If the force is just a thousand pounds I think the wall is likely able to sustain that kind of load, assuming that the mortar is intact and in good condition. At the top of an old wall, the mortar might be questionable and I'd add a provision to locally reinforce the masonry, or at minimum, rout...
Yes, that is the general consensus amongst the geotech engineers I have spoken with. I somewhat agree, but also think it's an additional "burden" on the client to deal with abandoned tensioned tiebacks. Anyway, it all boils down to the access agreement between neighbors.
Yes, Eastlake. The...
You need to design a coupling beam at the wall openings to transfer forces to the "flanges". Having the openings will reduce the stiffness of your wall since you will have reduced composite action between the flanges. The coupling beam needs to be designed for combined axial, shear, and bending...
It's a Bethlehem beam. Check AISC 1st edition, you can download them for free directly from AISC's website as long as you are a member. And it's probably 30ksi steel. Allowable tension was 18ksi during this time, 18/0.6 = 30.
Your top chord can still roll, you need to provide stability to top and bottom flange. Add a stiffener and some diaphragm members for erection bracing. 200ft is a very long truss and you will need to provide lateral stability during construction anyway. Likewise do the same for bottom chord with...
Usually the mortar at these old multi-wythe walls have low tensile strength values. Aside from engaging enough brick mass to overcome any uplift, you also need to check the net tension in your mortar.
I've used helical pins to reinforce old masonry walls before. The product is called Helifix...
Hi PEinc,
Thanks for the reply. In this case I'm the engineer working on behalf of the neighbor. My only concern is safety and additional costs incurred by my client to remove tiebacks in the future if/when they decide to develop their property. My worry is that future development will occur...
Aside from it becoming "someone else's problem", are there any safety concerns with abandoning a tensioned soil tieback after your SOE is complete? OSHA safety and general worker safety comes to mind - you can't always control what the contractor does on site and all it takes is for one stupid...
Is the stone wall in good shape? Mortar still in place and in decent condition? Rubble foundation walls are not very forgiving. But for 12" excavation below, I agree with SLTA in using 2' wide sections. Max size would be 4' wide... spaced at a minimum of 12' clear apart at each lift. Leave 2"...
Option A is conventional and recommended. It works and is tried and proven.
Option B is something I've never seen before. Mostly because it doesn't work for most conventionally designed foundation walls and underpinning methods. You can do this with helical pile underpinning brackets, but not...
1.) You will have increased wind speeds due to proximity to open water. Even more so if the shape of your building is weird (vortex shedding, etc.) A wind study is a good idea so that you can reduce cladding loads and optimize your lateral force resisting system.
2.) Design for seismic. There is...
Just block the flutes with styrofoam and box out the opening with 2x4's. Then have the GC bandsaw the metal deck after the concrete has been poured. You get your flat concrete finish and you're not dropping a 150# piece of newly constructed slab.
Does the layout/beam sizes of the framing work out in such a way that you can just make moment connections between adjacent beams and form a continuous beam?
Are you pouring a new slab-on-deck? You can gain a substantial amount of strength just from minimum composite action...
