Bolt Group Source 2

[dik]

Does anyone have source code for a bolt group similar to below?

I have it in Delphi, but with array of type variables and it's extremely difficult to unravel. I'm looking at doing an SMath program for it... diagram was from Delphi program.

Thanks in advance...

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[Celt83]

Python Source for Instantaneous Center Method: Link
returns the "C" coefficients similar to AISC Table 7-14

My Personal Open Source Structural Applications:

https://github.com/buddyd16/Structural-Engineering

Open Source Structural GitHub Group:

https://github.com/open-struct-engineer

 

[Celt83]

Here is the referenced article that I used as a basis for the iterative solution method: Link

My Personal Open Source Structural Applications:

https://github.com/buddyd16/Structural-Engineering

Open Source Structural GitHub Group:

https://github.com/open-struct-engineer

 

[dik]

Thanks... I'll take a look at it.

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[dik]

Thanks, not an AISC member...

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[dik]

Another issue on the same project... I was planning to use an extended shear tab type of connection as shown...

with a stiffener on the back of the web... but they cannot get in to put the stiffener in place. Does anyone have some yield line information about calculating the capacity of the web... Loads are small and shear is low for all beams... currently planning for four A325 bolts... load is only about 6K factored, but with the moment from the eccentricity the bolts are loaded to about 6K shear each, and slip critical...



Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[phamENG]

No yield line, but this paper may be of use to you. Don't think you need to be a member to see it.

Design Procedures for Extended Shear Tabs

 

[dik]

Thanks... this is the reference I was using...

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[CivilStructural01]

There is no moment on the web- Only shear. The moment is on the Bolt group.

 

[dik]

There is no moment on the web- Only shear. The moment is on the Bolt group.

and if the connection is rigid the force is transferred to the face of the web with the eccentricity being taken care entirely by the fasteners. That is if there is no rotation at the connection. If there may be a slight rotation, hence some moment, I just wanted to see what the effects were and if they needed to be accommodated.

There was a great discussion a bit back on another thread with bolted connections to columns and the eccentricity... similar thing, and I usually ignore them, but look at the situation before 'wishing the problem away'.

Found it... thread507-481891 a similar sort of issue...

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik