Distributed loads on frame elements in OpenSees are defined with respect to the local element axes as opposed to global axes. This choice made the implementation easy, but it can give OpenSees users more shadow work, like bagging your own groceries or pumping your own gas.

When global distributed loads act on inclined elements, e.g., snow loads on pitched roofs, you can’t simply apply a sine and cosine to transform the loads to local axes. The correct resolution onto local member axes requires a few steps that you learned in structural analysis. But, trust me, these steps are easily forgotten.

Given a global distributed load, you first compute the resultant load based on the projected length. Then, the resultant load is resolved into local components and finally, those components are spread along the element length.

Here is OpenSees Python code to perform the above steps for 2D frame elements.

``````# For example, element tag 12
ndI,ndJ = ops.eleNodes(12)
dXY = np.subtract(ops.nodeCoord(ndJ),ops.nodeCoord(ndI))
L = np.linalg.norm(dXY)

# Change the index to 1 if global load in X-direction
LX = abs(dXY)
FY = wY*LX

xaxis = dXY/L
yaxis = [-xaxis, xaxis]

# Change the index to 0 if global load in X-direction
# or use dot products if you feel sporty
Fx = FY*xaxis
Fy = FY*yaxis

wx = Fx/L
wy = Fy/L``````

The recent addition of local axes as `recorder/eleResponse` options (PR #421) facilitates these steps for 3D frame elements.

``````# For example, element tag 12
ndI,ndJ = ops.eleNodes(12)
dXYZ = np.subtract(ops.nodeCoord(ndJ),ops.nodeCoord(ndI))
L = np.linalg.norm(dXYZ)

# Change the indices to 1,2 or 0,1 if global load in X- or Z- direction
LXZ = np.linalg.norm([dXYZ,dXYZ])
FY = wY*LXZ

xaxis = ops.eleResponse(12,'xaxis')
yaxis = ops.eleResponse(12,'yaxis')
zaxis = ops.eleResponse(12,'zaxis')

# Change the index to 0 or 2 if global load in X- or Z- direction
# or use dot products if you feel sporty
Fx = FY*xaxis
Fy = FY*yaxis
Fz = FY*zaxis

wx = Fx/L
wy = Fy/L
wz = Fz/L``````

After you get `wx`, `wy`, and `wz`, you can apply them to an element in a load pattern using the `eleLoad` command. It would also be straightforward to put these steps in a function.

## 5 thoughts on “Global Distributed Loads”

1. ZHU says:

Yes, setting distributed loads on frame elements in OpenSees is quite error prone. I will put these codes in a function for further use. Thank you, sir.

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2. Adnan says:

Hi P.D.
Can you provide a video for using pyopensees?
Best,

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1. Positive Definite says:

This one is pretty good 🙂

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3. Jose Baena says:

Dear Prof. Scott,

I hope you are well.

I have a question about span loads in OpenSees… The implementation of these loads in a linear or corotational transformation is:
pl(0) += p0(0);
pl(1) += p0(1);
pl(4) += p0(2);
where pl is the vector of forces containing the resisting forces at the local reference system and p0 are the equivalent end loads due to the span loads.
My question is that for a distributed load, I do not know how and where OpenSees considers the equivalent moment at the end of the element.

At the local level, we should see an equivalent moment due to the distributed load, where does OpenSees consider this moment?

Kind regards,

Jose Baena.

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1. Jose Fernando Baena says:

I apologized… I found the answer in Neuenhofer and Filippou .
Kind regards, Jose.

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