I'm working on a project where the we want to utilize a space frame canopy.
Im curious if anyone knows of any resources that would help me understand the process and interaction between building SEOR and Space Truss MFG.
Is anyone aware of some place I can find some general guidance? I know I...
I've been wrestling with a particular code provision regarding egress stairs for a while now.
The in Ch 13, ASCE 7 gives two options for anchoring stairs to the main building:
Provide a slip connection.
Or
Rigidly tie in the stairs.
They also provide the required anchorage forces in Ch 13...
I am planning to have my own structural firm in the coming years. I want to have a partner with me and I don't know yet how I want to structure the % of profit distributed between us.
I know there's no golden ticket answer, but I am curious if anyone else in similar situations could elaborate...
Does anyone know of a reference to designing horizontal bracing truss elements when no 'diaphragm' is present.
Perhaps something out of the PEMB world.
I have a deck with open grating and am expecting significant inertial forces due to seismic.
Im just looking for something to help me...
Hey engineers,
Hoping to find someone with more experience in this to help with my understanding.
We have a transformer roughly specified by the electrical engineer on his drawings. The transformer and pad are both utility provided, but the plan reviewer (AHJ) is requiring a structural calc...
I'm working on seismic retrofit for an existing building and would like to investigate possibly using partial length diaphragm boundary nailing in order to reduce/eliminate the need for new full length straps over blocking. This isn't something I normally would try, but since this is retrofit...
Hello fellow engineers.
Today I want to see what others are doing to address the overturning of a light frame wood building ontop of a concrete podium structure.
There are two approaches I have seen in the past.
Smeared - Take the global overturning of the upper structure, scale by R factors...
How does the EOR approach the design of these precast electrical pads.
The electrical utility specifies use of a certain PAD. I can easily bring these drawings and reproduce the required structural info.
What about the anchorage, do they want to use post-installed anchors in the top surface of...
1951 School Classroom Building. I have a scan from the owner of the original construction drawings. For whatever reason the text of the GLB specification is very faint (as if it was added at the last minute by the engineer instead of the drafter).
So I have two issues first is I can't really...
Has anyone else been getting an error message when trying to lookup seismic design parameters? I am getting the same error across the ASCE, USGS, and ATC lookup tools.
I have seen more and more projects where the structural team ends up designing all kinds of components and details for definitely non structural items.
For example soffit/fascia framing on structural steel projects. Due to the small spans, and loading of these types of elements they seem to fall...
I saw this update to the cold formed steel provision in 2021 IBC and got a laugh hopefully you all do. Anyone from AISI care to comment why we can't just call this document AISI S100-20 ????
When I write this on my plans it just looks wrong. AISI S100-16(2020) w/S2-20. lol
Interesting case study for those here to consider.
Task involved reinforcement of existing PEMB main frame girders. A similar approach could be used on crane rails with hat channels.
Several of the girder's bottom flange lateral braces were removed starting at the haunch and moving in...
Working with some existing (really existing, circa 1950) truss I see this callout for what looks like a WT section.
ST 4 JR 3.25
I am trying to pull historical section properties and I'm not seeing anything like that in AISC DG 15. I've tried some other historical references as well with no...
Here is a cool snip I found from a real Design. Credit is to John K Minasian, Circa 1950.
I couldn't help but share it here its just so pristine. Theres a bunch more drawings and details to go along with this calc the hand drawings are very clean other than some eraser and smudge marks.
I know this question has been beat to death But I have a particular arrangement That I am curious of others opinions.
The connection is a Gusset Plate connection to a Buckling Restrained Brace at the column baseplate.
AISC 341 - 16 Is clear that connection design forces should be based on the...
Section 12.11.2.1 Of ASCE7-16 address anchorage of structural walls in diaphragms and other supporting structural elements.
The second paragraph of this section suggests that anchorage that is not at roof level (or to rigid diaphragms) can be adjusted by this factor (1+2 z/h)/3. With a minimum...
ASCE 7 - 16 Section 12.11.2.2.2 Requires that all steel elements in the anchorage load path have a Section 12.11 Anchorage force increased by 1.4x.
The commentary on this section indicates that the intent is to provide fracture strength that is ~2x the design force.
Lets say for example we had...
Hey Coders/Engineers,
I have worked out a method to determine different zones for diaphragm strength independently in two directions.
Now I want to attempt to combine the results from each direction to develop a complete diaphragm zone plan.
1) I am pretty confident this can be done. I've seem...
