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  • Users: campbelltc
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  1. campbelltc

    Radiant Heated Floor Slab

    We're designing a floor slab for an airport hanger where the concrete slab on grade has radiant floor heat in the slab. The pipes for the heat are supposed to be in the top 5" of the slab. The design software for concrete pavement tells us that it needs to be 8.5" thick, so we went with a 10"...
  2. campbelltc

    ASCE 7-16 Chapter 28 part 2 - Parapets

    Looking at ASCE 7-16, Chapter 28 part 2 (MWFRS) and it does not mention wall loads on parapets that I can see. From Part 1, it looks like you could use 1.5 times the wall load on the windward parapet and 1.0 times the wall load on the leeward parapet. That's 2.5 times the wall load if you add...
  3. campbelltc

    ASCE 7 Wind Zone Widths

    If there are multiple types of roofs for a building, how would you go about determining the a and 2a Zone Widths for smaller areas of roof? Say there's a 200' x 300' building with a flat roof with mean roof height of 100' but there's a smaller upper gable roof 20' higher that is 50' x 50' in...
  4. campbelltc

    ACI 318-14 - Auger cast reinforcing question

    I have a project with auger cast piles, some gravity only, some part of shear walls, and some supporting moment frames (Seismic Design Category B – not sure yet whether Ordinary, Intermediate, or Special – I have a call into the precast engineer to find out). ACI 318-14 section 18.13.4.3...
  5. campbelltc

    ASCE 7-05 - Vertical overhang pressures on leeward wind

    It may not end up making any difference in the design, but I am designing supports for two canopies hanging off the side of a low rise building (4' wide x 16' long and 8' wide x 12' long). I'll design the canopies for the uplift on an overhang, and I know the uplift on an overhang is due to...
  6. campbelltc

    Identity of open web joists

    Wondering if anyone can help me with identifying a joist manufacturer by the type of joist. The top and bottom chords (13 3/4" deep joist) are a T section: 2 1/4" wide x 1/4" thick flange with a 1/2" high x 3/8" wide web. The bottom chord slopes up beyond the last panel point to form the beam...
  7. campbelltc

    Structural Clay Tile Wall

    I'm looking for design information on a structural clay tile wall. I didn't really look at it extremely closely during my original site visit because I assumed it was non-loadbearing but after reviewing pictures and all other information, it appears that it is loadbearing. It looks like an 8"...
  8. campbelltc

    Wind uplift on overhangs

    I've searched ASCE 7-05 and I can't find an answer to my questions regarding calculating required loads for truss hold-downs: Are the overhang roof loads from Figures 6-11B, C, and D to be added to the roof pressures or are they the only load on the total overhang (top and bottom added...
  9. campbelltc

    Grouting 75% solid CMU walls

    I received a call regarding a residential foundation where the superstructure was damaged/destroyed in a fire. The superstructure has been removed and is slated to be replaced. I have not seen it yet, but the way the owner has described the foundation wall to me (three core, thick webs and...
  10. campbelltc

    Flat Plate with Offset Columns - Looking for analysis/design guide

    Looking for a good analysis/design guide that describes concrete flat plate construction with offset columns. Thanks in advance.
  11. campbelltc

    Anchor bolts - ACI Appendix D (318-05)

    When it comes to designing large (1 1/2" - 1 3/4") headed anchor bolts subject to both tension and shear on top of a reinforced drilled concrete pier (caisson), I have some questions: 1. Does ACI 318-05 Appendix D cover anchor bolts that are within a reinforced drilled concrete pier if the...
  12. campbelltc

    0.6 D load cases with friction

    On a PEMB with some fairly light lateral loads, I am trying to resist wind loads partially with friction on the bottom of a spread concrete footing. With the 0.6D load with wind uplift, the vertical component of the load is essentially zero, so if you use the 0.6 factor on the dead load prior...

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