Recent content by JrStructuralEng

and as far as locations along a wall? centered as Dave explains? one on each end?

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...

im concerned with bearing and compressive strength. ishvaag i'm not sure I understand your attachment.

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.

4 anchor bolts for a tiny post. Engineers need to use logic, not just books.

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)

Crane Supporting Steel Structures - Design Guide 2nd Edition - R.A. MacCrimmon

that first post should read "you consider only THE flange"

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...

dang BA, can I hire you to coach me??

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.