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?
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?
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...
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...
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...
I am having an argument with a contractor regarding the lateral bracing of roof trusses and would appreciate some feedback. In every other wood frame project I have worked on, the detailing of the lateral bracing of web members (where required) is specified in the truss shop drawings since the...
I started to review the typical shear wall nailing schedule used in my office and I'm having a little trouble. Our typical detail for multi-story applications has shear transfer from the story above through sill nailing into the rim joist below which is connected with A35 angles to the top plate...
Does anyone know where I can find some information on the seismic performance of buildings with light steel construction, typical for pre-engineered storage or industrial facilities?
I have a one story rectangular building measuring about 80ft x 300ft. The roof is metal deck. The lateral system in the long direction will consist of a long CMU wall on one side and moment frames on the other side. Is it reasonable to assume that the CMU and moment frames will act as a dual...
I am working on a multi story wood frame building where the exterior wall framing is required to be fire-retardant treated. We have some GLB's that occur within these walls, so they would need to be fire treated. I have read that this treatment is not recommended for GLB's and the contractor...
I am using ETABS to model a concrete shear wall building. Section 1910.11.1 of the UBC provides modified properties to be determine lateral story drift. How do I determine if I should use the value for a cracked or uncracked section? Thanks!
I have a 3 story concrete flat slab building supported on 24" diameter round columns at 20' o.c. in Northern California. I have been asked to look at the possibility of retrofitting the building by fiber-reinforcing the columns and using them as the lateral system for seismic loads. Has anyone...
When is it necessary (or preferable) to vent metal deck? Does this affect the strength of the concrete? If I have an unvented metal deck with concrete fill and a waterproof sealant, will this be a problem?
I am working on a multi story residential building in California, Seimic Zone 4, 2001 CBC. The first level is a 2 way concrete slab supported on concrete columns and CMU walls. At the second level, half the area is wood framing while the other half is concrete slab. The upper 3 levels are...
According to 2002 AISC Seismic Provisions, Sec. 11.2(1) FR moment connections need to be designed for the flexural strength of the beam defined as 1.1RyMp. I am using a WUF-W connection (FEMA 350 Sec 3.5.2), which has the beam flanges welded directly to the column flanges. For the CJP groove...
I am working on a small one story building with a mezzanine floor in Seismic Zone 4 (2001 CBC). Since I don't have much choice about the framing location, I have opted to use OMF in both directions which will allow me to frame use a moment connection at the weak axis of the column. Can anyone...
