Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations TugboatEng on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  • Users: vandede427
  • Content: Threads
  • Order by date
  1. vandede427

    metal deck diaphragm attachment

    For 1.5B roof deck on bar joists which do you think is the more economical way to increase shear strength, increase number of welds on supports or increase number of side lap fasteners?
  2. vandede427

    Stadium Seating Sway Loading

    Does anybody apply transverse and longitudinal sway loads simultaneously? Analogous to a quartering wind; 75% from each orthagonal direction?
  3. vandede427

    ASCE 7-10

    Got the new 2010 in the mail today. That sucker doubled in size from the '05 version. What's happening here people? There's a 1961 version of ACI 318 on my company bookshelf that's only 30 pages.
  4. vandede427

    seismic design of pipe supports

    what code or standard governs the seismic design of pipe supports?
  5. vandede427

    CTRL + X,C,V

    when i went to AutoCAD 2010, i lost the ability to select and object and control cut/copy/paste with the keyboard. i've tried everything and can't get it back.
  6. vandede427

    donnage in NYC

    The show Dirty Jobs had him up on the roof replacing a tank. It was pretty cool. I know there are some NYC guys on this forum. Maybe they knew the crew that did the work.
  7. vandede427

    2009 IBC Wind

    Is anybody using the new Alternate All Heights method develped by SEA-Wash? Attended a seminar on it yesterday and wanted some feedback from people actually using it.
  8. vandede427

    T&G Decking

    Can't find any diaphragm shear values.
  9. vandede427

    Expansion Joint in Bridge Crane Runway

    I'm designing some new framing to go in an existing building to support a bridge crane. The building is 500'x400' broken into 4 quarters by expansion joints; typical warehouse/manufacturing (tilt-up walls, bar joist, joist girder). The new crane runway will cross an expansion joint. I've...
  10. vandede427

    Block Cracked - Brick Not

    Existing one-story building, built in mid-90's, unreinforced 8" CMU stack bond, 4" brick veneer running bond, horiz reinf @ 16" (I believe serving as brick ties too), shallow foundation about 3' below grade, expansive plastic clay soils. CMU mortar strength called out in existing drawings is 750...
  11. vandede427

    Crane Load Combos

    Ok, Ok, I know cranes have been a hot topic lately, but I think I've got something new to ask. AISC design guide 7 Part 2 (the section about cranes) page 51 gives combos for 3 load cases in Section 13.7. I've got questions about these. Case 1 says dead should not be included yet it gives D in...
  12. vandede427

    Concrete Beam Stirrup Question

    Attached is a sketch of a beam. It's 28" wide by 36" deep. There's a 12" x 12" clipped out of one corner providing a bearing surface for a hollowcore slab. My question is this. The max stirrup spacing is 16" based on d/2. Do I have to place a pair of each stirrup @ 16", or can I stagger them...
  13. vandede427

    Plate Girder

    No question here. Just wanted to pass along a photo that I took on the highway. I think I counted 120+ bolt holes on the near end.
  14. vandede427

    Void Forms for Expansive Clay

    I'm designing a building that is on a site with expansive clay soil. Deep foundations (drilled shafts) and grade beams will support a structural slab at the ground level. I've looked at several different products for this application; the more typical "cardboard" type and the "rainy day" metal...
  15. vandede427

    ICC Existing Bldg Code

    My question is in regards to what information (specifically all the seismic design data listed in IBC 1603.1.5, or the wind info too) do you put in your general notes when doing modifications/alterations to an existing building. There's the urban revitilization trend where owners buy an old...
  16. vandede427

    Hydrodynamic Force on Inundated Bridge

    I don't usually design bridges so I'm asking for as much imput as possible on this one. I've been asked to design the abutments for a 90' span to go on private land over a creek. The owner wants to use a flat rail way car as the superstructure. The traffic on the bridge will be very light...
  17. vandede427

    Pouring Pile Caps proximity to Piles Being Driven

    I need to provide the GC with a recommendation on the minimum distance between a pile cap being formed/poured/cured and the pile driving rig actively driving piles. I've been provided with vibration monitoring results based on 25' intervals away from the rig. The PPV (peak particle velociy) is...
  18. vandede427

    Pouring Pile Caps near Piles Being Driven

    I need to provide the GC with a recommendation on the minimum distance between a pile cap being formed/poured/cured and the pile driving rig actively driving piles. I've been provided with vibration monitoring results based on 25' intervals away from the rig. The PPV (peak particle velociy) is...
  19. vandede427

    Plate Girder Shear - Tension Field Action

    AISC 13th Edition, Section G.3.1 gives limits on the when you can use tension field action for shear. The first one says not allowed in "end panels in all members with transverse stiffeners." I can't find a definition for "end panels." My common sense tells me that it's the first panel of web...
  20. vandede427

    RTU support on wood truss top chord

    Does anybody have a suggested detail of how to support a roof top mech unit on a relatively flat wood truss top chord? Wood trusses @ 24" o.c. with flat bot chord, top chord slope 1/4":12".

Part and Inventory Search

Back
Top