Does the MSJC/ACI 530 code have time frame for dating submittals like ACI does? Our specs require submittal of unit strength test results and the contractor has submitted a report that is almost 10 years old. I can't find anything to help me push back on this. Anyone else have to deal with this?
My understanding is that the bottom chord extension for OWSJ at columns is required for to provide stability during construction. Does that mean that it's ok to cut back the bottom chord after construction is complete? Has anyone done this?
Thanks all! The architect has decided they will specify the mounting system and we only need to check the structure for the additional ballast weight (which we calculated based on solar panel wind loads in ASCE 7-16 to be about 18psf on average). It will be interesting to see what actually get...
First time doing a ballasted solar panel system on a new building. I'm trying to figure out what information we need to provide on our drawings/specs. We call out the assumed average ballast weight for the design of the roof joists and we have designed the building accordingly. I thought the...
I saw a few older posts that had links to a 1970 Insulrock roof deck catalog. The links are no longer working. Does anyone have that information to share?
Thank you all for the responses, always great to hear other opinions. I read on a previous post that someone had received some comment from ACI that the reason for this provision was fire protection related. That would make sense since there is no limit on cmu or concrete backup and the Code...
I have been reading some previous posts on this topic and I would like to get some opinions on a situation we are facing, that differs from the ones I have read about so far. We are designing a 2 story building with 15' story heights and a 3' parapet for a total height of 33'. The building is...
The owner has gotten another engineer to design piles for the building, so we are not responsible for the foundation design. The issue we are left to deal with is the amplification factors for the seismic load calculations.
I am a structural engineer working on a small commercial building on Long Island, NY. We had assumed Site Class D for the seismic coefficients since we did not have a geotech report. The owner provided some soil borings (no geotech report, just borings) that were done about 8 years prior for a...
We are working on a project in an existing school built in the early 60's. The original drawings we have call out for precast plank for the floor system. It looked to me like it might be Dox planks but I'm confused by what appear to be cast in place joists between each plank (see photo). Does...
Thanks for the input. Can you be a little more specific about how liquefaction can cause "total structural failure and complete collapse" for this building? I'm trying to understand the mechanism by which this could happen for a 10' tall CMU box. I can see that loss of bearing capacity can...
I am preparing to perform an ASCE31 Tier 1 Evaluation of an existing building. The building is a small single story structure housing bathrooms and lockers for workers at a warehouse in Oakland, CA. The walls are CMU block and the roof is wood trusses with a plywood diaphragm. The geologic...
From what I can see, the developement of the latest TPI document was open to public comment. If you don't like it, you can submit a code change proposal for the next cycle. There's no need to vent your frustrations at the people on this forum who are just trying to help.
Kgrundahl-
I'm confused. The document "Commentary for Permanent Bracing of Metal Plate Connected Wood Trusses" says that where continuos lateral bracing (CLB) is required to reduce the buckling length of a web member, the Truss Designer determines the location but it is the responsibility of...
bjb,
Thanks for the input. That is the exact document I was looking at when I posted my previous question. I understand the concept of how CLB works. What I'm trying to figure out is how I determine the loads that the CLB needs to be designed for so I can provide a size and detail the...
Kgrundahl,
I appreciate the information you have provided. I am still wrestling with this issue, so bear with me. The documents that you referenced specifically say the EOR is responsible for specifying the size, grade, and connection for CLB of web members where required by truss designer to...
The discussion I had with the contractor was related specifically to the bracing of web members. The truss shop drawings showed the locations where permanent bracing of web members is required, but they do not specify what size member to use. The truss manufacturer is saying we need to specify...
