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 cowski 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

    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...
  4. 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...
  5. 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...
  6. LearningAlways

    Other Structural Engineering Forums

    Are there other forums out there? I've googled but haven't found one like this one just yet.
  7. 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...
  8. 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...
  9. 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...
  10. 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...
  11. 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...
  12. 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?
  13. LearningAlways

    C-Shaped, Gap Plate, Line Weld

    I am rehashing weld details and this is something that I struggle to agree with. For a gap plate that has a c-shape weld on one side and a line weld on the other, the assumption is that one side is fixed and the other is pinned. Thus the c-shaped side takes into account load eccentricity from...
  14. LearningAlways

    Concrete Breakout in Shear Above Opening

    Hello. My question is regarding breakout cones near a window blockout and if an effective area can be utilized. An effective breakout area would be the full shear cone less any area for blockouts. This is pretty straightforward for tensile failures. However, the concrete failure area is...
  15. LearningAlways

    Diagonal Bar at Opening or Not

    I worked for a company that did NOT put diagonal bars at corners of openings. They were precasters but as a standard they used only one horizontal and one vertical bar. I'm checking shops for a tilt-up company and they add these bars AND the vertical and horizontal bars as well. I don't think...
  16. LearningAlways

    Column Foundation Design - kern issue

    Hello and thank you for any help. I'm designing a monument sign foundation. The sign itself is about 20' long and 6' tall. It has two 16" square masonry columns on each end and the middle span is a single 8" wythe bearing on top of a 16" wythe, the 16" wythe bears on the foundation and is...
  17. LearningAlways

    SAP Printing

    Has anyone recently had SAP start printing oddly? I print (Ctrl+P) graphics of different criteria of a model for the calc book. For example, I will print the applied dead, wind, live force to PDF. Hitting ctrl+p has always produced nicely scaled graphics but now my graphics are tiny, even...
  18. LearningAlways

    Tilt Panel - Exceed 0.06f'c?

    Hello All. ACI551 and ACI318 limit vertical stresses at mid-height of slender panels, as calculated as Pu/Ag, to not exceed 0.06f'c. Does anyone know the background on this limit? And, while its not mentioned in the code, I wonder if it is possible to count for any compression steel? I'm...
  19. LearningAlways

    Roof Wind Pressures in Wall Flexural Design

    It is apparent to me that we would need to design walls for out-of-plane (weak axis) flexure due to applied loads from roof wind pressures. It only makes sense, C&C pressures define roof wind pressures and these pressures are applied to the roof system which is then picked up by the walls. I...
  20. LearningAlways

    Determine BFE

    Hello, I am a structural engineer. This is the first time I've worked on a building within a flood zone. I'm in Florida and the building we are looking at is in an AE zone with a static BFE of 12'. The definition of the BFE on the FEMA map I am looking at is "A Base Flood Elevation is the...

Part and Inventory Search

Back
Top