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  1. chriskrol

    ASCE 7-02 sections 9.5.2.6.3.1 and 9.5.2.7.1

    Please read belowe: Facts about the building SDC - “C” Seismic Force Resisting System – Structural Steel System Not Specifically Detailed For Seismic Resistance => R=3, ??=3 Analysis used for building design - Equivalent Lateral Force Procedure IBC 2003 Sec. 1617.4 => ASCE 7-02 Sec. 9.5.5...
  2. chriskrol

    Shear Lag

    I am trying to calculate concrete breakout strength for a pier that is subjected to shear coming from a shear lag welded to the bottom of the base plate. ACI does not seem to address it and I couldn't find it at the PCI Handbook either. Can somebody tell me if there is a good reference to...
  3. chriskrol

    Special Load Combinations

    I am in seismic design category C and I am checking collectors for special load combinations per IBC 2003 sec 1605.4. Per code you are allowed to increase your allowable stresses by 1.7 when using special load combinations. My question is if this stress increase can also apply to connection...
  4. chriskrol

    Slip Critical Connection

    Thank you all,
  5. chriskrol

    Slip Critical Connection

    If I understand correctly my slip capacity of the bolt is not effected by external tensile force? Is that right?
  6. chriskrol

    Slip Critical Connection

    Nutte, Can you tell me where I can find this equation? Thanks
  7. chriskrol

    Slip Critical Connection

    The bolts under both tension and shear. I gave a hanger example to make it clear. What I am trying to calculate is the slip capacity of a bolt with subjected to tension.
  8. chriskrol

    Slip Critical Connection

    Can you specify SC connection if the bolts are subjected to tension? For example hanger connection? Thanks
  9. chriskrol

    2003 IBC 1620.1.6

    Thanks JAE, I appreciate your answers.
  10. chriskrol

    2003 IBC 1620.1.6

    JAE, Thanks for response, Going back to thread # 726 126245 "pcoiron" who asked the question was using ASCE 7-02 which is referenced by IBC 2003 that's whu I thought you were referencing to 2003IBC. I have similar situation as he described and I am using 2003IBC. I am in a SDC "C" I have used...
  11. chriskrol

    2003 IBC 1620.1.6

    In thread# 726-126245 JAE and others referenced to 2003 IBC section 1620.1.6 to explain which elements of the structure should be design for the special load combinations from section 1605.4. It is funny but I don't have this section 1620.1.6 in my IBC 2003 or any errata’s and supplements that I...
  12. chriskrol

    Seismic Design Question

    Bagman2524, On one side of the building there is a ramp that actually goes down 4 ft below basement floor.
  13. chriskrol

    Unbraced Bottom Flange Length

    Dear All, Is there min beam to beam girder depth ratio that allows you to assume that beam girders bottom flange is braced in case of negative bending? I have a case that my beam girders are 33in deep and the beams are only 16in. Thanks
  14. chriskrol

    Seismic Design Question

    Hi and thank you all for your tips, I am working on two storey industrial (steel framing, concrete floors)) building 50 ft high, 100ftx300ft with partial basement (75 percent of the building). 1st floor is 4 ft above grade but on one side the grade goes down almost 8 ft bellow finish floor. I...
  15. chriskrol

    Dry Wall Pullout Capacity

    Hey guys, I am trying to figure out what is the pullout capacity of a 1/2" dry wall attached to the stud with #8 screw. Is there any literature available? Thanks
  16. chriskrol

    Wind Load Analysis

    I am doing wind analysis on a building that is 600 ft long 180 ft wide and 50 ft high with 100 ft high tower at the end of it. There is an expansion joint right where the tower starts to separate the lower part of the building from the tower. I was wondering if it is OK to analyze the 50ft high...
  17. chriskrol

    Pipe Racks Lateral Deflection Limit

    I am designing pipe racks and I was wondering what would be a lateral deflection limit for a moment frame supporting pipes. They are 40- 50 feet high. Thanks kris
  18. chriskrol

    Interior Pressure and Expansion Joint

    Zo40 I took it as a summ of internal+external pressures so as they act in the same direction.
  19. chriskrol

    Interior Pressure and Expansion Joint

    Thanks JAE. It is correct what you saying
  20. chriskrol

    Interior Pressure and Expansion Joint

    Thanks Willis, and that's what I did for cladding but I meant the total horizontal wind pressures for MWFRS. Thanks

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