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  1. Nor Cal SE

    Concrete Cover to Reinforcing Bars Less than ACI 318-14's Requirements

    Good thoughts. For clarity, the detail interrupts the typ longit bar both sides of the conduit and then laps 2 bars around the conduit, one on inside face and the other on outside face. These are #3 bars, both the typ longit bars and the short lapped bars that bend around the conduit.
  2. Nor Cal SE

    Concrete Cover to Reinforcing Bars Less than ACI 318-14's Requirements

    I am plan reviewer and have a situation where an engineer has submitted a typ detail for a vertical conduit passing through a stud wall sill plate and concrete curb below at a typical exterior strip footing condition. As part of the detail, the designer shows the normal longitudinal reinforcing...
  3. Nor Cal SE

    CMU Lintel Header Depth

    Good points on the compression-face bracing. My parapet extends less than 2-ft above the roof, resulting in a beam depth of at least 6 feet if I neglect parapet. My preliminary calcs are showing adequate capacity even with more theoretical depth reduction.
  4. Nor Cal SE

    CMU Lintel Header Depth

    I have a warehouse-type building, 8"-CMU reinforced and fully-grouted perimeter walls, and one location of a 12-ft door opening on the wall. I'm looking at the bending capacity of the CMU header. The total depth of CMU from the top of the parapet down to the lintel is approximately 8 feet with...
  5. Nor Cal SE

    Omega Factor and Anchorage per ASCE 7-10 Ch. 13

    I believe this issue has previously been discussed to some extent, but those threads are now closed. I'm interested in getting other engineering opinions about an issue that has nagged me for awhile: omega factor and its relations to concrete anchor bolts per ASCE 7-10 Ch. 13. The footnote at...
  6. Nor Cal SE

    steel frame - column to beam connection

    KootK brings up an interesting point, the Option B detailing is often seen on a steel stair stringer where the stringer transitions from diagonal to horizontal at a landing. You've all stated legitimate reasons to stay away from Option B; what makes it acceptable for the stair connection? Is...
  7. Nor Cal SE

    Fall Protection Anchor Mounted to Standing Seam Metal Roofing

    The other posters make good points, and I think a good initial course of action is to notify your client right away that you expect significant roofing damage in the event of any fall. This might make them think twice, and potentially elect a more secure system such as Agent666 describes.
  8. Nor Cal SE

    Roof Deck Design

    I agree that 1-1/2" deck will probably be more than adequate, especially if your loads are not great. Do you have snow load in your location? If not, you'll likely find that 2-span condition gives you ample capacity for 1-1/2" and 18-gauge. As MotorCity noted, your diaphragm capacity will...
  9. Nor Cal SE

    Density of A500 Steel

    Good catch, wannabeSE, as I had not actually known about the 0.93 factor for A500 HSS.
  10. Nor Cal SE

    Residential Roof Opening Header Connection

    Waytsh, yes, that is what I was thinking. However, others have since listed some good options that might be better than my own.
  11. Nor Cal SE

    Residential Roof Opening Header Connection

    Based on the 1240-lb load, it seems the A35's won't have the capacity in the F2 direction, nor is it likely that any other similar off-the-shelf Simpson clip pair with similar form and shape. It might be worth specifying a custom 1/8" or 3/16" angle each side with a couple thru bolts.
  12. Nor Cal SE

    Non-shrink grout layer under column base plates

    As others have noted, stay within the manufacturer's recommended limits. There are certain flowable grouts that can be placed successfully into very thin layers as canwesteng states.
  13. Nor Cal SE

    COMPOSITE COLUMN

    I agree with HotRod, difficult constructability for cast-in-place sleeve, plus lots of cracking potential even if reinforced well. Some type of faux column and/or precast option that doesn't directly connect to the steel column sides should be a better option. I would present your concerns to...
  14. Nor Cal SE

    Reuse of Drawings

    This also reminds me of a scenario where I had an out-of-control contractor. Though I was agreeable to numerous revisions he requested, apparently he grew tired of me forbidding certain revisions that would've compromised the structure. At one point he asked me to provide a general list of all...
  15. Nor Cal SE

    Methods of Structural Analysis

    I 2nd JoshPlum's statement about always being aware of the statics. Some good structural analysis programs, similar in function but with slightly different styles, include SAP, Risa, and Visual Analysis. They allow you to build a custom model of all sizes/geometries. But always do a...
  16. Nor Cal SE

    Deflection Limits for Steel Framed Podium Construction

    I haven't had a design specifically like this, and the issue is not straightforward, but I would suggest you would have reason to consider more stringent deflection criteria if one you have brittle finishes (for interior, more brittle than sheetrock, and for exterior, more brittle than stucco or...
  17. Nor Cal SE

    AISC Standard vs. Oversized Holes - Bearing Connections

    Nutte, does your opinion remain the same for a non-gravity-column situation? For example, a steel plate with 4 horizontal adhesive anchors into a concrete wall, and the plate supports a steel gravity beam for a platform/similar. Therefore, the shear loads on the anchors are constant, albeit...
  18. Nor Cal SE

    AISC Standard vs. Oversized Holes - Bearing Connections

    I've often had confusion over an issue, and could likely contact AISC directly, but would be interested to get input from the experience of those on this forum. This regards steel bolt hole size. I've had many projects where the contractor needs to fasten a steel plate to an existing concrete...
  19. Nor Cal SE

    Mr/Mot >= 1.5?

    There is an intriguing aspect to this conversation. Noting RobertHale's post, which is consistent with what I know, you assume full D and not 0.6D when determining whether your retaining wall has 1.5 safety factor. Therefore, the bottom line safety factor for a retaining wall, whose...
  20. Nor Cal SE

    AISC Manual 15th edition release date

    Thank you, Ingenuity. That sounds like a worthwhile webinar to join.

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