Structural Analysis by RC Hibbeler has a simple Space Truss Analysis example. Also, has truss analysis using the stiffness method. But only has very little information of Space-Truss Analysis using the stiffness method.
According to ASCE 7-05 section 12.10.2.1 the collector element for light-frame shear walls does not use an overstrength factor. But for shear walls an OS factor is given in Table 12.2-1
Have a one-story, rectangular light-frame building (wood) in a Seismic Design Category D region. Since I am in Category D I want to detail for seismic loads(Have 3x framing in shearwalls per SDPWS section 4.3.7 item 3c, >350plf for ASD). In section 12.10.2.1(ASCE 7-05) for collector elements the...
Thanks Stillerz, I just read Example F.11 and the problem has to assume bending about the geometric axis. From there I gathered that the loading was through the shear center.
Thanks for the help guys and/or gals. I have enough information for what I have been looking for.
Let me repeat that I thought bending for the geometric axes was only if the load was through the shear center or if the angle is restrained torsionally
Thanks, I guess I am looking into this too much. I was also reading the commentary on pages 16.1-279 thru 16.1-283. I thought the bending for the geometric axis only was when the load was through the shear center of the angle.
I guess I don't see it bending only about the geometric axis, unless somehow the brick is providing lateral restraint. I see the resultant force of the brick acting a certain distance away from the shear center of the angle. Is this only if there is arching action? I agree in some cases torsion...
I have two questions regarding single angle design. First question is in Part 16 Section F10.2. The yield moment is specified for section (i) and (ii) but not for (iii) and (iv), so I assume the yield moment is calculated using the principal axis for (iii) & (iv)?
Question 2.
Say I have a beam...
jrw501
You can also use the equation you just listed, I used the principal axes. The disadvantage I had was the transformation of the coordinate system. I way having trouble with the signage(if it was plus or minus). I did it my way since the Steel Manual provides you with the principal axis...
Here you go, can you see if my procedure is somewhat correct? Thankshttp://files.engineering.com/getfile.aspx?folder=b4459778-dd72-4bc7-8e38-7f795f05a112&file=Calcs_for_unequal_angle.pdf
Eventually I want to get to where I can calculate the max stresses and deflections of steel lintels to support brick without any continuous lateral-torsional restraint without using any programs. Once I have a good feel for unequal angles, I then want to proceed to part 16 section F10 Single...
I have an unequal steel angle and have been trying to calculate the maximum tensile and compressive bending stresses by hand. Since this is the first time I am doing one by hand I want to make sure my procedure is correct, so I took a problem from a textbook (Advanced Strength and Applied Stress...
