Thanks TheDW,
Its my underrstanding that presciptive is intended for non-engineers to build. It has always been my understanding that engineered designs are allowed to use this connection.
I agree notching is a better option, but it affects the clients cost and therefore the owners cost. The...
Hello everyone,
An engineer in our office is struggling to remember where he saw this change, but mentioned he remembers a code change requiring a double 2x8 beam to be "notched" to a round timber pile. We have always face mounted these members. Our client is a contractor and has always face...
Hello Everyone
I have a client asking me to provide a proposal for a site visit and peer review of an existing structure. This structure is a large CMU warehouse that was started around 2015 but never finished and the walls only extend up maybe 1/4 to 3/4 full height. The client wasn't able...
Correct, I was just looking for design examples to double check my work. Still haven't found any textbooks anywhere that address torsion on columns and thought that was strange. I am beginning to believe they don't exist...
WARose,
I agree, but since the shear is inducing the torsion do I need to add the shear twice? In other words it isn't an independent shear and torsion load, the torsion is caused by the eccentricity of the shear. So do I engineer of shear then basically double the load for torsion? It...
retired13,
ACI code does provide calculations for Threshold Torsion, if the torsion is less than the threshold torsion then it can be ignored and in this calculation axial load is a component, as axial load increases threshold torsion capacity also increases.
Logically I believe that...
Does anyone know of any ACI design examples for a reinforced concrete column with axial, shear and torsion load applied (torsion and shear are from PT barrier cables and are much higher than the initial design intent).
I would prefer it be to ACI 318-11 but I will consider newer ACI codes...
Thanks everyone, I unfortunately didn't see any responses when they occurred I am catching up now (I may need to change a setting). I got side tracked on a few other issues. The PT barrier cable design is by specialty engineer. I am just concerned about the loads being much higher than...
I've got a high-rise concrete structure with post-tensioned barrier cables. The cables produce almost 8kips "pre-jacking force" and almost 6kips "final effective force". These forces vary and in some cases produce torsion in additional to lateral loads on my columns. I reviewed ACI-318...
Unfortunately the only article referenced in commentary (of ACI 318-11) speaks to the older report of maximum 5% from not 8% or higher (Reinforced Concrete Column Investigation - Tentative Final Report of Committee 105 -from 1931)
Thanks phamENG, I reviewed ACI-318-11 (the code that the building was engineered to) and it doesn't mention anything beyond 8%? Which code were you referencing? I agree that as long as there isn't any honeycombing or void of the concrete around the exterior of the column then the columns...
We have a condition where the our columns are reinforced at over 4.5% at the pile cap to base of column location and therefore at our lap splices we exceed 9% area of steel. The columns are already extended from the top of the pile cap to the underside of the 2nd floor slab. We can adjust the...
Does anyone have any design info for how resistant this product is to wind uplift?
My project requires a change of occupancy which changes the Importance Value from 1.0 to 1.15.
My major concern is how can I calculate the capacity of the gypsum when it really isn't attached to the "bulb tee"...
