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  1. CTSeng

    Specifications we should all use

    Except when you work for the contractor then we go to the short form spec: "On time, under budget, to spec … pick any two."
  2. CTSeng

    Nuts for Anchor Rod

    These guys have a lot of good info on their site. More than once have they helped me when a contractor tells me the material is not available for a bolt or nut. http://www.portlandbolt.com/technicalinformation/nutcompatibility_nutchart.html
  3. CTSeng

    Max. rebar spacing in masnory

    Unreinforced often works fine for interior partition walls. May depend on local trends since 72" is allowed but contractors may question if 48" on center is the norm.
  4. CTSeng

    Geodesic Dome Coordinates in RISA 3D

    When the geometry gets complicated I'll draw a stick model in 3D in AutoCAD then export to DXF then import the DXF into RISA. You'll want to experiment with the way it works since you can bring in member shapes to match layers too.
  5. CTSeng

    enclosed structure - wind load basic question

    I've heard it argued various ways but the primary cases of ASCE Figure 6-9 states 'projected area perpendicular to each principal axis.' Since sidewall and roof are not perpendicular to the principal axis considered they are not required.
  6. CTSeng

    Floor Plate Bending

    I fought the ASD fight for a long while but model codes don't give me much choice. I tell the younger engineers to use the load combinations and safety factors that make sense to you but in the end your serviceability checks better match mine. To me Chapter C of the 2005 spec is the biggest...
  7. CTSeng

    Out-of-plane anchorage for wood truss to CMU wall

    This is a regional preference in my experience. In Florida (high uplift) they set the trusses on the CMU exclusively and are relatively good at placing embedded straps in the right location. In Michigan the builders scream if you dont use a wood plate. However, moderate lateral or any uplift...
  8. CTSeng

    Beam/Column Moment Capacity Ratio

    I'll often go to pinned top of the column at the roof level by using minimal dowels centered in the column and some bearing pad material to form a cold joint. May require a little more reinforcement in the slab/beam structure but better than telling an architect that the top floor columns drive...
  9. CTSeng

    Vertical Stair Rise

    As CTW provided there is no limit for fixed industrial stairs for general industry in OSHA. However, some state OSHA regulations do include the 12' maximum rise. May depend on location. But I also agree that it does depend on the inspector signing off on cert. of occup. Not trying to change...
  10. CTSeng

    Metal Panel as form deck

    Working on a pedestrian bridge with a snow melt system in the concrete deck. We need insulation under the slab for heat loss so have detailed concrete on rigid insulation on form deck and are concerned about water getting into the deck flutes and causing problems. Has anyone heard of or used...
  11. CTSeng

    Steel deck roof diaphragm plus sheathing

    I've used the same approach as TTU outlined often with a layer of insulation between the plywood and steel deck. As far a non-combustible requirement I find it difficult to believe the roof system has to be completely non-comb. Are the shingles non combustible? FMGlobal requires a layer of...
  12. CTSeng

    Jambs/Lintels

    It seems like the walls just keep getting taller and the openings wider. Architects don't seem to understand that 8" masonry wasn't meant to span 14 to 16 feet tall in high wind regions. I very often end up putting concrete columns in the wall around these openings. Although I've had some...
  13. CTSeng

    Industrial Stairs CA

    Looking for the requirements that need to be followed for a fixed industrial stair accesssing a 'non-occupied space' in Ontario. I've been pushed toward using the Ontario Building Code section 3.4.6 which would seem to apply to an architectural stair not a maintenance access stair. I do a lot...
  14. CTSeng

    Innovating Scaffolding Method for Cone shaped API 650 vessel

    Coolest scaffold I've seen for inside a tank was a large mast thru the center supported top and bottom with skinny plank like platform that essentially cantilever each side and actually rotated about the mast. They had to work in unison loading each side uniformly to limit eccentricity but once...
  15. CTSeng

    Welded-Welded Shear Tab

    How far off are the holes? If close, ream and use larger bolts or use slip critical assembly. Otherwise remove shear tab and field weld on a new one.
  16. CTSeng

    Recommended Stress in Moment Connection

    I agree, beam end moments should never be that high when drift commonly controls. Also, providing good end reactions is the only economical option. I've seen too many projects recently where the EOR requirements are simply CJP flanges. Had one recently where they specified 'full beam moment'...
  17. CTSeng

    D1.1 Backer Bars

    Thanks, this generally agrees with my understanding of the continuous backer requirement. I just seemed similar to the weld exception opposite the web in the end plate design guide. I have heard that the 2010 AWS has some changes to the continuous backer requirement but not holding my breath...
  18. CTSeng

    D1.1 Backer Bars

    Have a building project with CJP field welded flange moment connections where the fabricator is using 2 backer bars one either side of the beam web at the top flange rather than an access hole to allow for a continuous backer bar. I know AWS D1.1 requires continuous backers but the web is...
  19. CTSeng

    IBC 2006 Equation 18-3

    dust off the old cubic root solution equations? yeah, I iterate too.
  20. CTSeng

    Design loads for counter tops

    I've never been able to find good design criteria for furnishings which is probably why they break on occasion. I usually lean on the ADA 250lbs design requirement for shower seats and benchs when asked and would probably use the same for a countertop.

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