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  • Users: smokiibear
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  1. smokiibear

    Vertical & Horizontal Irregularities, Type 4 (ASCE 07-16, 12.3.3)

    For light framed wood shear wall structures, is uplift required to be design with overstrength also? or only the compression? In figure c12.3-5, there is a note stating that anchorage is designed for standard load combinations. How do you typically approach this? Are there any other...
  2. smokiibear

    Notching Cantilevered Beams

    NDS says that notching for a beam at the bearing point can be 1/4 depth per Figure 4A, NDS 2018. Does this same figure apply when cantilevering a beam, for example a house to deck, where the notch would occur on the top face where the deck steps down. When cantilevering from house to deck the...
  3. smokiibear

    Looking for Training on Risa Foundation for Residential Projects - JoshPlumSe, are you interested

    I'm looking for training with Risa Foundation for custom residential projects. I've got a few projects under my belt, but would love to pay someone that could give some ground up workflow and considerations for use, especially on using for additions and remodels on some complex projects. Josh...
  4. smokiibear

    Components & Cladding for Partially Open Buildings

    How does one design for components and cladding for a partially open building using ASCE 07-16 or 07-22? While I do see a definition for partially open buildings, and design for such for MWFRS, I don't see any design methods for CC. Thank you,
  5. smokiibear

    Minimum Length Wood Shear Wall Panels

    Any fellows know of a requirement for standard segmented wood shear wall minimum panel lengths? I thought it was 24", but cannot for the life of me find that requirement in current AWC (NDS/SDPWS) or IBC/IRC. Thanks,
  6. smokiibear

    component and cladding wind load for balcony

    What is used for vertical wind loads for components and cladding on balcony's and decks? Flat roof overhang for upward and Roof for downward?
  7. smokiibear

    Design for Storage Rack Anchorage for Gas Cylinders

    Does anyone have some direction for designing anchorage for storage racks for gas cylinders. I don't see anything specific in the code, but would think the little bit of movement around the cylinder would cause an impact load. If nothing else, I'd think to use lateral live impact loads...
  8. smokiibear

    King Post?

    What is a king stud that needs to be larger than a stud....i.e. 4X6 king stud. Could you call it a King Post. I know that name typically is for support top cords or ridge beam to a beam below and usually doesn't get supported by the ground. Thanks,
  9. smokiibear

    Components and Cladding

    Curious about Components and Cladding. As I read the code and several different design manuals, articles, etc, I find the discussion quite confusing. Does component and cladding on say, a residential wood framed structure, apply to all parts of the exterior of the structure? Would I design my...
  10. smokiibear

    Chord Factor For Solar ASCE 07-16, 29.4.3 & 29.4.4

    When panels are not tilted, what determines chord factor and/or Lp value? I cannot find anything in the code other than Fig 29.4-7 which doesn't do a good job of explaining this? Is it related to the direction of the array frame supports, landscape for running long direction of panels and...
  11. smokiibear

    Does a 1 inch step in slab require a footing

    Can you state if a 1" step in a slab should have a footing? Or is a shovel footing adequate? Also, is there code requirement for making an interior garage wall load bearing? Thanks.
  12. smokiibear

    Dobie Block (or Concrete Spacer) Specifications

    Fellows...forgive the double thread. I started a different thread with the wrong spelling of dobie. Are their any fellows out there that know of standards for construction and/or performance of dobie blocks. Thank you.
  13. smokiibear

    Adobe Block Specifications

    Would anyone be able to direct me to specifications for adobe blocks? Do they need certain compressive strength? Where would I find that criteria? Thank you.
  14. smokiibear

    Minimum Required Steel for Temperature & Shrinkage in Footing of Retaining Wall

    thread507-470719 This thread addressed the temp & shrinkage of reinforcement in the stem, but didn't get into temp & shrinkage for the footing. Could you chime in the required amount and code governing the footing of a retaining wall? Thank you.
  15. smokiibear

    Wood Shear Wall with "Continuous" Holdowns

    We've got a shear wall with holdowns that are not adequate. Without removing the footing or adding new footing, we thought of trying to holdown the entire wall via every stud or every other stud. Have anyone done this before? Could you advise on the math. I've been at this for while, but not...
  16. smokiibear

    Kl/r preferably <200

    I provide engineering for light guage steel covers with Solar atop. They are light gauge purlins, light gauged metal roof. When columns reach over 14.75', I've typically followed the recommendation to not exceed Kl/r < 200, and consequently, forced to go to 6" std pipe. I'm curious if you...
  17. smokiibear

    Irregularity type 4 in light framed shear wall structure

    If i have a 4' shear wall on upper level of light-framed wood structure, and a 10' shear wall on lower level, with both walls starting from the same vertical post, would that be only a vertical Geometric irregularity, or would it be considered a In-Plan Discontinuity in Vertical lateral Force...
  18. smokiibear

    Vertical &amp; Horizontal Plumbing through footings and or stem walls

    Curious what detailing should look like for both vertical and horizontal plumbing through footings and stemwall footings should look like. Anyone have any references or common detail standards for this?
  19. smokiibear

    Risa Plate Design for Built-up Truss Plates

    Curious if anyone has direction for working with plates in Risa 3D. Particularly, I'd like to look at built-up truss plates. Any pointers would be appreciated. Thanks.
  20. smokiibear

    Wind ASCE 7-16

    We have a small worshop that has an arched roof that will slide to the side for observatory functions. We are attempting to develop wind loads, for an open building. I'm unclear how to derive the loads. Chapter 27 part 1 allows for open buildings, but Figure 3-3 is for arched roofs for...

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