I'm working on a large project that will have steel and fabrication from Europe. The local jurisdiction is requiring ASTM standards apply.
Is there a ASTM document, or procedure, that lists equivalent material?
Is it possible to use Euro steel under IBC regulations?
In reference to ACI 318-11, section D8.1, spacing for cast-in-place un-torqued bolts, is 4d. If they are torqued cast-in-place bolts, or post installed, they are 6d.
My question is whether all cast in place snug-fit bolts, that have a nut/washer top connection, should be defined as torqued...
I'm analyzing an existing metal shade structure with tapered 14 gauge steel angle columns (8" legs at the top and 3" legs at the bottom). These columns are acting as beam columns being fixed at the top and pinned at the base.
This structure was fabricated in Dallas Texas in the 1970's. Does...
I have a contractor who bent a #5 bar 90 degrees and now needs to bend it back up. Does the bar undergo some diminished tensile capacity when bending it multiple times?
I have a contractor who bent a #5 bar 90 degrees and now needs to bend it back up. Does the bar undergo some diminished tensile capacity when bending it multiple times?
A contractor, on one of my current projects, contacted me and informed that a 2" baseplate with 4-1 1/2" anchor bolts has one hole that is elongated and not round as specified.
Does anyone know of a repair for such a condition? I wondered if there is a epoxy or molten alloy that could be...
I have a client in the US that wants to build with eucalyptus wood. I can't find anything in the NDS and wondered if anybody had any info or knows some equivalent values.
Has anyone had trouble creating feasible embed plate designs based on the new ACI-02 Appendix D? We do alot of concrete tilt-up design and are having extreme problems making our tradiional embed plates, (joist beam supports), work with reasonable answers.
Has anyone found resonable solutions...
Our office is currently updating our masonry spreadsheets to conform with ACI 530-99 in order to make the transistion to IBC 2000 code.
We have come across a question in regards to the Masonry Fb value. It appears that for an f’m of 1500 psi the Fb would be = 2.5(code increase) x .8(code phi...
What is the recommended percentage of partial composite action for beams. It appears as if 25% is a minimum however I've been told that you should be between 40 and 80%.
Is there a guideline in the ASD manual?
These beams are unshored.
Thanks
I'm trying to design some composite steel beams (W sections with steel deck and concrete), however the AISC manuals (both ASD and LRFD) only provide solutions for a limited group of beams. Does any one have additional tables for steel composite design or know of a quick solution of all W sections?
I'm looking for allowable shear loads on 3/4" or 1 1/8" plywood shearwalls or horizontal diaphragms. I've checked with APA but they don't go over 5/8" thickness. Where can I find such information?
