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  1. jheidt2543

    Web Stiffener Design

    It's nice to know "engineering judgement" is still an acceptable attribute. Thanks for your quick response!
  2. jheidt2543

    Web Stiffener Design

    HDStructural: Thank you for your detailed reply. I was thinking along those lines, but if we take an extreme case where 25*tw is say half the depth of the beam and the web stiffeners are in line with the top & bottom beam flanges, the length of the web is too long. Would multiple web stiffeners...
  3. jheidt2543

    Web Stiffener Design

    ...the member strength of web stiffeners acting in combination with a length of a member’s web, the computed active length of the web is given by 25*twc (25 x the thickness of the column’s web). Ref: Salmon & Johnson p.895 and LRFD-K1.8 Why isn’t the full beam depth D used? Why isn’t the beam...
  4. jheidt2543

    Repair to Swimming Pool Concrete Slab

    I am looking for suggestions on how to repair two "blemishes" / rust spots in a residential pool slab. One adjacent to the floor drain, the other is in the middle of the pool bottom slab. It looks like they are the result of pin-holes in the concrete letting water get to the rebar. I'm...
  5. jheidt2543

    Floor Slab Thickness Design Using PCA Charts for Rack Storage Post Loading

    I have a floor slab to design to support storage rack W6 posts with a 14 kip load. The PCA Charts do not have a wide enough range for the X and Y distances between posts to cover my situation (X = short distance = 138" and Y = long distance = 240"). I'm wondering what others do when they run...
  6. jheidt2543

    Project Management Software

    I am looking for a reasonably priced, intuitive software package to manage multiple projects (5-10) as an Owner's representative. The main functions would be to organize and manage contracts, change orders, drawings, drawing changes, submittals, meeting notes, etc. While scheduling might be a...
  7. jheidt2543

    Looking for Archived Data on H.H. Robertson Wall Panel

    I'm working on a remodeling project for an 1955 heavy industrial building. I have the original drawings! There is a note on one of the wall sections that calls out "H.H. Robertson 2Hr. Firewall" as the wall panels. The section does not call out a wall thickness, but it looks to be 3" or 4". Does...
  8. jheidt2543

    Structural Design with Aluminum Extrusions

    The alloy is 6063-T5, and the member it is used in is a extruded, not welded. I think Mike has sent me on the right track, thanks for all the input! Once I get it worked out, I'll do a follow up post here.
  9. jheidt2543

    Structural Design with Aluminum Extrusions

    IFRs: Thank you, you have clarified a number of my problems, not the least of which was thinking in terms of single value properties like steel, when an aluminum alloy has multiple values depending on thickness, tension, compression, shear, or bearing. So, the Fy = 30,000 ksi has no place in my...
  10. jheidt2543

    CMU Fireplace Chimney

    Check the website for the Brick Institute of America, they have a lot of information on fireplace designs with typical details.
  11. jheidt2543

    Structural Design with Aluminum Extrusions

    ...correct, you wouldn't can't see them or manipulate them. The S1, S2, and >S2 are strictly a function of the "base" allowable stress - a constant * b/t. The negative numbers pop out thus: S2 = 14.7 - .370*34.5 = -2.9 in the second column. In the first column I used S2 = 16.6 - .70*34.5 = 3.8...
  12. jheidt2543

    Structural Design with Aluminum Extrusions

    I’m designing some aluminum extrusions for use as the structural framework for large horizontal sliding doors. As most of you know, trying to find the correct allowable stresses to use for aluminum extrusions is no simple task because the allowable stresses are dependent upon the Alloy, the...
  13. jheidt2543

    CIP Floor on "Fabric" and Steel Joist

    Yes, the wires of the mesh run in both directions, you can see some of them on the far right of the photo. The mesh wire is in a rectangular pattern, not square. This must be some type of engineered system, because the joist are so light, there is also a diagonal bracing system, which you can...
  14. jheidt2543

    CIP Floor on "Fabric" and Steel Joist

    I have run across a structural floor system I have not seen before and I'm looking for design information. I have the architectural drawings dated 1953, but no structural drawings. The system is composed of 10" deep "light" steel joist labeled #102SJ with what looks like a light gage steel...
  15. jheidt2543

    The use of re-shores

    A concrete sub-contractor poured a structural deck over an accelerator room scheduled to house radiation equipment for cancer treatment. The deck is approximately 3’ thick with an integral concrete beam that is 6’ deep. Based on 3 day and 7 day cylinder breaks, both of which were higher than the...
  16. jheidt2543

    Concrete Unit Weight Control

    Thanks for your comments. This project has a minimum unit weight requirement to achieve the necessary shielding for a medical device. The shielding is a function of the concrete thickness and unit weight. The wall thickness is fixed at 4'-6" which drives the need for the minimum unit weight...
  17. jheidt2543

    Concrete Unit Weight Control

    In general, for the same local aggregates & sand, is the unit weight of the concrete increased by going from 1" stone to a pea gravel size stone in the mix? We have a project that requires 4,500 psi @ 148 pcf concrete and the "standard mix" designs are producing 145 pcf concrete at the site...
  18. jheidt2543

    Who "owns" the factor of safety?

    Good comments all and I agree in principle. I always had the feeling that the EOR was just playing with numbers, that is using the higher cylinder break strength as one justification to say the beams where OK. As I recall, this project never went to court, but a settlement was reached, with...
  19. jheidt2543

    Who "owns" the factor of safety?

    I've thought about this question a few times over the years and I'm wondering what you fellows think about it. Many years ago, during the construction of a local precast concrete warehouse, a dispute arose, while I was not involved in it (really I wasn't - honest!) here is the gist of it: The...
  20. jheidt2543

    IBD 2006, Chapter 24 Glass & Glazing, Section 2403.4 Interior Glazed Areas

    I'm trying find a way to satisfy the deflection requirement for this section of the code for an EXISTING installation. The code section requires that the differential deflection between two adjacent glass panels not exceed the thickness of the glass panel under a horizontal loading of 50 plf...

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