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Thanks, Koot, much appreciated. I had been looking at the Hilti post-installed rebar guide and it seems at least plausible. Would definitely be a pain for them to drill and epoxy every 16" with a 30"+ embed depth. That said, I do see your concern about potentially weakening the concrete there...

I'm not overly concerned about the contractor squawking if we make them drill deep. Unfortunately we're looking at #7 @ 16" all the way around for these guys which make it a little worse. We're at the bottom floor of an elevator core so we're looking at a 5'-6" concrete wall (10" thick) that...

We've got a CMU core that is being used as a major lateral element on our project. Our detail shows a lapped dowel between the CMU wall and a concrete stemwall below. Unfortunately the contractor missed this detail and are looking for a post-installed fix. Being that the wall reinf is working...

Question on Demand Critical Welds for SCBFs. Per AISC341 it seems fairly clear which welds are Demand Critical: Groove welds at column splices Welds at column-to-base plate connections (with exceptions) Welds at beam-to-column connections conforming to Section F2.6b(c) One quick...

All, I'm putting together a spreadsheet right now to analyze a multi-story wood building that takes advantage of the "open front structure" provisions of the 2015 SDPWS. We meet all requirements to allow us to idealize our diaphragm as rigid, so we're headed that direction. Basically I'm...

Was curious if anyone has ever looked into vibrations for metal deck on steel wide flange framing with no concrete topping. Looking at DG11, I understand that their fundamental assumptions are made based on a concrete on metal deck floor system on steel beams or joists. Similarly I understand...

All, Looking into the design of a curved steel girder bridge. I'm trying to figure out the best way to deal with the fixity at either end of the span. For gravity loads, it would make sense to provide rotational fixity such that the midspan of the bridge does not "fall off" and rotate down...

Thanks structSU10! I've looked through that document, but it seems like a lot of crucial steps are lacking from the process. Thus I'm curious if there is a better option than what they've outlined.

All, This will be a fairly vague question as we're still trying to figure out systems, but I just wanted to see if I could get some input while we were still planning. We've got a 5 story building that will be somewhere in the ballpark of 4 stories of wood on top of 1 story of steel or...

My only concern with using the 1D cantilever equations from dynamics is the statement in the ASCE 7-10 commentary. Referring to the empirical relationships for building periods available in the earthquake chapters of ASCE 7; "it is noteworthy that these expressions are based on recommendations...

Thanks for the responses! JAE, to clarify, the 0.2 hZ frequency was for reference but calculated using the equations intended for poles or masts. The first part of my question really stems from trying to find a good way to actually calculate the frequency of my rectangular sign. As Mjkkb...

Was hoping to get some input regarding calculating wind loads on a freestanding steel monument sign. The proposed design from the manufacturer is fairly simple, with some decorative tubes surrounding a 6'x7'x½” piece of corten steel. Due to the nature of the construction, we are basically only...

Working through a retrofit of an (E) steel fabrication building. The original building sports a 20T crane that runs along rails supported at 20'-0" OC. In the proposed retrofit, the architect is showing two of those columns being removed, creating a 60'-0" span over which the crane will continue...

I was just curious of how easy it is to interface RISA 3D (or RISA Floor) with Excel for pre or post processing? We have run into several projects in the past where we either needed to define complex geometry using Excel or strip out results to post process using Excel. Is this an easy option in...

We're looking at switching from our current FEA software (RAM suite) to another analysis program altogether. Considering the full RISA suite and also currently considering the Dlubal RFEM suite. Looking for pros/cons regarding these suites to replace the full line of Bentley products. Things to...

Thanks for the responses. As noted I am planning on grouting the cores per the typical beam and am providing columns in many of the locations of higher load. Any thoughts on the code interpretation or if I'm missing something (besides Eric - thanks for confirming)?

Just wanting to confirm my interpretation of the code for a masonry question I have. For reference, I'm currently looking at the 2008 masonry design code, so I know the verbiage will be slightly different between years. My condition involves a steel beam bearing on a plate which sits atop a CMU...

Unfortunately in our case, we will not be able to alter the steel design near these locations. Our design has already been submitted and the beams are either up on site or fabricated. If we are able to justify the penetrations (albeit in our specified locations), we will be able to accommodate...

Thanks for the comments! It is currently our (structural) understanding that IF we do go this route, the mech will be following our requirements quite carefully. The building of interest is the shape of a large "Y", and each wing of the Y has various rooms with a long hallway separating them...

We've been asked to account for mechanical piping running through our composite metal deck on a project. Our initial intent was to have the pipes run below the slab, but it appears that this will be a major cost for the mechanicals that could be mitigated if they were able to go through the slab...