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  1. CSEllc

    Hot-Tub on an Exterior Deck

    Regarding deck collapses....There have been several more than the one in Chicago. The problem, generally, has not been the member sizes (floor joists etc) but rather the connections between the legder and the main house and lateral stabilirty of the columns. Generally, contractors will only...
  2. CSEllc

    Opinions on this column base

    I have never seen it....hope I never will.
  3. CSEllc

    Hot-Tub on an Exterior Deck

    I have done them both ways....supported by the framing and on a slab. It really was a function of the size (and therefore the loading) on the tub. If you do support it on the deck...using galvanized joist hangers (or stainless steel) is critical since the tub will have some chlorine in the...
  4. CSEllc

    Footing poured in two steps

    I'm glad to see the contactor decided to start cutting out the concrete before you told him to.....or at least I would have told to remove it and start over. You might be able to justify not removing the footing by adding pins and dowels but I would not feel comfortable with this solution. In...
  5. CSEllc

    put side work on resume?

    Answer to question #1.....I would pass on the person, unless the side job is not related to his/her full-time position. For example.....a structural engineer during the day......a bartender at and on weekend...or better yet and office manager during the day....stripper at night (now her I would...
  6. CSEllc

    Can a canadian electrician work in Europe?

    I have to agree with justkeepgiviner, the best approach would be to contact the Swiss consulate in Canada....They would have all the answers.
  7. CSEllc

    IFC & IBC on this forum?

    First there were 3....Southern Building Code, UBC, and BOCA......then there was one....International Code Council (ICC) which is a "merger" of the three major model codes.. Now there are two....the ICC and the NFPA......the NFPA "pulled" their support of the ICC codes due to some internal...
  8. CSEllc

    h/r ratios for masonry shear walls w/ openings

    For the Fa and Fb of the wall..You should use the height of the wall..not the pier. To determine the stability of the pier....use the height of the pier. Refer to Design of Masonry Structures 2nd ed, Chapter 12 by Schneider and Dickey or the Masonry Designers Guide .
  9. CSEllc

    bolting thru concrete

    bjb, I have done it in a simialr manner several times. I have thought of and tried to "refine" the methodolgy several times. Unfortunately, each time i think I have an alternate way something comes along to bring me back to the way you described. weron4u, I haver added the plate in a few...
  10. CSEllc

    How to analize large web opening and missing flange?

    Think about this....Do you remwenber the commercial for crazy glue where a man stands beneath a heavy object (I think it was an elephant) "glued" to a hanger with crazy glue? Now apply this to your problem, You have a 100K truck hanging over your head that has a oval hole thru the web and...
  11. CSEllc

    **Spiral Staircase Column: 20-axis bending+compression?

    You really nee to input this condition into a good 3D program, STAAD...RAM ADVANSE.....Risa 3D.....SAP, etc. regading being conservative with your design.....belts and suspenders.
  12. CSEllc

    Grouting CMU foundation walls below grade

    It is not uncommonm for CMU foundation walls not to be filled soild be grade, ie hollow. Personally, I would rather use a cast in place foundation wall rather than CMU - hollow or partially grouted.
  13. CSEllc

    bolting thru concrete

    If you are trying to transfer the end reaction of the two C15's to the foundation wall, you should be a ble to rely on the shaer values for the epoxy anchors, provided you extend byonmd the opening(?) enough not to affect the opening. You could also install short C below the C15 as a...
  14. CSEllc

    Depth of Pile Caps

    What is typically done in my area (CT) is to place the bottom of GRADE BEAM below the frost line and the pile cap would be below that.
  15. CSEllc

    Existing 2x Sill Plate

    It has been my experience that you don't want to "show-up" the builing officials. Especially if you plan to work in the area again. You don't want to "bruise" his ego. If I am not mistaken, the code allow for alternate review. It does nbot say the building officials must accept it.
  16. CSEllc

    Appendix D ACI 318-02

    I haven't looked at the values, but, I don't think it has to do with "the conservative nature of ASD", i think it has to do with the fact the values in the 9th editiona re based on research that was done nearly 20 years ago....remember the 9th ed first came out in 1989. The ACI 318-02 values...
  17. CSEllc

    If R =3 in Steel Frames

    You also have larger seismic forces since "R" is in the demoninator in the seismic load equations. I would rather design for "lower" seismic forces and detail it properly.
  18. CSEllc

    Columns in a parking garage

    As far as I know, It is not a "Code" requirement...but it would be the prudent thing to do.
  19. CSEllc

    Releasing Structural Calculations

    You can count me in on the majority.....DO NOT give out your calculations. I have herad of some firms that once a project is completed(not exactly the same condition as this one but...), they actually destroy the calculations. In my opinion calculations are work product....Your firm was paid...
  20. CSEllc

    truss/frame FEA freeware or shareware wtd. in 2004

    I ike Risa-2D for simple "wind" frames. (www.risatech.com) RAM International Advanse is good also. (www.ramint.com)

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