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Figured it out. Can't draw on ground level. Need to be on 1st floor.

I have the grid lines. How do I draw nodes, or assign nodes to intersection of grid lines? thank you.

Hello, I am learning ETABS (migrating from RISA) and can't seem to figure out why I can't draw any columns on a blank model I have created. Any help will be appreciated. thank you.https://files.engineering.com/getfile.aspx?folder=939889f9-11f7-403b-b249-2ede4d83f42e&file=4_story_building.EDB

Hello, maybe I am misunderstanding the question, but the caisson will be pushed up with the weight of displaced water. So for every foot below GWT, the force will be 3.14x1.75x1.75x62.5=600 lb uplift.

For an architectural free standing wall, I also look into seismic loads if the finish is heavy such as stone on both sides shown below. .

I design those blockings to take the out of plane wind and seismic loads on the walls. (Spreadsheet not updated to ASCE 7-16)https://files.engineering.com/getfile.aspx?folder=c0f1c532-09c6-4fed-9784-3b7324849825&file=Wall_blocking_-_2019.pdf

MotorCity, The moment comes from retaining walls at either side of the grade beam. The connection is pinned and they are poured at different times. Thank You.

Yes, you are correct HTURKAK and that is what needs to be done. The development length in the grade beam will still be an issue and may require a deeper grade beam. Shear transfer will be with shear friction and will easily work. Thank You.

Hello, ACI 318-19 has changed section 25.4.3 substantially (Development of standard hooks in tension) and made moment transfers from grade beams to caissons a bit more challenging. Is the following approach reasonable or too conservative? Let's say I have a 200 ft-k of moment to be transferred...

The section that allows you to use R=6.5 for shear walls and the corresponding R for moment frames is 12.2.3.3: https://res.cloudinary.com/engineering-com/image/upload/v1647892056/tips/Screenshot_2022-03-21_124722_r54mhs.jpg]

There is a lot of testing and research behind those frames and choosing what requirements to use/not use is not very "professional". Your boss is 100% wrong. You either use SMF (or any other frame) with all design requirements or you don't. You may use a multi story OMF in most residential...

I would highly suggest you contact an attorney for your answers as you may be taking a huge liability. Personally I would not do it, because those developers cut corners all the time to save money.

... and this is why I never rely on any software for design and only use them to check my spreadsheets. Risa 2d gives you the option of 1.5 factor per TMS 402-13/ACI 530-13 section 7.3.2.6.1.2 but does not use the correct in Plane Shear Capacity formula. Weyerhaeuser's Forte software under the...

mfstructural,model it as shown below and you will not get the instability error.

JLNJ, You are correct, I assume no lateral resistance at the supports. (Rafters sitting over stud wall with no out of plane resistance @ top)

Hello, You will have moment in the roof rafters. See the Moment and Tension formulas below. I hope this will help.

Thank You hoshang.

Hello, dowels can be used to address overturning moments due to eccentricity of the load. Below is a sample calculations I use for L shaped footings at masonry walls.