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  1. Nulukkizdin

    Post Installed Anchorage Lap/Fix

    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...
  2. Nulukkizdin

    Post Installed Anchorage Lap/Fix

    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...
  3. Nulukkizdin

    Post Installed Anchorage Lap/Fix

    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...
  4. Nulukkizdin

    Demand Critical Welds - SCBF

    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...
  5. Nulukkizdin

    Rigid Diaphragm - Wall Stiffness - Multistory Application

    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...
  6. Nulukkizdin

    Vibrations on Roof Deck

    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...
  7. Nulukkizdin

    Curved Bridge - Bearing Plate

    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...
  8. Nulukkizdin

    Two Stage Analysis - Software

    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.
  9. Nulukkizdin

    Two Stage Analysis - Software

    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...
  10. Nulukkizdin

    Gust Effect Factor - Monument Sign

    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...
  11. Nulukkizdin

    Gust Effect Factor - Monument Sign

    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...
  12. Nulukkizdin

    Gust Effect Factor - Monument Sign

    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...
  13. Nulukkizdin

    Crane Rail Support Beams - Deflection Limits

    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...
  14. Nulukkizdin

    Compatibility With Excel

    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...
  15. Nulukkizdin

    Thoughts: RISA 3D/Dlubal RFEM

    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...
  16. Nulukkizdin

    Concentrated Load on CMU Wall

    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)?
  17. Nulukkizdin

    Concentrated Load on CMU Wall

    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...
  18. Nulukkizdin

    Pipes Through Composite Metal Deck

    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...
  19. Nulukkizdin

    Pipes Through Composite Metal Deck

    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...
  20. Nulukkizdin

    Pipes Through Composite Metal Deck

    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...

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