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  1. ALEXZ0622

    Unusual Holes Sizes in Steel-to-Steel Connections

    First, 7/8" hole is allowed by AISC. Any hole size larger than standard hole is not allowed to be used in bearing-type connections. Then slip-critical connection is required. This happens kind of frequently, and be careful with it, because most of time, detailers don't recognize this, and...
  2. ALEXZ0622

    ACI Minimum Wall Reinforcement - Out of Plane Bending

    @ JAE You are right, I just searched online, at least "slab" is defined in below linked file as "horizontal". https://www.concrete.org/portals/0/files/pdf/ACI_Concrete_Terminology.pdf So...I would say Table 11.6.1 is the way to go, Unless you want to avoid min. reinf. by demonstrating "adequate...
  3. ALEXZ0622

    ACI Minimum Wall Reinforcement - Out of Plane Bending

    To my knowledge, there's only one way to get rid of shrinkage reinf. for wall out-of-plane design, and it doesn't worth it: Based on ACI318-14 Chapter 11.8, if you can prove out-of-plane action on "Wall" is not a problem, then you can have whatever longitudinal (vertical for wall) bars you...
  4. ALEXZ0622

    Which seismic force do you use for connections(steel anchor stud) between diaphragm and collectors?

    Shu Jiang, I see, so what you're saying is that we should use diaphragm design loads since it applies to all SDC, But think about this, the collector elements are required to be designed for overstength level forces for SDC C through F, then why won't the steel anchor studs being required to...
  5. ALEXZ0622

    Which seismic force do you use for connections(steel anchor stud) between diaphragm and collectors?

    All, Given case here: Steel special moment frame structure with concrete filled composite deck as rigid diaphragm. Which seismic force would you use to design the steel anchor studs between diaphragm and collectors? After I searched ASCE 7-10 and 16, it seems that option 1 will be my...
  6. ALEXZ0622

    AISC - Minimum Thickness to Match Weld Strength

    IMHO, the short answer is yes, if you want to develop the full strength of double fillet welds. The long one: First, you need to make sure there are fillet welds on both sides to make direction faction valid. Second, I think the prying check in Chapter 9 of the Manual should govern the plate...
  7. ALEXZ0622

    ASCE 7-10 Load Combinations

    There's no doubt to use ASD load combo to check soil bearing, and LRFD load combo for member design. For uplift, I would say it's a tricky thing. I would recommend this: 1. ASD load combo 0.6D + 0.6W simply means: under service wind, your structure has 1.5 safety factor against uplift. And...
  8. ALEXZ0622

    Special Moment Frame Base Anchorage to 18" Concrete Wall

    cal91 First, Acn/Acno can not be simply increased to 1.0. This is serious. Do NOT do it. Almost every factor other than Acn/Acno can be somehow justified, as long as you follow all kinds of test report, but not Acn/Acno. This is a factor representing the actual effective area to theoretical...
  9. ALEXZ0622

    Is there anywhere to get AISC tables in spreadsheet format?

    tchoate AISC recently announced that digital version of AISC 15th Manual is available. I don't know if the tables in digital version can be copy and paste or not, but I think this is the only way, unless there's somebody typed the table in spreadsheet by hand before. The digital version is a...
  10. ALEXZ0622

    4-sided HSS column connection

    @sandman21 thank you so much. And I have to say this "no increase in strength due to directionality of load" is so unobvious that even AISC doesn't really want engineers think about it... And the commentary does say this is due to lack of experiment data. And yeah...HSS6x6x5/8 is pretty thick...
  11. ALEXZ0622

    4-sided HSS column connection

    Krug, For your first question, I think it's reasonable to prohibit the use of 1+0.5sinθ factor on column face weld, since the faces of HSS won't be stiff enough to provide a uniform stress distribution along the weld length. However, I tried to find this in Chapter K of AISC, both in 2010 and...
  12. ALEXZ0622

    Tension Controlled Columns

    Yousef ZAA: I see, this min eccentricity is actually the Moment Magnification Method, and the min 1st-order factored moment. So first you would need to check if you had a slender column, use: 1) k*lu/r<22, or 2) k*lu/r<=34+12*(M1/M2) and k*lu/r<40; you can find this around that Chapter 10 in...
  13. ALEXZ0622

    Tension Controlled Columns

    Yousef ZAA: In my understanding was correct, you mean your tension-controlled situation was caused by something like 1.2D+1.6L Load Combo with minimum eccentricity of 15%+0.03h? If that was the case, that's a really strange one, cause if you drew the strain profile, you at least have 0.005 for...
  14. ALEXZ0622

    Steel beam anchoring and bearing seat (supports)

    mats12: If you're using plain concrete columns there, ACI318-14 Chapter 14 gives you the minimum thickness of "bearing wall", let's say your floor height is 12 ft, then the interior columns may have 6'' x 6'' size(not sure, plz check the plain concrete requirement). then you can choose the...

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