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  • Users: atrizzy
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  1. atrizzy

    Help with ACI 351.3 table 4.1

    Hi all, Table 4.1 of this report looks like the following: How do we interpret for v=0.45 the fact that y1, y2, y3, and y4 are not given. If they are equal to 0.00, wouldn't it just say that as for y3 for v=0 and v=0.33?
  2. atrizzy

    Help with ACI 351.3

    I'm trying to use Staad.pro to calculate the frequency of a foundation I'm designing, and am using ACI 351.3 as a guide for calculating equivalent springs at the base of the footing. Calculating the impedance at the base for the various conditions is fairly straightforward, but I have a few...
  3. atrizzy

    'Official' vs. 'Generic' rebound hammers

    As some of you may know, there is an immense difference between the costs of rebound/Schmidt hammers claiming to be 'original' or 'official' (such as those branded as Proseq) and those sold under more generic brand names. Does our collective group have any experience using either/both types...
  4. atrizzy

    Talk me down, please

    So I'm tasked with assessing if a crew of workers can enter a building safely. It's an old industrial PEMB type building (moment frames in one direction, bracing in the other, wind resisting gable ends) and in pretty bad shape, but has stood in place in its current state for probably 25 years...
  5. atrizzy

    Structural details for standard shipping containers

    Does anyone have a resource identifying the structural detailing of a standard 40' shipping container (or, 'seacan' if you're in the know)?
  6. atrizzy

    Help with rainfall term

    Hi all, I have a client that is specifying for a design that we use a value of '24 hr mean annual rainfall.' This is a value being used in conjunction with a catastrophic event, and is intended to be less intensive than a typical 'extreme' type of rainfall. However, any dataset (IDF curves...
  7. atrizzy

    Seismic return period reduction for amusement structure

    Does anyone have a reference (preferably Canadian, but I'm not picky) as to a typical reduction in seismic return period for amusement type structures (think water slides, roller coasters, go-kart tracks, etc). Canadian Code requirement of 1/2475 yrs, as required for [i]buildings[i] seems pretty...
  8. atrizzy

    Anti-vortex wind strake functionality

    A client is asking me if they can safely insulate an unlined steel stack and associated helical wind strakes. A look at STS-1 indicates fairly strict sizing requirements for strake length, and if they add the insulation, this will decrease the projection of the strakes form the side of the...
  9. atrizzy

    Minimum stair width for industrial applications

    I'm trying to find a reference (Canadian) to reduce stair (and landing) width for industrial access structures to less than the 900mm commonly found in the building code. Can anybody point me to something that I can hang my hat on?
  10. atrizzy

    Cement board for sheathing

    Hi all, I'm tasked with designing a CFS stud structure with minor lateral loads without utilizing combustible materials. Usually I'd screw a plywood floor and wall sheathing onto the framing and be done with it. However, the requirement for non-combustible materials is bringing up the topic of...
  11. atrizzy

    Re-use of wood screw holes in tension application

    I have a condition where a set of trellis joists is being supported from the underside of a beam via heavy duty 1/4" wood screws. Therefore, the joists are being supported exclusively by tension/withdrawal/head pull-through of the screws. The contractor forgot to install the necessary plate...
  12. atrizzy

    Old transformer oil containment

    Hi all, I've got a project where a client wants to install a very old transformer (that they got a GREAT deal on I'm sure) and I am in charge of the foundation/oil containment/oil water separation design. Typically I would design a gravity OWS past the outflow to handle the design flowrate and...
  13. atrizzy

    Issue with Staad.Pro modal calulation

    In Staad (and I may be mistaken about this) a full length beam, say L=3m should be identical to a beam with a node placed, say at the midpoint (such that L=1.5+1.5m), provided that at that node there are no releases in shear, moment or torsion. However, I've noticed that mode shapes seem to...
  14. atrizzy

    Can anybody identify this 2x4 stamp for me?

    The rating agency appears to be Interior Lumber Manufacturer's Association (British Columbia). I'm more curious what the '24 S' means. Thanks very much in advance. https://files.engineering.com/getfile.aspx?folder=06f4524d-47f3-4e55-8791-677007dbc11b&file=top_chord_stamp.jpg
  15. atrizzy

    Slab on grade radiant heating tubing... OK above WWM?

    My first instinct is that the tubing should be placed below the WWM to reduce potential for cracking on top of the exposed slab on grade. I've heard some say that this is crazy and that it always goes on top of the WWM. Am I wrong? And if so, what can be done to mitigate cracking?
  16. atrizzy

    Steel box section flexural analysis

    Hi all, As the title says, I'm analyzing a steel box section for flexural capacity. For sake of argument lets say the section is 20" deep with continuous plates top and bottom, and vertical 'webs' every 24". (It is actually a little more complicated than that, but this is really just for...
  17. atrizzy

    Existing Wood Residential Truss

    I'm analyzing an existing wood truss that I'm certain is meant to span from the back to the front of the house continuously. My issue is that no matter how tight I get on my loading, the top chords fail by about 20% in compression + bending. I can just BARELY make it work if I consider the...
  18. atrizzy

    Seismic mass for aggregate storage bin

    I'm trying to decide the appropriate live load component of seismic mass for an aggregate storage bin. The design is in Canada and the 25% allowance for LL provided in NBC seems like it could be too light. Can anyone point me towards a standard that might address this or a similar design case...
  19. atrizzy

    Seismic restraint of rooftop elements without physical anchorage to structure

    I'm debating if it's even possible to seismically restrain something to a building roof without anchoring it to the roof structure (and penetrating the waterproofing, thereby angering some of my team members). It's tail chasing to add weight and rely on friction, as my lateral % of mass is...
  20. atrizzy

    True or False...

    A footing resisting a lateral load may use passive earth pressure, or static friction, but not both. What say you?

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