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  1. Robert216

    Shoring and Reshoring - What is correct

    Thanks everyone for the input.
  2. Robert216

    Shoring and Reshoring - What is correct

    Thanks Lion. So would the 1st floor shores be overloaded or do you think that people design these to carry 3 floors? Regarding the general question, do you believe that loosening shores and re-shoring is necessary?
  3. Robert216

    Shoring and Reshoring - What is correct

    I just read that last paragraph again. I jumped from the issue of shores being overloaded to the issue with the lowest beam being overloaded, then back to the "no deflection, no load" issue. Sorry for the confusion. Those are my two issues in question. Thanks again. Rob
  4. Robert216

    Shoring and Reshoring - What is correct

    Here is the big question: In a multi-story reinforced concrete building, do shores need to be released and "snugged up" before shoring levels above? This is what makes sense to me. This allows the beams to deflect and "carry their on load". Let's begin with what most of us agree on...
  5. Robert216

    Heel/Eave blocking for shear transfer

    Good point DaveAtkins. Thanks
  6. Robert216

    Heel/Eave blocking for shear transfer

    Being in a high wind zone and seismic design category D all of the time, I have never used the emperical (or prescriptive) design. It sounds like most everyone has been ignoring the cross grain bending. JAE, one point that you brought up is one that I have never understood. Why would a shear...
  7. Robert216

    Heel/Eave blocking for shear transfer

    I have used this detail as a mechanism to transfer shear from a roof diaphragm to shear walls. Most contractors tell me that they have never done this. They state that they have never seen this detail. Even when I thumb through "typical wood framing details" found in published literature, I...
  8. Robert216

    HSS vs W-shape prices

    Pound for pound, I know that tube steel (hss) is generally more expensive than w-flange shapes. I just don't know how much. Does anyone have any information on this? Thanks in advance.
  9. Robert216

    Moment for Moment connection design

    Is the frame not mounted on the ground? Is the frame not resisting seismic loads?
  10. Robert216

    gable end wood buildings

    As long as something is bracing the hinge, platform framing is more practical. However, I have noticed that quite a few contractors claim to "platform frame tall wall systems all the time". If there is a.) no diaphragm at the hinge location or b.) nothing "kicking" (diagonal bracing) up to...
  11. Robert216

    cross grain bending

    Does anyone know of a code reference that prohibits cross grain bending as a load transfer mechanism? I have read numerous articles that state things such as "wood is weak in cross grain bending" or "this would create cross grain bending". Is there no value for cross grain bending? I know...
  12. Robert216

    overhang values

    Thanks Ron
  13. Robert216

    overhang values

    I understand that I need to check for all of these. My real question is this: Are the components and cladding "overhang" (simplified method-the table) values appropriate? These are very high and these are what I have always used when designing for uplift. Should I use an analytical procedure...
  14. Robert216

    overhang values

    For a porch roof (all is open), is it appropriate to apply overhang values for design of the rafters/ trusses and connections? If not, what would be appropriate? I believe that we would need to account for positive pressure on the underside of the roof (or porch ceiling) and negative pressure...
  15. Robert216

    f'c < 2500 psi

    Thanks for all of the input.
  16. Robert216

    f'c < 2500 psi

    My potential problem is that many of these buildings are already framed. In terms of durability, what would be an appropriate "bottom line" for acceptance (something other than what is in the code). Thanks
  17. Robert216

    f'c < 2500 psi

    concretemasonry, I have at least 36 cylinders that are between 2000 and 2500 psi.
  18. Robert216

    f'c < 2500 psi

    On this project, there is also a small building where the test cylinders broke around 1500 psi at 28 days. I have investigated the testing to an extent. I spoke with a representative from the testing company and he mentioned that the cracks were very clean. He said that the cracks continued...
  19. Robert216

    f'c < 2500 psi

    I know the ACI 318 states that concrete shall have a minimum f'c of 2500 psi. I have a situation where 28 day, 56 day, and even some cored breaks have come in lower (around 2000 psi). Keep in mind that all concrete is for shallow foundations, no vertical elements. I have checked shear and...
  20. Robert216

    Weight of carpet and mat

    Thanks everyone.

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