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  1. dwaine

    SHEAR TRANSFER TO DIAPHAM

    SperlingPE, Project is actually a very expensive, complex home. The barn thing was an attempt to figuratively explain my concern. I grew up in Nebraska, born in Hastings. I saw a lot of liening barns back then. " improper lateral design" I have one concern which is the proper connection of an...
  2. dwaine

    SHEAR TRANSFER TO DIAPHAM

    cap4000 Thank you. I'm Norwegian so will have to let my mind work on this for a while. I'm confortable with pg 564 "the wall" the transfer to floor , overturning, soil interchange. I see these charts as giving strengths of horizontal & vertical beams. Somewhat frail beams that need some care...
  3. dwaine

    SHEAR TRANSFER TO DIAPHAM

    cap4000 my roof pitch is 3/12 & available shear wall is all on one side of peak. Conditions could be that with zero nailing of top of truss to diapham there would be zero resistance. So total resistance force is by nailing connection to sheating of diaphram. I see the IBC charts as unit load...
  4. dwaine

    SHEAR TRANSFER TO DIAPHAM

    Thank you SterlingPE, Nrguades & cap4000. I feel alot better about my project with your advise. But what about getting 12,000 #'s into diaphram? Remember "Middle wall in middle of building". I'm thinking fully sheathing dedicated gabel truss over wall with heavy nailing but what type of...
  5. dwaine

    SHEAR TRANSFER TO DIAPHAM

    the code is IBC 2000 , IRC 2000 , it's a residence, single story , wood trusses. The shear wall that I have is in the middle of the middle. I was thinking ladder bracing betwen two trusses & have trusses designer design to transfer load to diapham but I'm not confortable with that? Connections...
  6. dwaine

    SHEAR TRANSFER TO DIAPHAM

    I have a wood frame 24' by 44' building with an interior shear wall in the middle & parallel to the trusses. The load is 12,000 #'s. What's the best way to transfer into diapham?
  7. dwaine

    Shear wall diapham transfer?

    My understanding of code is that shear walls will take load depending on orientation on the beam "diaphram". A little wall in the middle would be required to take half of the load, while strong outside walls take 25%. So the solution is to leave the little wall out "or walls" to eliminate heavy...
  8. dwaine

    trusses & drag struts

    1. Is there other reasons to use a truss as a drag strut other that transfer shear from an interior parallel wall? 2. Is the best design to transfer shear to parallel trusses ladder bracing? Then have trusses designed to transfer to diaphram? 3. For interior shear walls perpendicular to trusses...
  9. dwaine

    Seismic loading IBC

    Using the Simplified method in the IBC 2000 code would the "Effective Seismic Weight" ( W ) be Actual dead load of roof + actual dead load of full wall supporting roof? Do you add live load? Factor load? 1.2 etc.?? Thanks
  10. dwaine

    lateral anaylsis of balconey with wood columns

    RockEngineer, Thanks I'm new and trying to figure out how best to comunicate/ ask questions / #1 knee braces creats moment that resists lateral ? So connection design could be nails straps? Plywood over joist system & down column allows calculations of nails in shear but still have aspect ratio...
  11. dwaine

    lateral anaylsis of balconey with wood columns

    Is there a method to achieve the needed lateral strength using a wood column or small frame column say 12" . I'm working with the UBC & IRC and the aspect ratios don't allow it?
  12. dwaine

    I need to do a seismic design for a

    IBC 2000 1622.4.2 calls for seismic design but gives no methodology. Heard Mononbe & Okabe have done work that has been confirmed? Stress diagram is triangular with base at top of wall. Maximum moment at bottom achievable using resultant forces but scratching my head on moment diagram for top of...
  13. dwaine

    I need to do a seismic design for a

    I need to do a seismic design for a swimming pool using IBC 2000??
  14. dwaine

    Raised bond beam / swimming pool design

    I see the bond beam of a pool to be a positive redundacy of design to assure bridging of weak areas and tie complete pool together? When pool design calls for various elevations what's the best approach to design?

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