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Thanks, I forgot one zero there. Vertical components I have are DL, LL and Impact load (HL-93). I wonder if I need to include impact for foundation design. Never, but never question engineer's judgment

So I received a soil report and this is the recommendations they wrote: "Based upon bearing capacity calculations, we recommend a Factored Resistance (Rr) of 2900 psf for 3' wide footing, 320 psf for 4' wide footing and 3500 psf for 5' wide footing could be used for the proposed footing design...

Are you sure you are specifying the correct one? I am pretty sure the 6" one is meant for walls above the grade instead of using 2x6 walls. You hide all your electrical inside the foam after concrete cured. You can do a transition from 8 or 10 thick basement wall to 6" above grade wall. The...

The bottom of baseplate is exposed?? I'm confused Never, but never question engineer's judgment

http://totalwallcovering.com/Category/Wallpaper/Brick-Wallpaper/p10599~Brick-Wallpaper.aspx Problem solved :-) Never, but never question engineer's judgment

But it is the engineer's job to do the details. He just have to make sure he detailed it correctly. I see this all the time. Architect wants a brick chimney sticking out the roof, but if you go to the inside of the building, there is no fireplace. The chimney is on a pretty steep slope...

If the owners want bricks, then give them what they want. It is your job to make it happens. Never, but never question engineer's judgment

Personally, if it is realy brick, I would continue it down to the floor and support the brick with horizontal beam. If it is just a thin fascia, I would trust that it would adhere to the wall and wont slide down. What Mike McCann suggested would work too but I think what I suggested is cheaper...

My understanding is that if you are hired through a headhunter, you are actually work for the headhunter's firm. You get headhunter's firm benefit, not the company you are in for a period of 1 year(or whatever arrangement they have). One benefit for companies using headhunters, they can...

And I forgot to mention that the ledger should be treated. Never, but never question engineer's judgment

Attach 2x ledger to masonry either with Titen screws, or adhesive screw (with screen tube). Then you just use a top flange hangers and the plywood will go over the ledger. When you frame parallel to the masonry wall, put a ledger also and put blocking every 2 ft and the plywood should go over...

They have simpson product to attach wood to hollow masonry. Look at their catalog. Never, but never question engineer's judgment

The soil passive pressure will more than likely take care the eccentricity. Never, but never question engineer's judgment

If the grades are on the top of the wall on both sides then you really only have to look at vertical load unless your wall sticks out from the grade pretty far, then you have to design for bending on the wall. Never, but never question engineer's judgment

If no uplift I usually use smaller bars and space them twice as long as the bottom rebars (easier installation because they are at the same locations every other bot. rebar) Never, but never question engineer's judgment

did they buy you lunch? LOL Never, but never question engineer's judgment

I put a shiney object in my cubicle so I know if someone is behind me LOL. But dont put a mirror because that is just too obvious. But this trick will not make you finish your work faster. It just make you surf the internet faster. Never, but never question engineer's judgment

First of all, you dont need to know how to speak Chinese to teach English in China. I took English as Second Language classes when I was young. I must say that just because you graduated from college and English is your first language qualifies you as an ESL teacher. I think you have to go...

OK, thank you folks. This makes me wonder of all the designs I did when I was in residential market. We had tiny drilled piers with #3 @ 24" O.C.ties and very little passive pressure surface. Never, but never question engineer's judgment

I am designing a pile cap that will bridge a series of 12" dia. drilled piers that support a 3 sided culvert. If I have a horizontal reaction from the structure, can you resist this horizontal reaction with the passive pressure againts the pile cap? Or do I need to make sure the piers can take...