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  1. jonathanwilkins

    Adjusted Shear Value - NDS

    Here's what I'm faced with...a contractor is redoing a deck. The deck girders were notched around the piers 2-1/2". Not sure why. Local inspector (correctly) noted that this is too much of a notch and that's where I come in. Running the NDS equation, applied shear is not close to exceeding...
  2. jonathanwilkins

    Adjusted Shear Value - NDS

    I have to calculate a beam that has been notched on the tension face more than the building code allows. I'm reading the NDS and I think I'm on the right track but would like a little help. Section 3.4.3 talks about shear design and goes into evaluating notches. They use a term..."adjusted...
  3. jonathanwilkins

    Monolithic footing question

    UPDATE... Don't think I'm going to do the job. Oh well. I did learn a lot, though. Our code specifies a minimum of 16" wide footer. There's a footnote, though, which allows this to be reduced to 12" if poured monolithically. (all of this doesn't apply to us as we're in a high wind zone) I...
  4. jonathanwilkins

    Monolithic footing question

    Not sure why the design is pathetic? Making the footer the size it needs to be...not too small but not oversized so we can save some money. Same as optimizing a steel beam connection or similar. Just looking for some advise.
  5. jonathanwilkins

    PEMB foundation uplift

    I read a publication by metal building manufacturer's association recommending footing design be done using 70% of the wind loads. They did, however, recommend designing anchor bolts w/ full design load. This struck me as very practical, however, in violation of the code. I've used it in...
  6. jonathanwilkins

    Monolithic footing question

    I made the footer bigger on the load-bearing walls. The end walls worked at 16". Not 24" but big enough to avoid overturning and excessive bearing pressue on the outer edge of the footer. Another thing that I did was detail the exact location of conraction joints. I located a joint 3'...
  7. jonathanwilkins

    fan static pressure

    Not trying to fake anything here. We've got a duct run of 5' with no turns, nothing fancy. While I don't do this often I feel like with a good resource I can figure it out. I've consulted w/ local building department and fire marshall. Together w/ owner, exhaust criteria was determined...
  8. jonathanwilkins

    Monolithic footing question

    Working on a small town house project...30' deep. Typical IRC allows a 16" wide monolithic footer. We're in high wind so we're supposed to [prescriptively] go to 24". We're going to build a bunch of these and want to use 16" footers to save concrete so I'm trying to design them. Everything...
  9. jonathanwilkins

    fan static pressure

    Yep...exactly. Anyone got any resources for calculating pressure from duct work & plenum?
  10. jonathanwilkins

    fan static pressure

    I've got an "out of the box" situation. We're building a building where there will be fire tests conducted. The fire marshall has requested that an engineer spec the exhaust hood. That will be me. I talked to him because there's really no code requirement for what we're doing. We came to a...
  11. jonathanwilkins

    Built-up Beam ply-ply connection

    Thanks for the responses. There is no available top flange hanger per simpson. We have to use a face mount. Will probably use simpson screws for the connection. Hadn't thought of that.
  12. jonathanwilkins

    Built-up Beam ply-ply connection

    I've got an LVL (3-ply) supporting a large concentrated load...12,000# hanging into the side. The hanger will be a simpson hanger so no issues with that. I need to figure out the best way to connect the plies together of the supporting beam. Don't think the typical connection is sufficient...
  13. jonathanwilkins

    Steel Column Base Plate

    I'm specifying a steel column & baseplate to bear on a thickened slab. Loads are light ~5k or so. Am I correct in that 4 bolts are required to anchor the baseplate? (Column supports gravity & uplift). Contractor doesn't want to put a large plate + 4 bolts. I feel certain I've read 4 bolts...
  14. jonathanwilkins

    Pre-engineered metal building slab

    Thanks to everyone for the advice. Got a related question...What is the technically correct way to deal with these joints? They were never brought up as an area of concern while I was training and consequently I've never, until now, put much (any) thought to them. I've read through the...
  15. jonathanwilkins

    Pre-engineered metal building slab

    No structural problems. Cracks are at this point only unsitely. We'll let it be for the time being. I'll take this as a lesson learned and put more info into the slab plan as to control joints.
  16. jonathanwilkins

    Pre-engineered metal building slab

    In my area (southeast), metal building foundations are typically monolithic pours with large footers at the columns and hairpins to handle the thrust. Control joints are typically placed at 10-12' o.c. to prevent cracking. This is typically not overly detailed and from a purely technical...
  17. jonathanwilkins

    Masonry Wall Design

    The wall is load bearing, the axial load, though, is insignificant. (short span roof load)
  18. jonathanwilkins

    Masonry Wall Design

    I can't eliminate Pu. I am just doing this for the sake of education. I am just trying to figure the best, most efficient way to design and build this wall. I too see why the strength design is "stronger" than asd. I realize it's not when you add in the factors. Thanks for everyone's help.
  19. jonathanwilkins

    Masonry Wall Design

    The equation I used is a strength design equation (chapter 3), not an asd equation (ch 2). I used the table for the asd reinforcement. I, too, thought I should use Fs, not fy, however eq 3-27 & 3-28 both use fy. **3-27 and 3-28 are the equations I used to get the numbers above. 33,000...
  20. jonathanwilkins

    Masonry Wall Design

    Looking at designing a load bearing, masonry wall in a high wind area. Wind Load is 37psf, wall is 17' tall. For the sake of simplicity for my question, I'm treating the roof load as negligible and only using wind loads. Going through the TEK manual, I get a #5 @ 24" o.c. from the allowable...

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