks

I wholeheartedly agree with Lutfi. Furthermore, why not just analyze the beam without using a plug and chug equation? that would probably take less time than posting and waiting for a response as well...