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  • Users: WJA
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  1. WJA

    Wind loading during deck pour/curing

    I just found the following paragraph in FHWA Engineering for Structural Stability in Bridge Construction Reference Manual, which indicates that I'm maybe overthinking this: When investigating the girders in their final erected condition for the loads due to deck placement, the wind load may be...
  2. WJA

    Wind loading during deck pour/curing

    Thanks BridgeSmith - I agree that's definitely conservative as this corresponds to the 0.65 reduction factor (good for up to 6 weeks) on the 115 mph speed.
  3. WJA

    Wind loading during deck pour/curing

    Is there a consensus on the wind load to be applied to steel girders in combination with wet concrete loads? AASHTO Guide Specifications for Wind Loads on Bridges During Construction specifies wind speeds for active (i.e. during erection) and inactive work zones. I'm assuming we don't need to...
  4. WJA

    Anchor Bolt Bending for Stand-Off Conditions

    Thanks! I found the ETAG standard, which is helpful. Any idea if there is a North American equivalent? Regarding AASHTO - any idea where this situation might be covered? AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals, Art...
  5. WJA

    Anchor Bolt Bending for Stand-Off Conditions

    I'm trying to figure out where the attached method for assessing anchor bolts/rods installed in stand-off conditions comes from (section 3.1.6.9 Bolt bending - Strength Design). i.e. shear force applied to base plate puts anchor bolts into bending (no grout between base plate and concrete) I...
  6. WJA

    CSI Bridge result output

    No, P = 2557 and M = 2618 do not necessarily coexist. This is an envelope case, and the "max" line is showing the maximum value for each force direction. To be conservative, you should consider the largest moment together with the range of axial forces (i.e. 2557 or 4550). Create additional...
  7. WJA

    Considering inclined resolved flexural force components in shear design

    AASHTO LRFD (9th ed) Art. 5.7.2 includes the following text: "The component of inclined flexural compression or tension, in the direction of the applied shear, in variable depth members shall be considered when determining the factored shear force where its effect is detrimental (increase in...
  8. WJA

    Steel cover plate design

    I have been asked to provide a steel cover plate, which is for decorative purposes only. This is outdoors, exposed to wind. It will be supported by 2 steel angles approx 2 feet apart, so a span of 2 feet. How do I go about determining the thickness of this plate? Do I simply design it to be...
  9. WJA

    Anchor Rod Nuts

    Hi folks I am being told by a supplier that they need long nuts above the baseplate (a 3.5" long nut for a 1.25" diameter grade 105 threaded rod) in order to develop the tensile capacity of the anchor rod. Is there merit to this statement? My understanding was that the standard size nuts would...
  10. WJA

    Sliding Failure of Cantilever Retaining Walls

    Hi Folks, Does anyone have any real-world examples of reinforced concrete cantilever retaining walls which have failed in sliding? It is a failure mechanism which often governs the footing dimensions, but I have never heard of it happening.
  11. WJA

    Pack Rust/Crevice Corrosion on Riveted Steel Girders

    Further to above: any comments on this approach: https://www.dot.ny.gov/spec-repository-us/564.21010011.pdf (i.e. power tool cleaning, apply epoxy penetrating sealer, and caulk) vs. http://www.termarust.com/resources/tp1.php (i.e. pressure wash and blow dry, apply calcium sulfonate penetrant...
  12. WJA

    Pack Rust/Crevice Corrosion on Riveted Steel Girders

    Hello! I'm looking for more information on how to address pack rust/crevice corrosion between flange plates on built up riveted steel bridge girders. I found the post at the link below and I'm wondering if people have any further experience to share...

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