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Recent content by wayne_dwops

  1. wayne_dwops

    Vertically stepped wood diaphragm

    Assuming you have resolved the chord forces and you are trying to develop a continuous positive support over the length of your shear wall, screwing the sill plate to each floor truss would normally suffice. A beefy continuous uplift connection would look something like I've attached minus the...
  2. wayne_dwops

    Vertically stepped wood diaphragm

    I trust you have not added that 6x6 (which is PT for some reason even though this looks like a second floor) purely to achieve adequate penetration for your lag screw. This is better done with a through-bolt and blocking in the plenum, but I would go with wood screws through to the truss top...
  3. wayne_dwops

    Vertically stepped wood diaphragm

    Two blocks within the truss near the sill plate should suffice, shear would go vertical sheathing->vertical block->horizontal block->horizontal sheathing. As mentioned above ensure boundary elements are present and a gratuitous overturning check may be warranted. I try to keep my sill plates...
  4. wayne_dwops

    FRP ACI 440.2R-17 existing substrate strain

    Hoping to reach out to the fiber reinforced polymer guys. I am checking the work of an engineer who designed a CFRP reinforcement on a precast concrete beam. I am rolling through the documentation in ACI 440.2R and I am hung up on item 10.2.3, "existing substrate strain". I am directed to...
  5. wayne_dwops

    Artificial Intelligence in Structural Engineering

    There is a concurrent session on AI in structural engineering happening in the ASCE structures congress I believe today or yesterday, I wonder what has been said on the topic there. I've heard through the grapevine the use of AI to identify deficiencies in bridge infrastructure, the inspector...
  6. wayne_dwops

    Inspections, Special or otherwise

    Sleep well knowing that the contractors are responsible for building to spec. You can lead a horse to water but can't make it drink. Besides, if I catch wind of improper construction (meaning I've been contacted to fix something) and it is not due to an underlying design flaw, it is additional...
  7. wayne_dwops

    Another wood knee braced frame thread

    I know you could knit a sweater with all the threads on this topic but I am still not satisfied with what I've found. I am hoping for a sanity check. I have modeled an open (25'x15'x13'), wood framed, pitched ramada structure with a tile finish, king posts and knee braces in RISA-3D. As...
  8. wayne_dwops

    Transverse Shear Reinforcement adjacent to concrete beam-column joint

    Thank you for your response @KootK, I agree with your statements and if the beam were not designed as fixed (and even if it was and the moment was smaller) I would be inclined to send the design in that direction or even use a corbel. However, this joint experiences a fairly large amount of...
  9. wayne_dwops

    Transverse Shear Reinforcement adjacent to concrete beam-column joint

    HTURKAK I do not have a copy of that detailing manual however I do have the guide it references (ACI 315R-18). The most direction the guide gives me is to follow ACI 318-14 10.7.6 and the detailing requirements of Chapter 25. Following this guide I would begin my column ties at the termination...
  10. wayne_dwops

    Transverse Shear Reinforcement adjacent to concrete beam-column joint

    I am in the process of designing a concrete beam-column joint that is not intended to be a part of the seismic or lateral force resisting system of a building. This joint will be transferring shear forces due to moment into the column and of course the vertical shear in the beam into the column...
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