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JAEmy real challenge is the getting the force out of the concrete into the 2x plate - sill anchors aren't cutting it.

JAE, Jerseyshore I know, and that's why I'd like to rely on bearing on the first floor framing at least where framing is perpendicular to the wall. Getting the sill anchors to calc out is getting heavy. JAE, which Simpson connector have you used for something like this? XR250 do you typically...

I usually add blocking for the first few bays as necessary

Assuming the retained heights are similar around the building why would you have a global stability or overall sliding problem? And wouldn't the load on the diaphragm be more akin to axial load than shear?

I am designing a wood framed building with a 12 ft basement, retaining about 11.5 ft. The first floor framing sits on an interior shelf in the concrete basement wall. What load path do you typically use to restrain the top of basement wall and transfer the lateral earth pressure into the first...

CrabbyT I'd be happy to help both with the website set up and financially. I also recruited a friend who does some web development and he's open to helping. SlideRuleEra Do you still have the web domain, and would you be open to us resurrecting the site on that domain? I've downloaded some of...

Especially now that 7-16 is split into two books. I like the ACI 318 format with the commentary in line

I mean the Ct factor in determining snow loads from ASCE 7

I am designing a group of buildings for a summer campgrounds in a high (~60 PSF) snow load area. The buildings will be unoccupied and winterized/unheated during the winter. Buildings are risk category II My thoughts regarding snow loads 1. Design snow load using a Ct of 1.0, Risk Category II...

The Steel Joist Institute (SJI) has some good references. Lecture Slides from an SJI Webinar Link to a recording of the webinar, filter topics by bridging Link Technical Digest 2: Bridging and Bracing of Steel Joists and Joist Girders, filter topics by bridging Link

Problem with that is getting my CMU bond beam to work. I'm approaching the limits of what I'm comfortable supporting with CMU and don't want to add additional load. minimizing some of the trade coordination is something I'm trying to do. This is a really large building with more than 70 of...

Yes, exactly. Image here is a screenshot from the IMI Webinar

Do you treat brick angles as braced?

I can, some of the reasons not to use steel: 1. moving the cmu wall vertical reinforcement further away from the openings to accommodate the beam and bearing plate 2. how to resolve the torsion on the beam from the eccentric brick load - unless you'd continue the plate past the opening and...

I'm designing a load bearing CMU building with a brick facade (8" cmu, 4" cavity, 4" brick) that has 12 foot window openings. I would like to keep the brick support to loose lintels and use bond beam lintels for the CMU openings instead of going to wide flange beams with a plate at the bottom...

STpipe - that is a concern, my thoughts were to explain that I'd be reviewing for conformance only and any deviations might require me to double check the entire building design Rabbit12 - To me the value is a third party (not the contractor or detailer) reviewing it. I've caught my share of...

I've been approached by a GC I work with to review shop drawings for a 3 story office building which was designed a few years ago and the EOR has since retired/isn't reachable. Would you take on a project like this without independently verifying the design (running calculations etc)? Is there...

1. I see JoshPlumSE is saying that an LLC isn't a legitimate entity for an engineering firm but for what it's worth it's how my firm(and others I've worked for previously) have been set up. As far as how to reduce your liability, get insurance and speak to an attorney. This website has the...

Really sorry to hear this. Create a second backup of your uninfected backup before you start using it so you have a clean one in case of reinfection.