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  1. DGpe

    Design literature on hip roofs

    Just want it to say that its been great getting everyone's input. However, there seems to be little engineering literature about this topic. All my college and later on books about wood don't address this issue. Thanks a million any way...I just need to be able to sleep at night and I guess...
  2. DGpe

    Design literature on hip roofs

    I'll try to address most issues: 1. Alterations were done in the last 3 weeks. 2. Concrete beam is an 8"x12" perimeter beam all around. Its called a tie beam around here because it caps the masonry walls below all around. Which explains why I'm not too concerned about the thrust as the 4#5...
  3. DGpe

    Design literature on hip roofs

    kslee1000: Situation most resembles your case 2 without cross ties or ceiling joists. I agree that current behavior is similar to that of a folded plate. Question is: what to do to make safe in the long run and somehow maintain the cathedral look?
  4. DGpe

    Design literature on hip roofs

    kslee1000: The framing shown would be okay it it was done with trusses. Not the case here...everything conventionally framed.
  5. DGpe

    Design literature on hip roofs

    COEngineer: See revised sketch. Only 1 partition and a flitch beam (3- 2"x12" w/steel plate) about 4-ft from the ridge. Other than that, nothing; place is gutted.http://files.engineering.com/getfile.aspx?folder=6138a733-0ed9-49d7-9509-56df0b32d97a&file=Hip_Roof_Layout_(Revised).pdf
  6. DGpe

    Design literature on hip roofs

    kslee1000: I think the matter is currently stable because its under gravity only and, as mentioned previously, the perimeter concrete beam is acting as a tension ring...but I still don't like it. And when I say the contractor cut off the ceiling joists that's exactly what happened. Now its a...
  7. DGpe

    Design literature on hip roofs

    Attached please find roof plan with sketch of joist ceilings cut...for your perusal...http://files.engineering.com/getfile.aspx?folder=d59a467b-5f31-4744-a306-f0c0cab423c2&file=Hip_Roof_Layout.pdf
  8. DGpe

    Design literature on hip roofs

    I'm fairly comfortable that the perimeter concrete beam can serve as a tension ring to handle the thrust. My concern is the hip beam. If you can picture it the difference in height between supports (low tie beam and ridge) is approximately 48"; the loading (DL+LL) is triangular (max at ridge and...
  9. DGpe

    Design literature on hip roofs

    I have a pretty good idea of how to design it (if from scratch). but on an existing roof, how can you handle the reaction from the hip rafter at the top of the ridge without ripping whats remaining of the roof to take care of this load? Other than that, it's a matter of detailing the proper...
  10. DGpe

    Design literature on hip roofs

    This project is an old residence (1956) with a hand framed hip roof. Problem is the new owner wanted a cathedral look and during remodeling the contractor saw no problem in removing all the ceiling joists (that basically act as tension ties)and gave the owner what he wanted. I had done the...
  11. DGpe

    Design literature on hip roofs

    Can someone point me to where I can find design techniques for wood framed hip roofs? I refer to hip roofs that have no ceiling joists or cross ties, providing a cathedral type of look. I'm sure the hips will produce a thrust at the lower support corners. But I'm unsure to what happens to the...
  12. DGpe

    Fees

    I do both residential and commercialwork. Typically residential work runs about $1.25/sq.ft. and about half for a repeat fee, althugh there are people out there that will charge about $0.75 per sq.ft. and a few hundred dollars for repeat fees...ludicrous. Commercial work is a whole different...
  13. DGpe

    Steel joists - tag

    Gentlemen: Thank you both...
  14. DGpe

    Steel joists - tag

    I'm looking at a warehouse probably 35-to-40 years old. It has steel bar joists for roof framing. The bar joists are tagged as 0250715 J1. Question is, what does it mean? Can it be traced back to a joist designation?
  15. DGpe

    Holes in concrete beams

    I've found a very good article in the ACI Structural Journal, Volumn 93 No. 4 July-August 1996 titled "Design Procedure for Reinforced Concrete Beams with Large Web Openings authored by K.H. Tan and M.A. Mansur. From the same authors there is another article on ACI Journal Vol 96, No. 6...
  16. DGpe

    Holes in concrete beams

    Jike: How would half loading develop? Theoretically I'm at a point of zero shear. My ultimate moment is small (Mu= 60 ft-kips. I understand that if the hole was wider perhaps I'd developed Vierendeel-like behavior as dbuzz points out. But as is, it seems to me that the only forces would be the...
  17. DGpe

    Holes in concrete beams

    I need to place an 18"Wx10"D hole in a 12"Wx24"D concrete beam. Of course, I am placing it where I have the least shear (about midspan of beam) and based on the tension reinforcing in the beam (3#7 bottom) I calculated "a" from a = AsFy/0.85(f'c)(b) My question is: As long as my calculated...
  18. DGpe

    Software

    Your best bet is to use a program like ETABS and do a frame-shearwall interaction. By modeling the slabs and columns with the appropriate crack modifiers (0.25 for slabs, 0.30 for beams and 0.7 for columns)you will see that you are forcing the frame to resist about 25 percent of your lateral...
  19. DGpe

    "Hurricane Hardened"

    If you take a look at our code, most chapters include specific sections for "High Wind Velocity Zones". These are specific requirements for Miami-Dade, Browrd and Monroe counties. Maybe materials used in these areas are what they refered to as "hurricane hardened".
  20. DGpe

    calcs

    As a structural engineer and structural plans examiner for local municipalities, what we look for is that you have properly applied engineering principles in designing your structure. In general I check your loads, your lateral load analysis (hurricanes in my area of jurisdiction), load path...

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