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  • Users: hagi10
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  1. hagi10

    KAUFMAN, TX

    Thanks much TXStructural! I have 4 more questions... - What "Wind Exposure Category" should be used at Kaufman, 75142 TX? - There are roll-up doors on two opposite sides of the warehouse in which the total area of openings may be large enough to qualify for "Partially Enclosed" if roll-up...
  2. hagi10

    KAUFMAN, TX

    Dear All, I got few questions regarding Kaufman County if any one of you ever had experience? - Do they still use IBC 2003 (ASCE 7-02) in Kaufman 75142, TX? - What are the Wind and Seismic load calculation parameters (eg; Exposure Category etc.)? - How bad the soil and what kind of...
  3. hagi10

    Crane Runway Beam Minor Unbraced Length

    Dear all, Could you please, suggest softwares for "CRANE RUNWAY BEAM DESIGN" with advantageous and disadvantageous? One of my concern is I need a software only for runway beam design, and I don't want to pay for a full steel design software which I already have. Thanks much.
  4. hagi10

    IBC2000 (RESPONSE SPECTRUM / SEISMIC LOAD)

    Let me note what I have first; - 3D model - moment frames in both directions - steel building - seismic design category C - IBC 2000 What I did; - I did response spectrum analysis w/ the response spectrum given in soil report. *I have only one response spectrum for both directions. - I applied...
  5. hagi10

    ACI Code : Analysis

    WillisV, Thanks again for your great help. Can you give the sections in IBC, ACI, or ASCE to support the statement you have given (see below)? I think to be consistent, EQ drift has to be checked with ultimate cracked moment of inertias (0.35Ig and 0.7Ig) as you say. However, someone may...
  6. hagi10

    ACI Code : Analysis

    Thanks WillisV for information and your valuable time. That helps a lot. O.
  7. hagi10

    ACI Code : Analysis

    Could you please comment and explain the theory behind the crack moment of inertias and x1.43 factor for service loads? What I understand from the earlier posts (JAE - 6 Aug 06); We have 2 options for strength design; 1- first order analysis w/cracked moment of inertias and magnification...
  8. hagi10

    ACI Code : Analysis

    It is not clear to me when to use 1/0.70=1.43 times the moment of inertias given in 10.11.1 commentary. Is there anyway to get clarification from ACI committee? I have a 3D model in Etabs and I need to define the cracked moment of inertias? What do you think the correctness of the following...
  9. hagi10

    ACI Code : Analysis

    Could you please clarify the followings? - What stiffnesses for beams, columns, walls, and slab should used to check the building drift and design? - ACI318 10.11.1: Is it for strength design? - Can you use full stiffness of beams, columns, walls, and slab for drift check? thanks much, O.

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