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  1. JimParks

    No Grout Base Plates

    MTM, The method you are using sounds fine, right up till you don't fill the space between the base plate and foundation with grout after you've connected all the bolts and plumbed the posts. Is there a reason you don't want to grout the space? Jim
  2. JimParks

    Why provide negative reinforcement in footings?

    Whyun, What I meant was that by using top steel, you can secure the anchor bolts in place by tying them to both mats of steel. Whether the bolts are headed, J, or have an end plate retrained by a hex bolt, you still have to do something to keep them all in place and plumb during the concrete...
  3. JimParks

    Why provide negative reinforcement in footings?

    I think everyone has had good points so far. To add another from the practical standpoint, ya gotta tie the anchor bolts to something. It might as well be steel that you leave in place. Jim
  4. JimParks

    Plate between compression members

    Flame, Are the webs buckling? I'm having a hard time picturing the flanges of the smalle member puncturing the plate without a web failure. Have you thought about adding stiffeners at the webs to form a cruciform column-like detail? (Orig. I-section in dots) ..... ..... _:_...
  5. JimParks

    calculating the shear area of an rectangle

    RL, The question wasn't about the maximum shear stress now was it? The shear stress you refer to is correct, I have the Beyer book myself, though that isn't the only place to find out that max shear on a timber beam is 1.5 fv ave. (The Code springs to mind.) Daniel asked about calculating the...
  6. JimParks

    Plate between compression members

    Flame, This may be a conservative way of approaching this, but I don't think you'll get any axial deflection (in excess of axial strain) unless the web of one member actually fails in compression. If that were the case, the load would then be transfered (almost) entirely into the flanges of...
  7. JimParks

    inspection procedure for a Groove Joint

    Ultrasonic Testing is performed so as to check for flaws at a given depth. (Thats why we hope the inspectors know their geometry.) The back side of the welded member will show up as a flaw (like a void) if the proper depth and angle of the shoe are not considered (or the shoe is worn). So...
  8. JimParks

    steel to mortar friction coefficient

    Values you will find in a book will be general, but may be close. You will want to look for a value for your specific condition though. Will the mortar or concrete be wet (that is, uncured not surface wet) when the steel is placed against it? If so, the initial, one time only, static...
  9. JimParks

    Increase in allowable pressure for depth of footing

    Thanks Geoff, The circular failure is what settled the argum.... discussion here. Thanks again, Jim
  10. JimParks

    Increase in allowable pressure for depth of footing

    Hi folks, I have a question regarding the increase in allowable soil bearing pressure per foot of depth of a footing. The allowable soil bearing pressure (from the code or typical soil reports) begins at a minimum 12" below grade and can be increased, in combination with increase for...
  11. JimParks

    Slab wall connection (rebar join) options

    Rob, From my reading of your post the new floor is not necessarily being poured so as to rest on top of the wall as is the case where DLew has provided an option. So if this new floor has to be poured adjacent to an existing wall another option in addition to the embedded couplers is to use...
  12. JimParks

    Water Tower Analysis

    I think if you go through the excercise of determining the period of the water tower you won't find it anywhere near (let alone below).7 seconds. (I'm having a hard time picturing a 110 foot water tower swaying back and forth in less than a second, even if it has a stiff bracing system, but I...

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