Thank everyone so much for all of your posts they have been helpfull. A couple of replies and comments.
The client has to have an engineer due the observations according to the loan officer.
I actually do have pictures and documentations on the 3' deep pier footers. As for the vertical...
I do truss repairs day in and day out draw me a picture and I can give you a repair quickly (ken@kweng.net). One truss rarely if hardly ever just fails. It wouldn't surprise me if they installed it originally like that. I have seen it all in regards to truss repairs I think and what people do...
I have gotten pulled into one of these FHA refinace deals on a manufactured home. My client needs me to certify the foundation is in compliance with the 1996 HUD "Permanent foundation guide to manufactured housing".
It seems to have a few issues.
1. No lateral force resisting system.
2...
I personally would not worry about special detailing at the crack control joints. But would seperate out my tubing in zones at any construction joints to prevent tubing failure when the slabs have slight movement at the construction joints inthe future.
As far as the WWF in the middle third...
looks like a steel beam packet out with 2x material with a 2X4 ledger nailed on to this. If you have rotation then they don't have the 2x material packing out the beam bolted to the web of the I beam.
Is the system failing? What are you trying to accomplish? Chances are it has looked like...
Hold the phone here do you have a perimeter turned down slab that you are calling a grade beam? Or do you have the grade beam running parrallel with the frame tying each end together to prevent horizontal spread.
If your frames are spanning 100' I suggest using the grade beam if they are...
What type of span does the frame have?
The next question is if you have a grade beam from pier to pier why do you need the hairpin?
Hairpins are cheap but in many conditions are not properly designed and just thrown in. I would highly suggest against any type of hairpin design when portions...
jwilson33,
What part of PA are you from? My office is straight south of York or Harrisburg a couple miles from the MD line. I have done this type of braced wall work over in NJ in the higher wind speed areas. But have since turned down future work due to the arch. that I was working for only...
jwilson33,
You brought up an interesting thought. I think your 6" sliding occured due to them not nailing the rim joist to the sill plate with toe nails 6"on-center per code correct?
Off subject: I investigated a 6 unit townhouse building that had the 2nd and 3rd unit roofs slide right off...
bigmig,
Agreed it is a pain in the butt, but no one said it would be easy! I don't get to crazy with theory here between differential shear wall deflections and rigid vs flexible diaphrams. Clients don't want to pay for all that not that want to pay for much of anything. I have set up spread...
I agree with concretemasonry that the issue came more to light more with premanufactured foundation systems like superior walls. But I believe this is only due to the fact that it is an engineered system that required proven code compliance.
The other issue is they still need to complete the...
No uplift no hold down required. However with a big heavy tile roof swaying side to side during a seismic activity it seems very likely that hold downs would be required by calculation. Verify your loads then proceed however you feel most comfortable.
I prefer to keep the crane outside the building!!! I don't do these types of projects that often, but to park a crane of that size on a bar joist floor system with a thin conc topping seems a bit crazy.
