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Lomarandil: I think the test rivet was representative since the heads on all of those rivets are quite large. I am the contractor - I will remove another when we're back to strengthen the floor beam prior to jacking because I agree that a 1" rivet is unusual. AREMA does say 11 ksi which is in...

kipfoot - I'm not in St. Louis. Thanks anyway. bridgebuster - We removed a couple rivets last week (exploratory) and replaced them with bolts. Good news is that one is 1" while the other is 7/8" as expected. The 1" works even at the more conservative allowable stress in AREMA. We may end up...

My firm has been tasked with replacing the bearings on a through-truss railroad bridge. The bridge was built in 1927 and was originally property of the Delaware and Hudson. The span is long so the jacking loads are quite high - the bridge weighs over 700 Tons. Analyzing the connections is fairly...

If it's clay soil and recent development has resulted in more wells, underdrains, or stormwater systems that could draw down the water table the settlement may not be over. If that's not the case, you're probably right and it probably won't keep moving. Maybe learning more about the foundation...

Good luck to you. I'm taking the construction afternoon which is a bit of a wild card but certainly easier to pass that the SE.

You could run a level loop through the house to establish a base line and do it again in a couple weeks. Settlement probably happening slower than that though. If you want to learn more about the foundation I would grab a shovel or a mini excavator and see if it does have footings, or a frost...

Got it. Thanks for the explanation, I never picked up on that.

Black book covers both design methodologies... The base bending equation in the spec F2-1 is applicable to both Stress and Strength design and modified accordingly (IE you either factor your loads and use strength reduction factor of 0.90 or you use service loads and reduce yield stress by...

What Ron said. You use the skidmore to calibrate your torque wrench. If you have many of these connections I would encourage the contractor to use DTI's and you check them with feeler gauge.

The PE exam is coming up on Friday and I keep stumbling on a certain problem in my practice tests. The problem is very simple and should be easy points on the actual exam if it appears: "Given an allowable stress and a bending moment select the lightest wide flange". Cake, right? Mn=Mp=FyZx...

We have a digital copy of ACI's Manual of Concrete Practice. I am sitting for the PE in April and am compiling code. NCEES says both documents referenced in thread title are required (for Construction depth). For some reason our digital copy of SP-4 is just one sheet - it must be incomplete. ACI...

I would only backpaint an embeddment plate if it was aluminum, although I don't like embedding aluminum on principle anyway. The alkaline nature of concrete should protect your steel in all but very caustic exposure conditions.

Mexico City has drawn down its water table over the years which is also causing settlement issues. Sounds like a depressing place to live with no windows. Maybe they don't have egress requirements there?

OzEng08 - I'm curious if the contractor would get still get an OSHA fine for not capping those hooked bars!

If freeze thaw cycles do not occur and the other three exposure categories aren't applicable then you fall at the "0" level for each and can use a minimum f'c of 2,500 psi unless required to use a higher strength per 1.1.1 or 5.3.

I do the same for corners. Works great for 90's... pretty tough to achieve with a 4 way intersection as I've found out...

Thanks for the feedback. Since Trans bars in footings will be their prior to tying dowels I don't see the 'inward' detail as much more difficult to tie. The only thing is one dowel is on one side of the Trans bar and the other dowel is on the other side. Good points on this detail placing the...

For SOGS most designers specify 1/2 or all of the bars be cut. This would probably be done before pouring. Your concrete saw may or may not clear the bar depending on clear cover and cut depth specified (its usually close - bar in top 1/3 and cut 1/4 depth). csd72 is probably alluding to the...

Also - Who details shear keys? I've never seen the need if you can prove that the bar takes the shear.

I have always thought that proper detailing of a reinforced concrete wall with two layers of vertical reinforcing was for the hooked portion of the dowels in the footing to point towards one another. However, I have seen this detailed the opposite more often than not and my supervisor and...