In all of the geotechnical and foundation books I have been able to round up post-1998, this formula (or one without the factor of 2) is given for the stress on a retaining wall due to a surcharge strip load. In books from 1998 and before, the pi in the denominator is replaced by H, the height...
I'm using a piece of pipe structurally for something that needs to be disassembled. Least expensive way would be just to buy a flange and throw it in, right? The problem is, I cannot find any information regarding the global moment strength of a flange/flange connection. I feel that the...
ASCE 59 gives the limit state load combination of 1.0DL + 1.0LL + 1.0BL as the only combination to be used. It then says we are to adjust live loads and dead loads based on whether they help resist the blast load or add to it. That I understand. What I am trying to nail down is whether this...
We have a case where we are anchoring the back of a channel to a concrete wall, then attaching several steel members perpendicular to the channel.
Is there a maximum spacing between anchors that we should use? I don't like the idea of a long span of the channel not stitched to the wall. For...
There has been a back-and-forth in our office and with a client engineer about resting the bottom layer of a pile cap's reinforcement directly on top of the piles. To be specific, we have a 2'-6" thick pile cap with 24" pipe piles sticking up 4" and a 1/2" cap plate on them. We are showing...
Throwing this one out there - does anyone in south Louisiana have an ASCE 7-16 I could borrow until after October’s SE? I found out that there are some esoteric items missing from the 7-10 I’m using.
Thanks!
-5^2 = -25 ;-)
These two pictures were taken by a coworker while in Las Vegas on vacation. It appears that the entire steel frame of a 3 story building has been constructed on a story of scaffolding with a wood floor. Can someone please enlighten me on why this is done and what will happen next in the...
The enclosed pictures show the lower edge of a pile-supported slab. Along part of the edge, the lower corner is showing a horizontal crack. What might cause this type of cracking? Corner reinforcement too close to the corner? Wet soil providing too much of a temperature gradient for the...
I'm quite sure I'm pressing the wrong button on this thing, but I can't seem to find the button...
My situation:
- Trussed industrial tower with various types and sizes of spread footings underneath.
- Lateral wind and seismic applied.
- Structure consists of steel members.
- Footings consist...
Generally, when specifying high strength bolts for structures, we give the type and diameter but not the length. The contractor is left to decide what his length should be, allowing him to leverage cost reductions using large-quantity ordering. The contractor is better positioned than the...
Posted in the Seismic section, but thought I'd get more eyeballs here...
I have a run of industrial duct pipe (12" Sch 10) that will hang from the roof of a PEMB. ASCE 7 doesn't give much guidance on this sort of thing, so I wanted to ask if anyone here can point me in the right direction...
I have a piece of industrial duct pipe (12" Sch 10) that will hang from the roof of a PEMB. ASCE 7 doesn't give much guidance on this sort of thing, so I wanted to ask if anyone here can point me in the right direction.
Initially, I supposed I would put a vertical hanger with a diagonal to...
As the title says, we have a client that will continue pile driving near a recently poured pile cap. What time/vibration criteria should we use to limit the pile driving activities? DOTD specs limit particle wave velocities to 2.0 in the vicinity of industrial structures (our case), but are...
Back when the switch to 50ksi for wide flanges was occurring, it was widely known that the mills were rolling only 50ksi wide flanges, but stamping them as A36 and A572 for 36ksi and 50ksi requirements, as needed.
I have some just-fabricated new steel angles that need to be modified. Does...
In PIP STC01015, Structural Design Criteria, Section 4.1.7.7, there is a table that shows reductions due to pipe friction as the number of pipes increases. The reason for this is clearly explained in the section, and is only applied to the beam that the pipes sit directly on.
Just below that...
We have a client with monorail hoists of 1 and 2 ton capacities going in a new industrial structure. The client is insisting that the structure be designed for the weight that will be lifted (1000lb for the 1 ton, 2400lb for the 2 ton), with the weight of the trolley and hoist included, of...
For a CJP Single-bevel-groove weld (top of pg 8-45 in the AISC 15th, top of pg 8-44 in the 14th), if you want both sides smooth, can you put the grind line above the bubble like you can below the single bevel symbol? (see enclosed sketch)
If not, what do you do to indicate you want it ground...
I have some literature from a heat exchanger manufacturer that says the following, "The bending strength of the tubes... is 30 to 50% higher than the tensile strength."
After some digging they list some stresses:
Tensile: 30N/mm^2
Bending: 60N/mm^2
Compressive: 150N/mm^2
I...
Please see the enclosed picture.
It is a detail at the top of a number of columns in a large warehouse. The column basically reaches around and holds the main roof member from the side.
What is going on with this detail? Is there a specific reason this is done?
-5^2 = -25 ;-)...
I have a 3-ton hoist on an S12x50 that runs for over 150' and need to splice the beam. I imagine there is some sort of tight tolerance I should follow between the ends of the beams, but I can't seem to find any guidance. Just looking for common splice details or examples...
-5^2 = -25 ;-)...
