Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations TugboatEng on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  1. LearningAlways

    3-point bearing

    Is multiple points of bearing for a spanning element achievable in reality? Seems impossible to me, but maybe other industries or other systems outside of precast have more experience with multiple points of bearing. With the variation in bearing heights, load distributions, shim stacks, etc...
  2. LearningAlways

    Precast Shear Wall Reinforcement

    Question about rho_L and rho_t, which is the transverse and longitudinal reinforcement ratios in shear walls. We are talking about horizontal distributed reinforcement versus longitudinal. There is some discussion about which bars are which in regards to these ratios, especially since...
  3. LearningAlways

    ASCE 7-22 component and cladding - no tables?

    Yeah you mean the prescriptive tables? Those have been done away with.
  4. LearningAlways

    FBC Fire Rating for Columns

    Guys. We did a bad thing. We are a precaster. We detailed and cast our R/C columns with only 1 1/2" cover to the main longitudinal. It was a miss, but we caught it before it was erected. There any way around the minimum cover requirement of 2" (we need a three-hour rating)? They've cast...
  5. LearningAlways

    ACI 9.7.6.4.1 - Compression Bar Confinement

    If the beam needs these for deflection control or moment capacity, hence they are used as part of a transformed section, I'd argue they need to be confined properly. But you did question the development of the bars when they are so close to the strand, I'd agree with that assessment. Yes...
  6. LearningAlways

    Learn Timber Design

    I'd like to learn timber design. Not that I will ever make a career out of it, at least not in the near future but I like the final product of timber design. I'm comfortable where I am in my current position, I have no strong desire to leave and make less money. I am most familiar with...
  7. LearningAlways

    ASCE 7 wind pressure on overhangs

    I agree that the internal pressures cancel out. In fact, this happens when analyzing any MWFRS system. The buildings GCpi cancels out, in fact we ignored that value altogether in our MWFRS analysis at my previous place of work.
  8. LearningAlways

    ASCE 7 wind pressure on overhangs

    I'm going to see if this is code or just my logic. But the reason that there is no internal pressure on an overhang is because overhangs are not pressurized internally. I am now thinking of an attic and am questioning that logic, but the internal pressure is there because a high-rise building...
  9. LearningAlways

    Wood Column-to-Beam Missing Connection?

    Thank you both so freaking much. To answer your question STpipe, the one side of this beam is spliced at the column but on the other side it is continuous at that location. I became curious about the other end of this beam, and it looks to be a very similar case. Would a built-up column...
  10. LearningAlways

    Wood Column-to-Beam Missing Connection?

    I know very little about wood structures. The following photos are of my basement, we moved in a couple years ago and it struck me that there was no direct connection between column and beam. House was built in 1979. Is this normal in wood design? Do I need to post install something? I'm...
  11. LearningAlways

    Other Structural Engineering Forums

    Are there other forums out there? I've googled but haven't found one like this one just yet.
  12. LearningAlways

    Crosstie Requirement for Special Structural Walls

    Thank you for sharing that document HTURKAK. It is very helpful.
  13. LearningAlways

    Crosstie Requirement for Special Structural Walls

    When are these crossties required in a special structural precast wall? We do not need special boundary elements; but we do need ties per ACI318-19 18.10.6.5. And so have created a 'non-special' boundary element. The question is specific to the area outside of the boundary elements. Is...
  14. LearningAlways

    Stud Effective Length

    Question about stud (HCA or HSA) lengths. PCI and others include the 1/8" burnoff when calculating the effective length. However, stud manufacturers include the burnoff length when ordering material. Below is a great diagram from a website I've used for reference. Lengths ordered include...
  15. LearningAlways

    Which of these structures is stronger?

    B, arch in compression, no bending at mid span.
  16. LearningAlways

    Erection Lifter - Tension Failure Mode

    Hello, I have a question regarding precast/tilt panel erection lifters and their tension failure mechanism. Lifting tables showing anchor capacities are provided by anchor suppliers, capacities are either maximum mechanical capacity of the lifter (yielding of the lifters itself?) or a...
  17. LearningAlways

    Seismic vs Wind: Collector Forces

    Hello. I've worked the majority of my career in Florida, which means I've never encountered seismic design. We priced a few jobs out-of-state, so I know the general framework, but have never gotten into the details on a live project which would be constructed. I work in the precast field...
  18. LearningAlways

    Shear Stirrup Development Length - ACI318-14

    Hello All. Where in ACI is it explicitly stated that shear stirrups can be considered instantaneously developed to their yield strength? It only makes sense, shear cracks extend at a 45-degree angle and we can count on all shear stirrups within this range, and shear stirrups count on fy to...
  19. LearningAlways

    ASCE 7-16 Figures

    Most of the GCp figures have been blurred. ASCE7-16 ASCE7-10 I can do the work of comparing values and snip the 7-10 but was hoping for a more direct path.
  20. LearningAlways

    ASCE 7-16 Figures

    Is it just my copy or are the figures in the C&C sections of ASCE a lot more fuzzy. Even the digital copy isn't as clear as it used to be. Does anyone have a copy of these figures that is sharp and easy to read like they used to be?

Part and Inventory Search

Back
Top