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  1. carnahanad

    Existing Masonry Parapet to new exterior wall

    I have a project that was supposedly designed for a future 2nd story addition. Masonry bearing walls are used to support a precast roof (currently) with the intent to add a topping to the precast to make a floor and then we are to add new masonry walls and a new steel joist/deck roof. The...
  2. carnahanad

    Compression on HSS Tube Wall

    Thanks for the input everyone. A few notes from the responses: 1. There is no back span. this outrigger creates a "bench" on an elevated floor. The main building structure is the floor, the tube sits on the main building structure and then the outrigger beams sits on the tube to get the...
  3. carnahanad

    Compression on HSS Tube Wall

    DaveAtkins, I'm planning to weld the Wide Flange beam to the tube across the flange and to the tube with a flare bevel weld. I was also going to add stiffeners than are in line with the tube wall. Good questions, I meant to add that info in the original post. I may also end up adding a weld...
  4. carnahanad

    Compression on HSS Tube Wall

    Hello, I have a condition where I have W8 outriggers bearing on top of a continuous HSS tube beam. The outriggers place a torque on the HSS tube. I want to make sure that I'm checking the wall of the HSS tube will be ok for the compression force created by the couple force. My thought is to...
  5. carnahanad

    Virtual Joists and Joist Girders

    Hello, I recently watched the webinars from SJI discussing the use of Virtual Joists and Virtual Joist Girders in RISAFloor. They discuss after using the Virtual Joist in the software, to use typical call outs on plan. What I don't seem to grasp is how to turn the VJ callout in RISA into a...
  6. carnahanad

    Where do you call out TOS elevation?

    Rabbit, We do call outs like you do at my firm. I'm surprised at the number of replies that say they've never seen it that way. Duplicating information is the best way to cause an issue. If you update only in one location, you now have an issue. The contractor will choose to follow the...
  7. carnahanad

    Stoop with no Foundation Wall

    I'm in the Midwest and we typically detail stoops with foundation walls that are extensions of the building foundation wall. I'm currently working on a project with 1000's of feet of storefront where a door could be inserted anywhere along the storefront. We are trying to figure out a way to...
  8. carnahanad

    Beam Web Opening Too Large

    The cost is something I'll let the Construction Manager figure out with the fabricator and mechanical contractor. I'll probably give them the choice between supplying a new beam with the correct beam web opening sizes or reinforcing with some kind of detail.
  9. carnahanad

    Beam Web Opening Too Large

    To clear up a few things. The beam size is the right size, but the hole is not. There are actually two holes. Both detailed to be centered vertically, 5" tall x 12" wide, spaced evenly along a beam that is 16'-4" long. The beam is non composite with no point loads, just floor loading. The...
  10. carnahanad

    Pipe to plate weld selection

    Sekwahrovert, Is there really a bending force in Option 1? The backer bar is there to only get the full pen weld started between the two base metals. If fabricated clean enough and shop welded, a backer bar may not even be required. I don't believe you can count on the backer bar creating a...
  11. carnahanad

    Beam Web Opening Too Large

    Some beam web openings were cut larger than what I had called out on plan for a project. The beams are W12x14; pretty small. The current size violates the detailing and geometric requirements of the design guide so I need to "fix" the beam. I’m looking for a little guidance on what to do: 1...
  12. carnahanad

    Shear Strength of Concrete Wall

    Thanks for the discussion on this. I'm going to talk with the original engineer about not using the (1/2) check.
  13. carnahanad

    Shear Strength of Concrete Wall

    Hello, I'm currently reviewing some calculations on a retaining wall. The engineer is checking Vu against (0.5 * Φ * Vc). They are basically using this to say that they don't need shear reinforcement. I always thought that this only applied to concrete beams. For walls and slabs, I just...
  14. carnahanad

    Diaphragm Deflection

    Hello, I am checking my flexible diaphragm strength and deflection. I used ASCE 12.10.1.1 to get the design forces. I am using dynamic analysis so my dynamic force Fi, for each level is limited to 0.85Velf. Do I use this same force for the deflection? Can I reduce the force down to Vdym...
  15. carnahanad

    Appropriate Seismic Cs Values

    Hello, I'd like to clarify a design issue we are having. We want to make sure we are applying the appropriate Cs value to our building mass. We've run through the numbers and the basics. We are using ASCE 7-05. Cs = 0.311 (12.8-2) Csmax = 0.947 using just Ta = .156 Due to some...
  16. carnahanad

    Concrete Beam End Moments

    Wow, we got a pretty good discussion on this thread. I have thought about replacing the LL on the floor with the actual. However, there is a pretty big boiler and cooling tower in the room as well. I back calculated from my concrete beam the max LL on the floor to get the positive moment...
  17. carnahanad

    Concrete Beam End Moments

    In RISA I did set up skip loading, I apologize for leaving that out.
  18. carnahanad

    Concrete Beam End Moments

    OK, So when I assumed anything less than fixed at the beam end the reinforcement at the middle of the beam is not acceptable for the listed Live load on the drawing. The building was built in 66 and I am using 40ksi steel which was backed up by the specs (can't believe they still had the spec...
  19. carnahanad

    Concrete Beam End Moments

    Hello, I'm evaluating an existing structure that has a 1-way slab supported by concrete beams and concrete walls. The existing documents indicate a Live Load for the room. I'm using the concrete beam reinforcement schedule to double check the beams for some new equipment in the room. I have...
  20. carnahanad

    Effective Length of Anchor in Concrete

    Thanks, It didn't make sense to have to use the shortened hef, it would be extremely difficult to get enough development to have any amount of extra strength.

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