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  1. vaquers

    Seismic Design of Steel Structures Book?

    I'm looking for a good book about seismic design of steel structures. Any idea? Thanks, Sebastian
  2. vaquers

    Vibration Assessment of a Structure

    The soil properties will influence the wave propagation. On the other hand the peak particle velocity helps you to evaluate possible non-building damage. I'm agree with Ron, but before setting up a survey I would estimate the peak particle velocity with the elastic media theory (see Lamb and/or...
  3. vaquers

    Top Cracks Parallel to Metal Deck Slab

    I tend to think that if you don't have fixed points the contraction shouldn't be a problem. I would say that because of the lack of top steel upon the wall (perpendicular to the CMU), the slab is working as a simply supported slab. This situation increased the moment at the midspan (it's higher...
  4. vaquers

    Use of Deflection Amplification Factor Cd on vertical seismic

    Dear JAE, assuming that the vertical PGA is 2/3 (experimental) of the horizontal PGA and using the SRSS (squareroot of the sum of the squares) we have SQRT(1^2+(2/3)^2)=1.20. Regards, Sebastian
  5. vaquers

    Minimum Base Shear

    Dear amt55, if you are working with periods that are before the plateau it isn't reasonable to decrease the period. Regards, Sebastian
  6. vaquers

    Use of Deflection Amplification Factor Cd on vertical seismic

    I think that it isn't appropiate to include the Cd factor for vertical deflections. The Cd factor takes into account the fact that we are reducing the seismic force assuming damage, which means that the structure doesn't remain elastic and the deflections are bigger. We don't reduce the...
  7. vaquers

    Safe Shutdown Earthquake

    Dear rgerk, I think that they are asking you to design your structure for a 3.5 g's horizontal aceleration regardless of the structure period (and 1.2 g's vertical). The horizontal force (Fi) you should apply for each floor diaphragm is: Fi = acel x tributary weight. In a way it's a...
  8. vaquers

    P-delta + Modal Spectral Analysis

    I´m agree, actually I've computed the value story by story, and then I used the max. value exactly as you said. It's nice to find similar opinions. Thanks! Regards, Sebastian
  9. vaquers

    story shear, SAP2000

    Dear Fariborzgh, the best option is to make a section cut. First of all, you should go to: Display/Show Forces and Stresses and select the EQ load case. Then you should got to: Draw/Draw Section Cut With this option you can make a cut anywhere and find the resultant forces...
  10. vaquers

    P-delta + Modal Spectral Analysis

    Is there any way to take into account the p-delta effect when you are working with load combinations which have a Response Spectrum load case? I mean in the comercial softwares. I know that it makes no sense to combine p-delta with a response spectrum result because it loose the sign. But how...
  11. vaquers

    P-delta + Modal Spetral Analysis

    Dear masomenos, in my opinion it doesn't say that this amplification is only valid for static results. According with ASCE 7.05 Section 12.8.7: "Where the stability coefficient (teta) is greater than 0.10 but less than or equal to the incremental factor related to P-delta...
  12. vaquers

    P-delta + Modal Spetral Analysis

    Is there an option in SAP2000 to take into account the p-delta effect when you are working with load combinations which have a Response Spectrum load case? I know that it makes no sense to combine p-delta with a response spectrum result because it loose the sign. But how can I have this...
  13. vaquers

    sap 2000 suited for crane calculation

    Dear SacovanLoon, SAP2000 is suitable for any type of steel structure, the design tool is really useful. The loads you are planning to use are mainly static (with a impact factor I guess)?
  14. vaquers

    Incline Point Load at the Joint?

    Dear Ehsan, you must divide it into his components. And yes, the load at 0 distances is considered to be applied at the joint. You can make a simply supported beam in order to prove it. Regards, Sebastian
  15. vaquers

    Weak last floor (seismic)

    Dear hokie66, I'm totally agree with you, I'm aware of the problem of having a soft level down low. It's my opinion that only the drifts are going to be magnified because of having the weak floor on the top. If they are below the allowable drifts, I don't see why these configuration...
  16. vaquers

    Weak last floor (seismic)

    At the time I´m designing a 7-story control tower building. The principal characteristics are: 1) Lateral force-resisting system: special concrete shear walls. 2) Rigid diaphragm condition: at each floor, because I have concrete slabs without mayor discontinuties. 3) Vertical force-resisting...
  17. vaquers

    Adjacent cranes

    I would design the truss for the maximum loads, and establish a minimum separation between the cranes. Actually I did that for verification of an existing concrete crane beam. Regards, Sebastian
  18. vaquers

    DEEP BEAMS

    Dear Sayattia, I had the same problem once, until I found this tutorial: For the "Draw > Draw Section Cut" menu command, the forces are reported in the section cut coordinate system, which is defined by three axes (1,2,Z) as follows: * section cut 1 axis is located in a plane...
  19. vaquers

    Does anyone know what these portal frames are called in the US?

    Dear RobFerrano, this type of foundation were very common for precast concrete columns in Germany (see Prof. Leonhardt books). Taking this into account, I supposed that this frames were built with precast concrete beams and columns. This could explain the "zweihüftig" frame. The...
  20. vaquers

    Hillerborg Strip Method

    Dear cap400, Meaby I missunderstood, but Sasas2 wrote: "basement wall fixed at the ends and base and free at the top". I thought he meant 3 sides fixed and the other free.

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