The workable flat is not the exact as ASTM A500 allows for a greater radius than AISC assumption in the tables. Some that show a workable flat will not have a "flat" with the larger radius vice versa
No reason to use a holddown anchor for sill plate connections. With wood sills use 5/8"Ø cast-in bolts with 7" min. embed min. 1 3/4" for edge, etc. following 1905.1.8.
50ksi has been for a while. You would be specing the type of product used you should give them a fy if you are leaving it generic not a specifying a product.
An architect not wanting to take responsibility for changes not authorized by them. I am shocked and that's not them being mad.
The 16" deep lintel block have the potential for pushing up the lintel bars reducing the capacity of lintel. Were they placed at proper depth? Did you place the bars...
You should contact the SEOR but from the detail it looks like no kicker would be required as they are welding the 3/16" plt. to the column flanges. The column is not part of the protected zone for the SMF
Its not yielding small amounts of drift will shed load to the beam and column. However, if you do have a large point load at the brace connections and I do mean large you should consider including that load in the braces. This is when considering seismic loading
"For interior, nonstructural walls that are not subject to sustained tension loads and are not a bracing application, power-driven fasteners may be used to attach steel track to concrete or steel in all Seismic Design Categories. In Seismic Design Categories D, E, and F, the allowable shear load...
The peer review requirement does not change the lack of review by the AHJ. The outside reviewer will provide the same level of service that you continue get.
You are proposing to replicate CA system, you can claim you are creating a new system but you are not. The laws regarding engineering...
This is not how it works at all. You are expected to have clean set going into the AHJ. A month would be seen as unacceptable amount of time and you would need to work whatever hours needed to turn around the project. The structural drawings will always have the most comments and it will be seen...
No, just pointy out that an SSTB is not covered by Ch. 17.1.2. Just like LSTHD/STHD these are tested products outside the scope of ACI even thought they are embeded in concrete. Wood design has a long history of providing safe redundant performance. When using items such as SSTB, LSTHD, etc. are...
An SSTB is a tested product and does not derive its capacity from ch 17. We do not use SSTB's at all and use PAB and never hear any complaints about whatever "issue" they think they have with the anchors. Only two items are except from 17.10.5 requirements, in-plane sill and out-of-plane...
AISC has been doing lots of looking into bae plate connections. “Column Base Connections: Research, Design, and a Look to the Future” Author Amit Kanvinde did a AISC Webinar in April going over the new design methodology in the 3rd edition of the AISC Base plate Design guide 1. The proposed...
The 1.5 is for GLB as it accounts for long-term creep, which GLB should most definitely take into account. Anything over 7/8" for the steel beam and the fabricator screwed up and exceeded the tolerance. It sounds like people are taking the word of a contractor and not looking into what really...
