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 cowski on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Recent content by palk7 EIT

  1. palk7 EIT

    Gusset Base Plate design at brace location

    Thank you HD structural once I imported LRFD load combinations it did the anchor bolt checks in the concrete, previously I had ASD combos
  2. palk7 EIT

    Gusset Base Plate design at brace location

    Driftlimiter, that was my concern, and it raised the alarm that those shear forces are not being transferred to the anchor for checking in concrete. It turns out I need LRFD combinations and design for the LRFD base plate and anchor elements for the program to check those design checks. I had...
  3. palk7 EIT

    Gusset Base Plate design at brace location

    I apologize, it does include the lateral loads (Vu3) in the huge order in the connection design. However in the design verification at concrete base it only checks the (axial bearing), what about the shear breakout in concrete 51 kips in LC41. I could be wrong this is my 1st time with braced...
  4. palk7 EIT

    Gusset Base Plate design at brace location

    Hi, I use STAAD pro and RAM connections interchangeably. When I design the base plate with a gusset connection in RAM at the bracing locations. RAM imports the loads from the column axial, V2, & V3 shear forces, and the bracing axial force. The connection is fine, however, when I go and see...
  5. palk7 EIT

    Composite Metal Deck (Fastening)

    Thank you JAE, for the connection between the metal deck to the supporting beam is it ok to consider the Headed studs welded as the attachment and get rid of the powder actuated fasteners ? This makes the beam and deck to act compositely as well
  6. palk7 EIT

    Composite Metal Deck (Fastening)

    Hi, To consider as a composite deck slab (1.5"x18GA. metal deck with Normal weight concrete topping, total slab depth = 4.5") and use the composite deck slab load table to determine the allowable superimposed loads. The connection of the metal deck to the supporting beam underneath, should...
  7. palk7 EIT

    Diaphragm Tie Plate

    SWComposites: it becomes an additional site work and if it can be avoidable trying to ensure it is ok to avoid
  8. palk7 EIT

    Diaphragm Tie Plate

    Yes its a wide flange column, the detail shows HSS (from other project)
  9. palk7 EIT

    Diaphragm Tie Plate

    Thats where I was going to, when the beam-column connection is designed for shear as well as axial loads, it should be fine. However, I was playing with Ram connections and in the program for this particular case, where there are beam on both sides of the column the program doesn't consider...
  10. palk7 EIT

    Diaphragm Tie Plate

    But then, the beams are connected to the column, and then they maintain the continuity for the collector/ chord system right? via shear tabs or however, the beam column connection is
  11. palk7 EIT

    Diaphragm Tie Plate

    Hi, In the roof diaphragm, as shown in the below detail, what is the need for this tie 3/8" plate? if there is a beam on both sides of the grid along this diaphragm line (J) and this line has a vertical brace frame positioned, could this 3/8" tie plate detail eliminated?
  12. palk7 EIT

    OWSJ Roof deflection

    Thank you KootK, attached a plan view, could you provide a prudent option for this situation
  13. palk7 EIT

    OWSJ Roof deflection

    Attached roof plan and floor level plan
  14. palk7 EIT

    OWSJ Roof deflection

    With vibration, checked for the floor framing system (metal deck with concrete), and the floor beam configuration was ok, but didn't link that to the OWSJ connection with hangers. One end of walkway is connected to regular beam/ column and other end to the hangers and to roof joist
  15. palk7 EIT

    OWSJ Roof deflection

    Hi, There is an 80-foot span open web steel joist, and apart from the roof loading, it also picks up the floor walking track hung through the hangers. In this case how to go about the deflection limit, the Live load limit L/360 allows 2.67" and total L/240 allows 4". These look large value...
See more

Part and Inventory Search

Back
Top