There are some localities that will require an architect OR engineer stamp on all of the architectural drawings. I have been approached multiple times to do this. Like on projects that have no structural engineering nor structural aspects, they want me to "review" and stamp the architectural...
Does anyone have any references or knowledge for lateral design values for bolts through wood structural panels (OSB or plywood). The specific application is a bolted OSB gusset as a repair on a wood truss.
Does anyone have any information/advice on determining the buckling load of non-prismatic columns. I seem to remember doing this exercise in college (possibly involving integrating 1/EI(x) over the length?) but can't find any notes or anything in any of my textbooks on this.
Does anyone have any information on when (what KL/r) you could realistically expect a short column to yield in compression instead of buckle. In the AISC 360-16 code as KL/r goes to zero, Fe will go to infinity, and the Fcr term will go to Fy. Obviously you could solve for the Euler buckling...
Does anyone know of a good software/spreadsheet that checks bolt capacity under eccentric loads with the Instantaneous Center of Rotation (IC) Method. I made a VBA function that calculates it and it comes up with the same thing that the Steel Manual Tables has but that is a very limited set and...
Is there anyone familiar with the process of becoming CPEng in New Zealand. We have done many jobs there and have always stamped it with a California SE stamp (and by stamped it, I mean completed the PS1+ forms), but have recently heard that they may start requiring an actual New Zealand...
I was trying to find the lightest shape for a column for a project I am working on. I thought that a round HSS would definitely be the lightest but it turned out that a square HSS is the lightest. Aren't round shapes supposed to be the most efficient for column buckling because they have the...
I am on the last week at my current job and I will start my new job in 2 weeks. I am trying my best to still be a good employee on the last week so I don't burn any bridges. I am worried about having to get them to sign off on my experience when the time comes for me to apply as a PE? I am...
We are writing a spreadsheet for an RBS connection calc. Both seismic design manuals go through this. Part of the process is computing the maximum moment at the face of the column. On page 4-64 of the AISC Manual it has the equations for M_f and M'_f. Looking at the equation for M_f looks...
This might be a long shot but I just finished writing a membrane element FEA program in C++. I want to create "heat maps" of stress, displacement, etc. I was going to just have the program write a .obj file OR a .eps file, both of which types I have used before. Before starting this though I...
I am close to completing an FEA program that uses membrane (plane stress) elements. I know there is almost a standard set of benchmarks used on plate and shell elements (Scordelis-Lo Roof, Pinched Sphere, Cylindrical Shell), sometimes called the shell obstacle course. What problems do you think...
I have written a plane frame program in c++ that I am relatively satisfied with. It allows the user to set some constraints on the members (max/min width and depth) creates different designs from the standard steel shapes and then runs a bunch of analyses corresponding to different load cases...
Hello All,
In the Seismic Provisions 341-10 Section E1 it describes the requirements for the connection design for ordinary moment frames. Basically the connection (a)has to have a flexural strength that is 10% stronger than the flexural strength of the beam, (b)has to have a flexural and shear...
As I was studying for the PE Exam I came across this question. I have attached a drawing of a combined footing. Depending on the loads there can be some eccentricity in the reaction. What would be the maximum soil pressure under the footing a)if the resultant fell within the middle third and (b)...
I have attached an elevation of a job I am working on. There is a covered deck on the back and the rear wall has a large opening for sliding glass doors with a few transom windows above it. The roof is all stick framed so there is a point load above those openings from the ridge beam. A header...
I am making a simple spreadsheet that will calculate the capacity of a double angle bolted connection, similar to what is done in AISC SCM 14th ed., Table 10-1. In the description of that table, it says that these tables check bolt shear, bolt bearing on the angles, shear yielding of the angles...
Does anyone have experience running FEA simulations on wood shear walls. I live in a high seismic zone with incredible mountain views ..... which leads to a lot of steel moment frames in residential construction (I recently talked to an architect who basically told me it would be a crime against...
