Hey Pham,
Another sole prop here with a data point for you:
I feel you - these unplanned hours can be painful and have resulted in several long nights for me (especially when they coincide with other client's deadlines and it's difficult to postpone them for whatever reason). In the past, I've...
Hi All,
First, I hope you gentlemen & ladies are doing well today. I wanted to touch base with the group and see how you all were handling unpaid past-due invoices and try to stop some of the bleeding at my own firm. For reference, I'm a sole prop in the Mid-west providing structural services...
First, Congratulations to your fiancee on successfully matching - hopefully she got one of her top choices.
I'm personally located in the South-West but beyond seismic, snow drifts and the snow provisions in general come to mind - especially in the higher elevations in Utah.
-Huck
I think we're generally on the same page here Ian - my Caveat Emptor comment was more geared toward efficiency and economy over baseline engineering ability. Eg. if I tried to design a precast culvert, I could probably pull something together that would not completely suck and would generally...
I disagree; As far as I know, there is no requirement in any of the states that I'm licensed in that one has to be an "expert" in their specific field to practice engineering, merely that they need be minimally competent to the general standard of care of their specific practice or industry...
Well, I can't speak for everyone obviously but we generally tried to legitimately review things similar to how you might review an EIT's work. That said, the quality of work received varied wildly depending on what specific team you worked with - some were just as good (if not better) than some...
I'll share my experience at one of the larger companies that I believe was a competitor to WARose's. Typically very early in the project bidding/negotiation process a decision would be made by the management of the company about the appropriate amount of work to be sent to an oversea's office...
As Ron says, it's an old Texas documents for sizing waffle slabs in expansive soils. I think most folks are using the WRI method these days (at least, that's what we use).
StructCA,
I wouldn't expect an increase solely based on stamping plans. Really, (in my opinion), you should already be doing that since per your description of job duties, you are essentially in responsible charge of the project.
That said, if you will be managing and directing others work (as...
Dursunlutfu,
A few thoughts from someone who is (more or less) about ten years down the line from where you are:
[ol 1]
Your value to the (I'm guessing) small company you work for likely will not increase after you are licensed. Sad but true in most cases - They already have someone who is a...
Dik,
Agreed; Very much so infact - I generally don’t go lower than a factors of safety around 3 when using it. But even then, if your capacity (with a reasonable factor of safety) vs true ultimate load is 30 kips vs 6 kips, would you not sleep better? Granted I pulled those numbers out of the...
WARose,
I used to live in Greenville and (as you say) my garage was constructed similar to this (DH Horton was my builder) - it worked OK (the house was built in 98' in Simpsonville). That said, I don't know - it's a pretty shady detail. I'm sure it works OK most of the time, but that one would...
MFS Struct - I think I agree with how your handling the foundation as far as the design/liability is concerned (although I probably would have just sent the owner an email explaining it to him instead of making him sign something but that's just me personally). That said, I don't think that...
A star for M2 and I'm pretty close to that pricing as well - I just priced a 2500 sf project and I was around $1.5/Sq for drawings only (no calc submittals in my neck of the woods).
Of course the owner immediately called to let me know they felt the fee was too high. I countered with you can't...
Alright, I'll bite.
I have a decent amount (but not a ton)of experience with non-empirical masonry provisions (think regular, run of the mill load-bearing CMU). Anyway, other than the brief mention during my masonry class from a million years ago and probably glossing over these provisions...
Would any of you folks who have an existing relationship with someone who routinely evaluates PEMB's for upgrades/additional loads be willing to give me a referral? (Private message is fine if not a direct reply)? I have a client with a large existing (circa 1980's construction) single story...
For what it's worth Jed, I had a similar situation with the end of my Master's degree (May) and start of my first job (September). My record literally says "Unemployed - Ate Chicken Wings, Drank Beer". [lol]
It ain't lying...
SteelPE,
Advanced disclosure - my opinion is that of a PE with 9 whole years of experience - treat it as such.
If it was me, I would deposit the check first regardless - you've done the work and produced the original design & drawings as agreed - at least you can collect SOMETHING for your...
Greetings all,
Just curious on some assumptions you fine folks are using for your pilecap models - are you considering trench drains as openings in your FEA models (if yes, even if you thicken the pile cap the depth of the drain beneath the bottom of the cap)?
Thanks in advance!
-Huck
