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!

Recent content by bdlc2k

  1. bdlc2k

    Parapet C&C - Internal Pressure

    Hey everyone For building h<160ft, does anyone have a good example of what constitutes a porous vs non-porous parapet for C&C loading? What type of parapet would you apply +/-GCpi = 0.18 or 0.55? I can see how a CMU wall or tilt wall may have GCpi=0. What about metal stud parapet? Most examples...
  2. bdlc2k

    Concrete moment frame design - strength vs servicability

    A question about concrete sway frame: (correct me where I’m wrong) When designing the columns, ACI allows us to use 3 methods – (a) Nonlinear 2nd order analysis; (b) Elastic 2nd order analysis or (c) Moment magnification. In strength design of the columns and beams for wind controlled building...
  3. bdlc2k

    Flare Bevel Weld &quot;Effective Area&quot;

    Hi Everyone We are field welding a HSS2x2x1/4 to a HSS8x8x1/4, flat part of HSS8x8 only. The AISC manual shows the "Effective Throat" for flare groove in Table J2.2. If we use 5/8R where R=2t, this becomes 5/8*2*(1/4)=5/16". This is the "effective throat". However, the weld strength based on...
  4. bdlc2k

    Requirements of Drop panel in flat slab

    ACI states that a drop panel dimension should be L/6 in both directions. Is this required if the drop panel is being considered for punching only, not for flexural design (say when a two way slab has shearwalls)? Has anyone ever taken this approach?
  5. bdlc2k

    ETABS Deck not attaching to beam

    Hi Everyone I am having a problem with a roof deck not attaching to some edge beams. I have tried to delete and reestablish the deck and beams a few different ways. It appears as if the beams are 'grayed' out at the location where the deck cannot 'attach' - the deck load is not being distributed...
  6. bdlc2k

    CRSI Pile Cap

    Looking at the 9-Pile example in CRSI (2002), the author specs a Pu=1233 kip and suggests using a 50 ton/pile cap. The table shows a capacity of Pu=1376 kip, but 50 tons x 9 piles = 450 tons= 900 kip which is (obviously) less than 1233 kip. I thought the pile capacity had to match or exceed the...
  7. bdlc2k

    Ram Concept -PT/Podium Design

    Hey, everyone We use Ram Concept for PT design. In a PT/Podium project, we typically balance 100-125% of the dead load because of the upper floors weighing down on the slab. When looking at the output, the slab deflections, moments..etc.. look ok. However, when we look at the Design...
  8. bdlc2k

    Rebar dowel shear bar

    For rebar (say #4 or #5 bar) being used as a shear dowel for concrete floor deck, are the equations for shear capacity the same as anchor bolts? This is being used to transfer diaphragm forces to cmu shear wall. I attached a pic I found online. Thanks
  9. bdlc2k

    Ram Elements V13 to Ram Concept

    Hey, fellow engineers I am setting up a Ram Elements project with concrete columns and walls supporting a concrete PT slab. I have set up the columns and walls (materials, thickness etc..in Elements) I need to know how to set up the PT slab in Elements in order to transfer it and design it in...
  10. bdlc2k

    1897 Chicago Building Floor Loads

    Thanks, JAE I do have the first pdf that you posted. I read an article somewhere which discusses the design loads for buildings during this time. You wouldn't happen to know how to find those or determine them would you?
  11. bdlc2k

    1897 Chicago Building Floor Loads

    Hey everyone We are working on an improvement project in an old Chicago building. The structure dates back to 1897. The 1st floor is old clay tile and steel floor system over a basement. I am trying to find out what the design loads may have been and how to determine the capacity of this type of...
  12. bdlc2k

    Offset wood shear Walls

    Hey, Guys One question about the shear transfer. Say the diaphragm shear from half of the 1st and half of the 2nd floor is 200plf to the wall on the left (1st graphic). How would you "add" the 250plf from the 2nd floor shear wall to the 200plf on the first floor? Would you divide 250plf by 2 and...
  13. bdlc2k

    Offset wood shear Walls

    Thanks for your input guys. EngineeringAdam, we are going to use the area on the left for attic storage, so I will be sheathing the deck. Thanks again.
  14. bdlc2k

    Offset wood shear Walls

    Hi, Mike I have read your replies before in other forums, and I appreciate your input and experience. 1-If I'm correct, in a flat scenario, the truss would act as a drag strut? Also, can you look at the section attached? This is what the house looks like (kinda). Since the floor trusses will...
  15. bdlc2k

    Offset wood shear Walls

    Hi, everyone Attached is a floor plan of a 2story wood frame home. I need to transfer the 2nd floor shear wall (dashed line) to the 1st floor wall to the left and below (garage opening line). I plan on using the floor trusses to act as 'drag struts' where shown. What I assume I can do is use...
See more

Part and Inventory Search

Back
Top