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  1. waytsh

    Second Layer Reroof Less than 3 psf Procedure

    I have a client that would like to perform a metal over metal reroof on an existing commercial steel building. The second layer of roof is less than 3 psf. IEBC grants an exception when the second layer of reroof is less than 3 psf, but what exactly does this mean? Does this mean that they...
  2. waytsh

    IEBC Allowable 5% Gravity Increase on Total Load or Load Type?

    My understanding based on previous editions of the IEBC is that the 5% increase was based on the total gravity load. The wording in the more current versions, however, could be read as 5% of the load type, i.e. dead, live, or snow. “Any existing gravity load-carrying structural element for...
  3. waytsh

    Long A325 Bolt Alternatives

    Hi All, I have designed a reinforcing solution for a barn timber using bolted steel side plates. The contractor is having trouble sourcing the long A325 bolts required. I can't really use lags bolts, at least on the backside of the timber because of clearance with the roof. Is there a good...
  4. waytsh

    Timber Purlin - Biaxial Bending?

    Hi All, Quick sanity check question on a timber purlin I am reviewing in an old barn. The purlin is not rotated with the roof as is typical but is vertically oriented relative to the ground. The top has pockets cut into it with the slope of the roof so the rafters can run over top of it...
  5. waytsh

    Glitches in Flitch Beam Design

    Hi All, I am investigating the possibility of reinforcing a failing timber purlin in a barn with side plates. Some old posts mention that the document "Glitches in Flitch Beam Design" might be helpful for this analysis. Before I try to order this thing through Linda Hall I wanted to check to...
  6. waytsh

    Treehouse Design (literally a small house in the trees)

    Hi All, Just got a request from a client to provide some engineering on a treehouse from a treehouse company here in the States. Curious if any of you have ever worked on anything like this. Seems like a lot of risk for very little $. Obvious concerns are the fact that it is going to be...
  7. waytsh

    SJI Steel Joist Top Chord Analysis

    Hi All, I am modeling a steel joist in RISA and I am curious about what is the correct and/or permissible way to analyze the top chord for bending moments. What I mean by that is that if I model the joist as a whole I am getting different moments for the top chord than if I would model the...
  8. waytsh

    Miami-Dade County NOA - Roof Panels

    Can anyone explain to me what exactly a Miami-Dade County Notice of Acceptance is? A Client has asked me to design roof panels for a structure in a high wind zone (not in Florida) and provided this document for the allowable design values. It does contain a table with "Maximum Design...
  9. waytsh

    Snow Drift From Silos

    Hi All, I would like to get some opinions on the following condition. We have a number of silos that are planned to go up near an existing building. The silos are going to be higher than the existing buildings low eave by about 11', they are about 12'-6" in diameter, and only off the low...
  10. waytsh

    Wind Uplift on Multi-Level Residential Beach House Deck

    Need a quick sanity check from you guys. I have been asked to design a steel beam, post, and footings for a two-level deck on a residential home near the shore. There is a large clear width requirement under the outside edge of the deck which is driving the requirement for the steel framing...
  11. waytsh

    Crimped Joist Web Member Slenderness and SJI Table 4.3-1

    I am analyzing joists for some new snow drift loading and some of the web members are crimped angles. In the SJI Table 4.3-1 in Section IV for Web Members it says to use a k of 0.75 for kl/rx and a k of 0.9 for kl/ry. Since the equal leg angle is rotated 45 degrees for a crimpled condition...
  12. waytsh

    Pools as Impervious Surfaces

    Are pools generally considered to be an impervious surface when considering lot coverage by impervious surfaces? If so, is there a place where this is mentioned in the code or other significant document? Our township gives examples of impervious surfaces (roofs, drives, patios, walls, etc.)...
  13. waytsh

    Slab on Grade Details for Unheated Camper Storage

    I would like some opinions on best practices for a slab on grade in a partially open, unheated building. We are in a location where the frost depth is 36". The main interior columns are inboard of the building line and the rafters cantilever 10' to the building line. For the main interior...
  14. waytsh

    ASCE 7-16: Are Chapters 28 & 29 Compatible?

    I have a building that was just designed using the Envelope Procedure in Chapter 28 of ASCE 7-16. There are going to be a number of equipment screens added to the roof. Since Chapter 29 uses the Directional Procedure is it incompatible to calculate the MWFRS appurtenance loads from that...
  15. waytsh

    RISA Joist Model Troubleshooting

    I am trying to do a detailed analysis of a 30' 24k7 joist for some custom loading in RISA 3D. I started by analyzing the joist for the SJI allowable uniform loading. Unfortunately right off the bat things are failing badly which has me questioning my model. I am hoping you guys may be able to...
  16. waytsh

    Attaching Garage Hoist to LVL

    I have a client that would like to attach a 500 pound garage hoist to an LVL beam. He was wanting to lag an eye bolt into the bottom of the LVL and I recommended against that. I was hoping to find some sort of hanger that attaches to the sides of the LVL instead so the fasteners would be in...
  17. waytsh

    HSS Column Connection to Bottom of HSS Rafter

    Hi All, I am working on a project where I would like to use the following column to rafter connection on an HSS frame: Does anyone know of references that address this type of condition? The column side is nothing really unusual, it is more the rafter side of the splice that is a little...
  18. waytsh

    Anchor Bolt Shear Reinforcing Stirrup Development

    Detail below is drawn to scale but I can provide specific dimensions if needed. My question is, would you consider the top stirrup in this condition adequately developed to provide shear reinforcing for the loading condition shown? Anchors fail without some form of shear reinforcing. Thank you!
  19. waytsh

    Notched Column Reinforcing

    I am working on a reinforcing solution for a tapered three-plate column that will need to be notched about mid-height for clearance. Fortunately not my fault. I can easily get the reduced section to work by welding some angles on either side of the web to create a new inner flange. See...
  20. waytsh

    1.5" Wet Sprinkler Branch Line Weight?

    Does anyone have the weight for a 1.5" wet branch line?

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