buddyd16 / structural-engineering Goto Github PK

Hi,

I just found your awesome post regarding wood post interaction diagram. It's super cool. Not sure if you are still active in this personal project and open for further development but I want to contribute ideas anyway. I wish I could be proficient in programing. I am wondering if you can add something to it to make it a bit more practical for every day design tasks. So instead of publishing a chart for specific stud height, revise/create different script to actual design studs for specific conditions (studs at the 1st story of n-story building with different stacking floor framing conditions at walls above for different loading conditions).

Add options to select:

1. Number of stories with stacking wall above.
2. Interior wall or exterior wall (and associated minimum lateral loads or wind load in psf)
3. Conditions of floor/roof framing at each level above (floor/roof joist span on the left and on the right of the wall if they are bearing on the wall, dead & live loads in psf each side, cantilever or not, floor/roof joists continuous over wall or not, platform framing or balloon framing for eccentricity,...)to calculate the loads on to the wall at each level.
4. Wall selfweight in psf
5. Each story height and framing depth to calculate the wall weight and true stud height.

And the script will give options for stud size & spacing with detailed calculations when select each option.

I hope this will reach you well.

Thank you for doing all of this.

If the user enters the steel reinf layers from top to bottom there are instances where the plastic neutral axis calculation fails. Appears to be due to the top most layer of steel falling directly on the PNA location at certain intervals in the calculation.

Upon testing for short weak beams with extreme loads (1000 kips/ft, 1 ft long, E = 1 psi, I = 1 in^4) and extremely long weak beams (1000 ft, 1 kip/ft, , E = 1 psi, I = 1 in^4) the error from the cumulative trapezoidal integration utilized for the slope and deflection values becomes unacceptable. Initial testing indicates shifting to Simpson rule integration will lead to an acceptable level of error.

Cum Trap - Deflection @ right support - Value should be: 0 :
Error,short/weak = -0.288 in (500 calculation stations)
Error,long/weak = -500000.675 in (12000 calculation stations, 1 station per inch)
Error,long/weak as steel = -0.01724 in
(12000 calculation stations, 1 station per inch, E= 29000000 psi, I=1 in^4)
Error,long/weak Concrete - 150 pcf, F'c = 2500 psi = -0.16495 in
(12000 calculation stations, 1 station per inch, E= 3031243.56 psi, I=1 in^4)

Simpson - Deflection @ right support - Value should be: 0 :
Error,short/weak = -0.001 in (500 calculation stations)
Error,long/weak = -55.57 in (12000 calculation stations, 1 station per inch)
Error,long/weak as steel = -0.000001916 in
(12000 calculation stations, 1 station per inch, E= 29000000 psi, I=1 in^4)
Error,long/weak Concrete - 150 pcf, F'c = 2500 psi = -0.00001833 in
(12000 calculation stations, 1 station per inch, E= 3031243.56 psi, I=1 in^4)

Further implementing a method to identify point load application points and insert them as additional calculation stations will reduce error at those locations of abrupt diagram changes, should allow for the implementation of point moments which currently introduce unacceptable error into the slope and deflection values.

No eta on this implementation but it is being studied

Alternatively I can stop being a wimp and go thru the derivation of the real slope and deflection values for the general cases of pin-pin beam with moments at both ends with point load anywhere, variable partial UDL, and point moment and apply the principle of super position.

It would be great for non-americans to have the option to switch units to international standard.

I guess some python libraries already provide such needed conversion tools.

Hi Buddy/Celt -- sorry for the newbie question.

I had your packages installed and working previously. I recently re-installed python-xy, and when I did I come across this error with the wood stud wall script (other scripts work fine).

In short, I don't have a "Calc" button, which locks down most of the other functionality.

Any thoughts?

I know it's in alpha, but I pulled down the Frame program to do some quick back-of-envelope checks a few weeks ago. When I did, I noticed that successively clicking the "solve" button changes the solution. It appears that the load effects are getting incremented each time.

Thanks!

That's a nice project, but I noticed that you are using the "three moments method" and I thought that you can benefit a lot from using "singularity functions" and it's already been implemented in Sympy.
Please take a look here:

https://docs.sympy.org/latest/modules/physics/continuum_mechanics/beam_problems.html

Greetings

add in support for Southern Pine Lumber

Currently slope values are incorrect when applying a support displacement in the Three Moment Method module. The deflection values where manually corrected via small angle approximation.

edit: spelling corrections

the calculation for peak stresses for unsymmetric weld groups is incorrect, currently the program uses fs = M/S = My/I however for unsymmetric shapes with loads about a non-principle axis the general formula for bending stress should be used.

bug was corrected in new file upload on 10/27/17.

Unpatterned load results where not shown in the displayed basic results, unpatterned results were however considered and shown in both the asd and lrfd results.

the program does not rotate the neutral axis so for L and Asymmetric T's there is a hidden My component. The real solutions requires a rotation of the neutral axis for pure Mx bending.

converting to an exact method for the calculations has increased the calculation time drastically.
Need to review the methods inside both the Beam Patterning File and the Three Moment Method file to review if the calc speed can be increased, initial research seems to indicate load patterning as a cause.