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  1. bjb

    Steel Framed Elevator Shaft

    Most of the buildings that I have designed had CMU elevator shafts. For the project that I am currently working on the architect wants to have the elevator shaft constructed of metal studs. My thought is to design a steel frame constructed from HSS sections that would be built in the plane of...
  2. bjb

    ASCE 7-05 Section 15.6.1

    I typically use Mononobe-Okabe for cantilevered walls. For walls that are supported laterally top and bottom, I use Wood's method as described in "The Seismic Design of Waterfront Retaining Structures." I have a PDF of this, but I don't know how to upload it.
  3. bjb

    ASCE 7-05 Section 15.6.1

    It seems to me that retaining walls need to be designed for seismic forces per Sections 15.1.1 and 15.6. The Q&A guide to the 2000 IBS does say that retaining walls are to be desinged for seismic loads. I think the intent of Section 15.6.1 was to require determination of seismic forces for...
  4. bjb

    ASCE 7-05 Section 15.6.1

    I have this also posted in the ASCE Code section, but haven't gotten any responses. Section 15.6.1 starts by saying that is applies to all earth retaining structures assigned to Seismic Design Category D, E, or F. It then goes on to say that lateral earth pressures due to earthquake ground...
  5. bjb

    ASCE 7-05 Section 15.6.1 Earth Retaining Structures

    This sections starts by saying that is applies to all earth retaining structures assigned to Seismic Design Category D, E, or F. It then goes on to say that lateral earth pressures due to earthquake ground motions shall be determined in accordance with Section 11.8.3 for Seismic Design...
  6. bjb

    Allowance for connections in cost estimate for Structural Steel

    I'm reviewing a cost estimate, where the estimator assumed that the cost of the connections would be 30% of the structural steel cost. There are no moment connections, everything is connected with simple shear connections. This is a two-story structure; total height is about 44' above ground...
  7. bjb

    ASCE 7-05 Figure 6-23 Trussed Towers

    It would be nice if ASCE added some clarification to this figure.
  8. bjb

    ASCE 7-05 Figure 6-23 Trussed Towers

    msquared: I think that explains why the Cf factor is significantly higher in Fig 6-23. I wish that ASCE 7 was more clear. I sometimes find it very hard to understand. It would be nice if it came with solved examples that illustrate its use. We have something like that from the ICC for the...
  9. bjb

    ASCE 7-05 Figure 6-23 Trussed Towers

    I was just looking at TIA/EIA 222 rev G and it seems to indicate that the area is just one face. The Cf factor that I calculate using Fig 6-23 seems to be a lot higher than I would expect, so I wonder if the intent of fig 6-23 is to apply wind to the leading face, with an increased Cf to...
  10. bjb

    ASCE 7-05 Figure 6-23 Trussed Towers

    I have a trussed tower that is square in cross section. The tower is a vertical tube that will support external stairs. The ratio of soild area to gross area is 0.2. For calculating wind loads I am using ASCE 7-05 Figure 6-23. My initial thought was that the wind load is applied to leading...
  11. bjb

    Foundation for Rolling Aircraft Hangar Doors

    I believe that there will be an asphalt tarmac, but inside will be concrete. It's the suction force that I am most concerned about. I am ok with assuming that the concrete sog resists wind pushing on the door. My door is actually only 30' tall now. If I assume a 12"x48"wide thickened slab to...
  12. bjb

    Foundation for Rolling Aircraft Hangar Doors

    For frost protection in my area bottom of foundation has to be a minimum of 48" below grade-therefore the perimeter foundations of my building has to be least 48" below grade. Assuming 20 psf wind load with a 40' tall door, my bottom reaction is 400 plf. Assuming a 4'-6" distance from fin foor...
  13. bjb

    Foundation for Rolling Aircraft Hangar Doors

    My concerns with relying on the slab are that it will be placed on a vapor retarder which will eliminate friction with the subbase, and load transfer across slab joints. We do not typically run rebar thorugh control jonts.
  14. bjb

    Foundation for Rolling Aircraft Hangar Doors

    I should have said sliding instead of rolling. The door is suported at the base where it slides on rails embeded in the concrete.
  15. bjb

    Foundation for Rolling Aircraft Hangar Doors

    In the preliminary stages for the design of a PEMB aircraft hangar. Hangar door will be of the rolling type supported by rails at the base. Door height is approximately 40 feet. Wind speed is 90 mph. How is the bottom horizontal reaction from the door typically handled? Is it usually...
  16. bjb

    uplift pressure on stilling basin floor from hydraulic jump

    I've read "Design of Small Dams", and don't see a method to calculate this force. I've read references to an uplift force that results from the formation of the hydraulic jump in a stilling basin, and it is not the uplift force from seepage or hydrostatic head. Unfortunately I can't find a way...
  17. bjb

    uplift pressure on stilling basin floor from hydraulic jump

    Can someone direct me to a reference as to how this is calculated? I haven't found anything from the COE or Bureau of Reclamation. Thanks.
  18. bjb

    Training Wall Design

    cvg, thanks for the reference, it has exactly the information I was looking for. When you mention the flood wall manual are you refering to EM 1110-2-2502 Retaining and Flood Walls?
  19. bjb

    Training Wall Design

    I have a question about the stability analysis of training walls for dams. Does anyone know what the Corps of Engineers requires for safety factors for training wall design? In Retaining and Flood Walls (EM 1110-2-2502), the Corps requires a maximum safety factor of 1.5. In Structural Design...
  20. bjb

    Training Wall Design

    In my initial post I am interested in the stability analysis. I should have mentioned that.

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