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  1. OldDawgNewTricks

    Ultimate vs. Allowable Passive Pressure - which to use with a safety factor

    Without seeing the exact wording of the Building Official's comment, it's hard to definitively say what they mean. As driftLimiter said, 1802.1 just says that if you are using allowable stresses, you must use allowable stress design load combinations. You are allowed to use ultimate...
  2. OldDawgNewTricks

    wheel loads on heavy timber decking

    Flat Use Factor and Repetitive Member Factor are not applicable to shear. The Reference Design Value of 180 psi is not the failure stress. It has a factor of safety built in. So it looks like you would be using up some of your factor of safety if the design load of 3,000 lb was actually...
  3. OldDawgNewTricks

    wheel loads on heavy timber decking

    The AITC manual says "Heavy timber decking essentially forms a beam and must be analyzed as such. The basic criteria for bending, deflection, and shear must be satisfied. However, due to the typical flat-wise orientation of the decking pieces, shear rarely controls the design. The equations in...
  4. OldDawgNewTricks

    NDS Supplement design values: nominal or actual dimensions?

    See Footnote 1. LUMBER DIMENSIONS. It references Table 1A for the nominal & dry dressed sizes.
  5. OldDawgNewTricks

    ACI 318-19 Section 15.3.3.2 column vert bar hooks

    As slickdeals wrote, the requirement has been removed for slab-column joints in ACI 318-25. The requirement still remains for beam-column joints as shown in your OP sketch.
  6. OldDawgNewTricks

    Roof live load wood duration factor

    Breyer's textbook says roof live load has a duration factor of 1.25 (see screenshot below). I would think that should be good enough for the plan reviewer.
  7. OldDawgNewTricks

    Language - Place or pour concrete

    I use ACI, so I follow their use of "place" rather than "pour" in drawing and specifications. Most of the concrete on my projects is pumped rather than poured, so I guess it's not really accurate to say pour. But in informal conversations, I often say pour.
  8. OldDawgNewTricks

    Tension Only Bracing - Single Angles

    My comments are based on AISC, not CSA, so take them as you will. 1. 300 is a recommendation, not a hard limit. It is advisable to comply with the recommendation because experience has shown that it helps to avoid problems. But you may exceed it if you have fully considered the ramifications...
  9. OldDawgNewTricks

    ACI Requirements for Bottom Bar Splice Location

    For your example of two-way slab splice locations in ACI 318-11, see 13.3.8.5 and Figure 13.3.8 for some limitations on where splices are permitted.
  10. OldDawgNewTricks

    Slab on Grade - 0.5% steel positioning

    Is it a nonstructural slab-on-ground as implied by the post title or is it a structural mat foundation as stated in the first sentence of the post? If it is a mat foundation, then ACI 318 13.3.4.4 would require reinforcement located close to each tension face (presumably both top and bottom...
  11. OldDawgNewTricks

    column k value

    k=2 because sidesway is not inhibited
  12. OldDawgNewTricks

    Post-installed transverse ties in foundation wall

    ...new slab is 12" thick max and the load spreads out at a 45 degree angle, then the effective concrete area at the bottom of the floor slab is (22"+2*12")*(12")=552in^2. The compressive stress is 450k/552in^2=0.815ksi which would be 0.2f'c if 4ksi concrete was used for the existing wall or...
  13. OldDawgNewTricks

    Post-installed transverse ties in foundation wall

    450 kips is a substantial concentrated load. Even if you spread it out at 45 degrees through the floor slab thickness, it will still be in the range of 0.1f'c to 0.2f'c depending upon the concrete strength used for the wall. I would tend to agree with the building official and would want...
  14. OldDawgNewTricks

    Aggregate size in relationship to reinforcement clearance

    Although it is not technically applicable to site-cast concrete, you might consider the PCI Quality Control Manual (PCI MNL-116) 3.1.4 criteria that maximum size of coarse aggregate shall not exceed three-fourths of the minimum clear cover.
  15. OldDawgNewTricks

    Angle weld to plate

    The AISC minimum weld size used to be based on the THICKER part joined. In 2005, it was changed to the THINNER part joined. The commentary said the change was due to the prevalence of low-hydrogen filler metal.
  16. OldDawgNewTricks

    Effect of Expansive Soils on CMU Retaining Wall Design

    NCMA TEK 10-03 Control Joints for Concrete Masonry Walls - Alternative Engineered Method.
  17. OldDawgNewTricks

    Open vs Partially Enclosed Buildings

    No. Your building does not meet the criteria for partially enclosed, so the 0.55 coefficient is not applicable. If you are using ASCE 7-10 (or earlier), you may want to look at a newer edition. They added a partially open classification for buildings that do not meet the criteria for any of...
  18. OldDawgNewTricks

    Slab on Grade allowable distributed load

    When considering uniformly distributed loads on slabs-on-grade, you must account for aisles between loaded areas. This pattern loading causes tension at the top of the slab in the aisle areas. The WRI and PCA slab design methods have charts and tables to account for this.
  19. OldDawgNewTricks

    Modal Mass Participation Ratio

    More modes.
  20. OldDawgNewTricks

    How are SOMD leveled if beams deflect?

    I have always increased the concrete dead load by about 10% to account for the extra concrete (both for the gravity design of the floor and also the seismic weight to the lateral system).

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