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To me, on of the purposes of written calcs is so that someone can follow behind and check your work. They are also beneficial to you so that you can explain what you did and feel confidence that you checked all the applicable limit states. I think it is a good habit to do the following: 1)...

a simple sketch would help. Plan view and a section.

I don't know how to do it, but I'm sure a simple LISP program could be written to do automatic saves and dump the files into a temp folder.

I think you need to determine your desired flowline of the channel; and then work with a geotech to see if improvements need to be made to the soil.

Could you add a little corbel or seat below the beam?

Check out this link to an old thread...... https://www.eng-tips.com/viewthread.cfm?qid=487698

Are you just worried about the weld, or the overall connection? Is this a full moment connection? Aside from welding the HSS to the flange, I'm thinking you need to get the opposing side beam flange engaged with via plates tying the two flanges together.

This is more money, but what if you drop the footing another 1.5 to 2ft? Then, you can pick up some more passive pressure?

When you say that people will be under the platform for welding etc... That makes me think that the positioning of the equipment might change over the years. If it doesn't have much design/material cost, then I would assume that the equipment could be positioned in any location on top of the...

I half-designed one several years ago, but the project changed so I never finished. My concept was to do a deep grade beam supported by drilled shafts. I then calculated the overturning moment loading per foot of the wall and calculated a tributary moment going to each drilled shaft. I...

Here's another item to think about. I'm assuming there are existing balconies there that are connected to the existing structure. Those balconies are going to have to be demo-ed and your proposed balconies connected to the existing structure. Who knows what the condition of the existing...

I'm not familiar with the California market, but that sounds WAY too cheap to me. How old is the structure? I doubt all 50 balconies will be the same. You will probably have some construction phase services and field modifications to deal with. I'm thinking more like $500 per balcony. If...

TLHS - You might be able to attach & upload the excel file directly to this thread (if the file is not too big). Thanks again! -Joel

I'm interested in the excel sheet too! Thank you. Question for other users....How do you pull up someone's profile? When I click on TLHS's name, I just get TLHS's posting history. I'm not seeing a profile lookup tool or search box.

I saved a photo of JAE's design..... (in case I ever needed to do)

IES Web offers a plate analysis program that will do this design (with or without composite action). The software is super cheap and they have a free 30 day trial. It's called Visual Plate. You can do a plain plate, or add stiffeners to the back of it. The analysis results will give you...

What keeps the dock from floating down the river? It looks like your gang plank is restraining the dock from floating away. I'm thinking the dock should be anchored or tethered on it's own. Then the gang plank can bear on top of the dock with no restrained connection at all.

Here's a step that I did a few years ago. I used the TxDOT detail as my starting point. I decided to put an expansion joint right at the step so that if the walls wanted to move a little bit independently, then they could. (My elevation change was 8ft)

TxDOT has a detail for a retaining wall step that they have used for at least 10 years. It super simple. They just use a "Z-Bar" I'm comfortable using this detail for a for a 3ft elevation difference. I would not be surprised if the other big states DOT's have a similar detail. Check...

ACI 318 has a whole lot of design checks for anchors in Chapter 17, which you really should run through. For the concrete pryout failure mode, a good rule of thumb is an embedment of at least 12 times the anchor diameter. So, for your 2" anchors, you are already at 24" embed.