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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.

It's the same as the bolted connections Behaviour of single and double row shear tab connections and weld retrofits

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...

IBC/CBC/ASCE all have hold-down

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...

Just read the commentary and research on panel zone shear behavior and yielding in the zone. Refinement to this will continue as its a location with good ductility and performance but which we do not full know the limits. Most of the code are prescriptive limits based on past performance of a...

Sure you can mix but you have not changed the height of the structure. The OMF is not a single-story structure ontop of another, your two-story building has an OMF that exceeds the limits. You would need to show that the first story is a separate structure, e.g., a two-stage analysis.

You are trying to do a two-stage analysis without trying to meet the requirements of the system. As currently drawn your height for the OMF still exceeds the limits set forth in the code.

You are permitted to attach decking with shot pin in the protected zone up to a maximum of 0.18"Ø. AISC 341 I2.1d. The section prohibits the use for other applications such as tracks etc. The section also allows for the EOR to approve other attachments referencing D1.3. driftLimiter is pointing...

Simspon SUBH brace 8" studs and MUSHB at larger. Bearing or nor bearing

Anchor bolts and columns dont factor in for ductile behavior? The chevon brace beam behavior? Again why only the gussets? There is more to ductility then just designing the gusset and brace connections for overstrength, which is not an indicator of ductility. OP has already selected an R of 3...