Considering the following:
-square
-single storey
-conventionally framed structural steel braced frame
-OWSJ's & metal deck w/ diaphram action
-HSS columns and wide flange beams
-diagnol bracing on each of the four exterior walls
What is everyone's opinion on the ideal braced bay locations and...
I should mention...(because someone is bound to say "Core-fill") that the flutes run horizontally in a similar fashion to the blocks shown in the photo. So core-filling is not possible.
Hi, I am trying to determine the bearing capacity of old 1920's terracotta hollow block walls (See attached photo). The wall is approx 8.5" wide. We are installing windows lintels which will put point loads on either side and I am concerned about crushing the block.
Correct StructEIT, I am not using software to model a wood framed building. I am more concerned with determining the approximate bending moments in the stud members
Anyone have any documentation on simplified approaches to P-Delta effects, particularly with respect to 3 or 4 story wood framed buildings. (I am hoping for a simplified approach or a document that explains the pseudo load approach better)
This might sound like a silly question, but the reference manual i'm reading confused me.
When considering side thrust and weak axis bending on a monorail I understand that you consider only one flange to contribute to weak axis bending strength.
However, in this design example i am reading...
I have seen buildings (on several occasions) with 3-4ft wide openings in the brick and no supports except for the door frame. Although I don't recommend this, it shows that the opening has very little loading on it and the door still works fine! (i.e. negligible deflections).
as houseguy...
Some suppliers have 'design assumptions' in their tables that might include a nominal point load. I would check there first. If the load is for a RTU I typically never rely on the deck for concentrated loading, unless I calculate the RTU to be of negligible weight or size and not affect the...
I agree, 2% of compressive force at brace point.
Does anyone know if there are single angle compression tables in the CISC? I couldn't find any (or somewhere else?) A quick reference would be helpful.
cntw, your diagram is what BA and I are referring to as well...however, our discussion had to do with conditions where instantaneous shear flow is different at different locations along the length of the member, and thus, the proper way of welding such a section.
Valuable post BA. thanks.
But...do we need to calculate shear flow then? or can we just find the tension/compression in the plate? In your third point loading example above, am I able to find the tension/compression in my plate and design my welds in the outer thirds to have a shear capacity...
paddingtongreen, this concept is bothering me...I understand your post, however, based on that logic, there would be little reason to calculate the instantaneous shear flow.
If I understand correctly, I can calculate the axial force in the plate. I can then design the welds to have a shear...
StructEIT, to clarify, did you mean:
a) you calculate the weld you need for the max shear at the ends. And then apply that weld on a repeated basis along the length of the member? (i.e. if you need 20" of weld, you apply 20" of weld at the end, then a space (not sure space size?), then 20"...
