I'm looking at existing drawings for a building that was designed in 1957 and they have a note that all joists shall be 10LB15 which i'm assuming is a W10x15 but I'm not sure. I did a good deal of searching for this designation but couldn't come up with anything. Any help is greatly...
I have been tasked with designing a small pedestrian bridge with Merbau wood. I have to admit, I've never heard of this specie of wood and can't seem to find its properties. I have searched extensively but didn't come up with anything useful, so any help as to the design properties of Merbau...
SkiisAndBikes,
1. The building is on the beach so it's salt air corrosion.
2. I don't know since as I mentioned I don't have any drawings.
3. I don't have that information either
4. No tendons have been broken as far as I could visually see, but I was hoping the x-ray would reveal the broken...
I am being tasked with coming up with a solution to repair a post-tensioned slab that has exposed and corroded tendons. The slab is 8 inches thick but I know nothing about the reinforcing / tendon location...etc. There are no existing drawings anywhere even in the city records, so I'm on my...
I just noticed that the 2012 IBC eliminated all the nail fastening values from Table 2306.3(1) and now only includes staples which have smaller shear values. Does anyone know the reason for this change or if I'm missing something? Is there a different table for values of nailed panels that I'm...
I got a picture of this joist from a client on one of my potential projects and was wondering if someone could shed a light on what kind of joist it is. I don't have the job yet so I can't take measurements or try to find a joist tag, I'm just trying to get an idea of what kind of joist I'm...
Thank you all for the input. I have advised the contractor that I am not allowing the use of puddle welds. I think it's a bad idea.
Ron, you're absolutely correct, that's almost the exact thing he said :-)
I have always specified Hilti fasteners to attach deck to galvanized beams, but I've been asked if puddle welds could be used instead. My thought that it's harder to puddle weld to galvanized steel than it is to use the Hilti fasteners but the fabricator is telling me otherwise.
Any thought on...
Section 4.3 of RCSC Specifications. Also, in the AISC 360-05 Section 4.3
I think I'm convinced now that SC connections will not necessary, but again, this was an unusally large overhang and the project is really high profile and I didn't want to overlook anything.
Thanks again for the explanation.
nutte: I see your point but I also want to make sure I comply with one of the requirements for the SC connection, which is what dik indicated in his response. My understading is that anytime you have load reversal you have to design the connections as SC.
This is sounding to me like one of...
hokie66:
I would think since the beams and girders will experience load reversal from gravity and wind uplift, the connections would go into bearing once the gravity load is applied, but the wind uplift reverses the direction of the bolt bearing. I'm not sure if my logic is 100% but that's how...
Spats, thank you for the quick reply.
Slickdeals: I am thinking all beam to girder connections should be SC. The girder to column connection will be a welded connection to the top of the column cap.
I am designing a 3-story building with a large roof overhang. I have two major girders cantilevering 40 feet and pick up infill beams. Since the roof has downward dead load and snow load, as well as upward wind load, do I need to consider load reversal and design the connections of the beams...
