Hello all! I have been looking for and answer to this question and cannot seem to find it anywhere. I am designing a rigging system and need to use (1) 1 1/2" diameter A490 bolt that will be fully in tension (hanger connection) My question is do I need to install double heavy hex nuts to to...
I am designing a 9 story concrete structure that employs a two way slab system supported by 16" sq. columns. At the second floor level a column is being supported by a reinforced concrete transfer beam that is 16"X42". I designed the beam as simply supported and the columns supporting the beam...
Is there a criteria or a rule of thumb on how long a spreader beam needs to be for a crane lift? I have always made the spreader beam at least 1/3 of the span of the beam being lifted as my length. I have a situation were I cannot do that and I was wondering if there is any criteria for...
Is it a common practice to show a louver and backpacking behind timber lagging in a soldier pile retention system? We specify to replace any lost soil behind the lagging before installation of the next board to have solid soil behind the lagging. I was told however that it should be backpacked...
I need to brace the compression flange of a beam temporarily against lateral torsional buckling while a temporary load is added. I was wondering what the required force is to reist the buckling? I have heard that the rule of thumb is 2% of the flange force. Has anyone else heard this or know the...
Can anyone point me in the right direction for the allowable uplift capacity of a drilled pile? The pile will be a 13.625" diameter (80 ksi) casing. I need to find the uplift capcity based on skin friction and self weight at a certain depth. Thanks all
I have always known that the allowable shear stress of a fillet weld to be based on its effective throat thickness and the allowable stress equal to (.707)(.30)(70). Is this the same when the weld is loaded perp. to the longitudinal axis of the weld and is it is in tension?
I am running into problems with designing beams to HSS columns. The engineer of record is requiring a moment frame design on were we need to design for the full moment capcity of the beam and use cut flage plate around the column. I am getting a huge required gross area for the tensile plate. It...
I am working on a job were I am designing vertical bracing connections. The job specs. say that the bracing connections have to be designed for the full tensile capacity of the brace (Pult = RyFyAg) which is an ultimate load using LRFD. Is there any way to use this same criteria using ASD method?
