A structural bolt is not intended to be used as a "through bolt" as you describe. Typically this is used as an erection aid only, with field welds to provide the connection strength.
Structural bolts As described in AISC 360 and RCSC, require a steel fill between head and nut. Not a hollow...
Torque is not a term used in US structural bolting. I have attached the RCSC current wording.
Torque is effected by to many variables. Surface friction, bolt lubrication, tool calibration, etc. Therefore torque provides an inconsistent result. For bearing bolt connections the primary...
ASTM A325 does not allow electoplating as an approved coating. Hot dip galvanized and mechanical zinc coating only.
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Other than a seller's sample, I have never seen an electroplated structural bolt, A325 or A490. I don't know why someone would prefer the expense. I would recommend verifying the intent and don't skip pre-installation verification.
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Is the beam composite?
According to AISC, the welded connection angle is flexible and there is no eccentricity in the connection design. Theoretically the concern is simple beam end rotation and avoiding any fixed end moment. As said before these embed connections are typically designed as...
If the outstanding legs are welding vertically and with only a return at the top, then, the connection angles are considered flexible. Simple beam end rotation is takin in the deformation of the connection angles. In this case it is typically comsidered as shear only in the embed plate and...
The welds can be completed and ground smooth. The paint system required may have some problems with touch up. For example if the is a powder coating, field repairs are difficult to match.
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You can use PJP or CJP welds. The erector should be able to provide AESS welds. What are the paint requirements?
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Is this a repair procedure or a just an overlay with repeated stringer passes? Most cases I have seen buttering is just part of another pre-qualified welding procedure.
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Actually I am not familiar with BTH-1, so I don't know their committee process for conforming to AWS updates or other code changes. I am very familiar with the AISC and AWS process, and there is constant communication between the codes. Every effort is made to avoid discrepancies, but the...
BTH-1 and AISC 9th Edition are both antiquated references. Minimum fillet requirements were changed in the mid 90's. Refer to AWS D1.1:2010, Table 5.8, Note a "for low-hydrogen processes, T equals the thickness of the thinner part joined", Note b (that you referred to) remains.
The table...
Yes. Service loads should be given for ASD connection design. The connection engineer should not have to calculate the DL LL interactions/combinations.
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100% oversize the plate dimensions and fillet weld. For thin wall thickness a fillet weld can provide the capacity of the HSS wall.
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Providing fabrication and erection efficient structural design of connections. Consulting services for structural welding and bolting.
I don't know enough information to offer definitive advise on the girder connections. In the simplest case the cantilever and backup beam are equal and opposite moment forces. Therefore the net effect on the girder is zero torsion and some vertical force only. The girder to column connections...
To be clear... Top of steel for all three beams is the same. Therefore the flanges are all aligned (theoretically). Yes, full penetration welds of the flanges of the cantilever beam and back-up will provide the moment capacity of the cantilever beam. The web connection to the girder needs to...
