Found it. Never mind.
Something to do with the Mobile District of the Core of Engineers.
http://www.sam.usace.army.mil/en/guides/DesMan/Desman07.pdf
Thanks anyways.
Thank you all for your help and advice.
I have had the wall lowered a foot and with the site grading I'm now at 8 ft above ground. That reduced the loading. The wall is 7-5/8 inch and acts as one. I've sized heavy gage Dur-O-Wal truss type horizontal joint reinf at 8 inches on center based on...
I have a 10 ft tall screen wall that the architect wants to be double wythe brick. He has placed 12"x12" pilasters (that I assume he wants also to be out of brick) at 9 ft on center. He doesn't want the brick wall to have a space in the middle that would allow for me to use reinforcing steel so...
I am working on an existing structure with no structural drawings to be found on file.
What year did 50 ksi steel W-shapes become widely accessible and required? Also, does anyone know of a cheap standard test that can determine if an in-place W-shape is 36 or 50 ksi?
Thank You,
MLM
Those were good replies. I can see the buildability issue as a big deal. The mason has a string that stays level, which would cause the joints to grow at midspan. If the brick were able to be built following the L/600 curve, I don't think it would be very noticeable, but that won't happen. So, I...
After reviewing your answers, this is what I have decided is an appropriate approach to the problem of supporting brick on long span elements:
"The curvature of the support should be limited to L/600 but it can exceed 0.30" if control joints are provided at 15 ft. o.c."
With control joints...
I am aware of the commonly accepted limits of 0.30" or L/600 for brick lintels, whichever is less.
For very long spans the 0.30 requirement can be unreasonable. For example, a 40 ft. span truss that deflects 0.50 inches (L/960) has less angular rotation than a 15 ft. beam that deflects 0.30...
jen4950
How long should ETABS take to run the analysis of a 30 story, 2 million sq ft, concrete building? I'm not very familiar with the program, but it is used in our firm. During a conversation the other day someone mentioned the model taking a day or two to run. Can this be right?
MLM
How good is stainless in direct contact with Aluminum? When this issue first came up, the only thing that I thought of was stainless. Then came the comments about the specs calling for hot-dipped galvanized. I've always assumed that stainless was preferred, if not required. Is that assumption...
I've got a project where Aluminum columns (and base plates) are being anchored to a concrete pier/footing. The contractor used your everyday common steel threaded anchor rods. In less than two weeks they are completely rusted over. The contract documents called for hot-dipped galvanized anchor...
Does anyone have any information or experience with Auger Pressure Grouted Displacement Piles?
How do their installation and spacing requirements differ from traditional Auger-Cast-In-Place piles?
Thanks,
MLM
