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  1. steve111

    Wind and Seismic Drift

    not sure i have your question right, is this a P-delta query, but there are definetly lateral deflection limits for wind both for the overall building l/400, and storey drift limits of l/500 and additional requirements with regards to notational loads to consider erection tolerances and out of...
  2. steve111

    Absolute Maximum Allowable Deflection

    Masonry always screws up the l/360 assumption as being the 'Smallest' deflection under LL permitted. All these deflection criteria are based on limiting crack apperances in finishes, read masonry in this case, or human perception read sloping floors etc., and vibration. Agree with IFRs if the...
  3. steve111

    Piggyback wood trusses - connections.

    Well the point is I suspect you should be reviewing the 'components' that go into your design to see that they conform to your assumptions and if as 'rlewistx' has correctly pointed out, you have assumed something that is is physically or practically not possible, then you should review this...
  4. steve111

    Absolute Maximum Allowable Deflection

    sorry back, stupid viruses. We have an internet dedicated computer, firewalls, latestest and greatest anti-virus, live update etc., etc., but still ... so yes ishvaag concur totally on structure vs. member however do need to consider individual member and effects large deformations can have on...
  5. steve111

    Absolute Maximum Allowable Deflection

    Where displacements are small and gross distortions to the geometry of the structure don't apply it can be reasonable assumed that the equilibrium equations based on original directions and positions of the external forces and the members are still valid. Where this may not be the case then the...
  6. steve111

    Piggyback wood trusses - connections.

    At the end of the day everybodies in the soup if theres a problem and the courts will partition damages, which if your the 'Engineer of Record' I suggest will be considerable. So Shop Drawings bearing the seal of a Prof. Engineer are a good thing, dwgs. should detail all required connections...
  7. steve111

    Wind load for a gable roof on an open structure

    Try ASCE Paper No. 3269 'Wind Forces on Structures', a Swiss Paper, much referenced (See SEI/ASCE 7-02 C6-36 the english interpretation in ASCE paper above)and still to this day in the codes, is used. In the swiss paper 1956, are open walled roof only structures and their pressure...
  8. steve111

    Properties of Combination Sections

    Boy i sure like the last post after all the pontificating. Imagine that 'Built-up sections' calculating section properties as though all one, and the finally how to connect it all so that it is one. The problem is more than one of geometry and the connection issue is surely more challenging...
  9. steve111

    what is this "hair pin" thing attached to anchor bolts?

    yes on the hairpin thingy to transfer horizontal load from the pinned connected base of the rigid frame into the floor slab???, yes we have used to use this technique with many 'Pre-Engineered Buildings', always had trouble with that term, we could probably start a thread on that alone...
  10. steve111

    Allowable Beam Deflection

    Fascinating question. Ultimate Limit States vs. Serviceability Limit States. Well definitely one will govern the design solution. L/360 (LL only) type criteria is a gross over simplification. Vibration, dynamic loads (read lateral), storey drift, P-Delta, differential settlement, compatibilty...
  11. steve111

    Partical Moment Connection

    If you've designed full momemt connections and the fabricator/supplier of the steel has bid on the work based on that then thats what shoud be supplied. period.... (bunch of them). changinging your analysis requires redesign all the way down to the bottom of the foundation. Connections are...
  12. steve111

    welding corroded steel.

    We have some precast concrete cloumns in which the existing column base plates have experienced various degrees of corrosion/rust. The existing base plate is plate steel anchored and cast into the column base. Would like to weld a new base plate to the existing base plate, core out the...
  13. steve111

    Reinforcing Steel Beams

    sorry been abit busy, the beam in question is part of a gerber grirder cantilever/drop in span system, somewhat, so to speak, in any case it has a couple of support conditions depending upon location in building, either a simple beam, or a continuous beam pinned connected at one end and...
  14. steve111

    Reinforcing Steel Beams

    Yes a solid bar and they bevelled the inside corner.
  15. steve111

    Reinforcing Steel Beams

    RG88 yes suspect this was the most simple way to add 'Section' due to existing physical constraints. yes questioning first off the 'massive' reinforcing, seeing it is visually stunning, but from an analysis point of view yes questioning the ability of the welds to transfer shear and the overall...
  16. steve111

    Reinforcing Steel Beams

    Yesterday we reviewed an existing structure that had a series of steel beams running along a theater addition. The original beams were reinforced for the increased snow load due to drift accumlation re the higher roof of the theater addition. The original beams were W18x55's. The reinforcing...
  17. steve111

    Design Error and Licensing Violation

    Exactly agree with gesmbh, first in our jurisdiction you have a duty to first converse with the original engineer. this prevents pratitioners from bad mouthing other practitioners in front of the public when maybe they don't know the full story and making the profession look bad in the eyes of...
  18. steve111

    Design Error and Licensing Violation

    Where we are 1) you shall contact the other engineer and let them know you are reviewing their work. 2) you shall report to the association these types of things, shall is the operative word. but contact the engineer, perhaps the conditions have changed since he was involved, who knows. also...
  19. steve111

    Truss Vs. Beam

    Easier to pre-camber a truss, deflection limits on masonry are rather stiff .... lousy pun. precamber for all other loads, masonry last.
  20. steve111

    Truss Vs. Beam

    Just curious thats a large beam for brick support, no 'loose lintel' that one. How much brick are you supporting and what is the span of the beam?

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