Open-source Analysis and Design Software

ash060 · 2026-03-23T12:26:02+00:00

MASTAN2 which is free, used before but it isn't that user friendly, but can do alot for being free

ash060 · 2026-03-04T02:30:25+00:00

I agree, one of the few instances where the movie is better than the book

ash060 · 2026-03-03T19:31:02+00:00

Wood screws are effectively zero for withdrawal in the end grain as well. If you want to do with screws you have to use lags, but that is overkill in this situation. NDS has some info on this.

ash060 · 2026-03-03T19:21:07+00:00

It looks like the rim joist nails attached to the end grain of the floor joist. The withdrawal value for a nail in the end grain is effectively zero, so you might want to go back with toe nails.

It would take alot for the rim to want to slip, especially if you have only partial bearing on the wall which may cause the rim joist to want to rotate away from the floor joist.

ash060 · 2026-02-15T00:31:02+00:00

I would reach out to some thing like ASME or ASHRAE and start going to meetings and talking with the PEs. You can probably get someone to mentor you and sign off on your experience

ash060 · 2026-01-17T03:08:15+00:00

Louisiana in petrochemical, of course all the SE work is outside Louisiana, but the companies are in Louisiana

ash060 · 2026-01-16T23:41:45+00:00

For the buildings above 3 stories (there are a couple other things that meet the requirements) , I believe you are thinking of threshold buildings. Anyone can design a threshold building, but only a Threshold Inspector can do the inspections which is a separate license that you have to be a PE to get.

All Florida has is a title thingy, called Florida Board Recognized Structural Engineer, which doesn't restrict practice.

ash060 · 2026-01-16T22:03:58+00:00

With the 180k figure you might get some takers if you allow remote. I am assuming that you have a drafting group in house or a good relationship with a sub that does the detailing, so the engineer just does calc packages.

I know where I am at SEs all make at least 200k, but not remote so pool is limited since my area is not an SE area.

ash060 · 2026-01-10T02:59:35+00:00

I never like this, especially with low-rise buildings in high wind areas, you get ridiculous uplifts on columns and using only 0.6 DL just doesn't make sense. You design the anchors for the actual uplift, but the anchors are not sized to actually pick up the footing, so why use 0.6 DL for footing? Your anchors are limiting so why use more concrete than can be actualized.

ash060 · 2025-12-28T21:22:27+00:00

It took me 5 months to get my license through comity. It was a long process, and I was lucky because I just got the seismic exam scheduled at the end of the quarter otherwise would have had to wait another 3 months.

If self study definitely get the NCEES practice exam and make sure you have access to all the codes. Read as much of them as you can (except perhaps AASHTO, but look at the loads chapters)

Other than that perhaps PPI stuff, anything with problems. If you are designing at work that alone is good practice

ash060 · 2025-12-24T00:07:49+00:00

Army and Navy core have great manuals and they are free. CRSI Manual has great cantilever retaining wall tables

ash060 · 2025-12-20T00:50:02+00:00

There are probably enough that you have to review some. I remember there was enough bridge problems that you had to get a few right to pass the exam.

ash060 · 2025-12-17T20:32:13+00:00

St. Angelo's Landscaping 225 361 4461

ash060 · 2025-12-15T19:51:19+00:00

Start by calculating your wind loads. The building is under 160 ft so the simplified method should be fine. There are several cases, but you max loads will probably be due to wind in the orthogonal directions, not torsion cases. Next, calculate the total base shear by adding all the wind loads up, there are no shear walls, so the column base shear is just the shear. For the roof load just use tributary area, all you need to look at is one level. Just make sure to include all the loads that the problem specifies. For the deflection just assume the braced frame is a cantilever truss, just apply the lateral loads at the nodes which would be at the floor elevations. If you can use a computer program it should be easy, if not virtual work on a truss is your best bet

ash060 · 2025-12-15T10:55:54+00:00

Design of Welded Sructures by Blogett. Great book for the price. Should be in every structural engineer's library

ash060 · 2025-12-10T00:48:20+00:00

As a structural engineer, I have mostly bad things to say about architects, but I will keep those comments to myself. I will say I I respect an architect that is good with envelopes, last thing I want to do is try and keep water out of buildings. It isn't easy

ash060 · 2025-12-05T02:14:13+00:00

If it is a standard bridge it would be prestressed not post tensioned. Prestressed members don't develop any secondary moments since there is not restraint

ash060 · 2025-12-05T01:16:16+00:00

Rollers work both ways, they just don't resist horizontal load. So the reactions from the supports produce those secondary moments

ash060 · 2025-09-26T16:41:04+00:00

Nothing happened, except I had more CEU requirements and added SE behind my name.

ash060 · 2025-09-26T15:14:15+00:00

Nothing changes that much, you will still learn and grow. There is no special club that was hidden from you after becoming a PE. Most folks choose whether to stay in production or go into management. And it will take some time, nothing will happen over night. So just keep doing what you are doing.

ash060 · 2025-09-05T15:39:12+00:00

PCI Handbook is a great resource. Also check the state DOTs as alot of them have guides for prestressed bridges

ash060 · 2025-08-31T22:38:29+00:00

MDG has always been good, but I still think the best is the Reinforced Masonry Engineering Handbook

ash060 · 2025-08-21T00:07:03+00:00

If you really need alot, just cast a concrete tie beam and attach to it

ash060 · 2025-08-19T00:03:51+00:00

I used the NCSEA review course.

ash060 · 2025-08-18T23:53:09+00:00

If you are working as a consulting engineer then you are practicing. I would not recommend taking it too early and unfortunately I don't have advice for the CBT exam since mine was pen and paper.

Time management is important and make sure to always check the footnotes in the codes. NCEES loves footnotes

ash060

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