I am designing an aluminum tube column with a steel tube insert to help increase the capacity. The two columns are the same length and are adequately connected along the whole length. The member has lateral wind loads and therefore acts as a beam column.I am designing so that all of the axial load is taken by the steel tube and all of the lateral loads with the aluminum. In order to further increase my steel tubes allowable axial load I would like to say that it is braced at mid span by the aluminum. I would then apply a lateral force to the aluminum column to account for this bracing. Does anyone know of a common procedure to determine the force required to brace a column, to effectivly reduce its unbraced length. Some individuals I have talk to mention using some percentage of the axial load, but no one is certain of common practice. Please respond with anything that you know about this and any references (books or magazines) that you might know of. thank you
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load required to reduce unbraced length 5
- Thread starter WITT55
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Unless your aluminum "jacket" is significantly larger and stiffer than the steel column, you have a non-convergent condition. As you brace the steel column with a connection to the aluminum column, the aluminum column will deflect under the load thus decreasing the reaction (bracing) against the steel, thus allowing more lateral movement of the steel, putting more load on the aluminum, causing more deflection of the aluminum, less bracing of the steel.......
Secondly, attaching the aluminum column to the steel column will create a corrosion condition intolerable to the steel column, which will be hidden by the aluminum jacketing column. This could be catastrophic without warning if the interior steel column fails under high axial load due to loss of section from corrosion, and you won't have any indication of the problem since the aluminum will have hidden the corrosion from view.
Re-think your design approach.
Ron
Secondly, attaching the aluminum column to the steel column will create a corrosion condition intolerable to the steel column, which will be hidden by the aluminum jacketing column. This could be catastrophic without warning if the interior steel column fails under high axial load due to loss of section from corrosion, and you won't have any indication of the problem since the aluminum will have hidden the corrosion from view.
Re-think your design approach.
Ron
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I don't think this is a non-convergent condition. At some point, it will reach equilibrium. However, Ron is on the right track regarding stiffness as a parameter in bracing. Traditionally, engineers have used 2% of the column axial force as a brace design force. However, the traditional methods of bracing use kickers or other axial-force members that are very stiff. If you want to use a more flexible bending member for bracing, you'll want to consider stiffness as well as strength. Joseph Yura of UT-Austin is the bracing guru and has written extensively on the subject if you want to read some references. Yura and Helwig also teach an AISC seminar on the subject, you might be able to get the seminar notes through AISC.
Beware of the greatly differing (aluminum's C.T.E is ~2x steel's C.T.E.) coefficients of thermal expansion. This could cause significant thermal stresses in addition to your design loads. A preliminary calculation shows that if your steel and alumimum are of equal areas, the thermal stress is about 5 ksi tension in the steel and 5 ksi compression in the aluminum for a 100 °F temperature change.
Also, as already noted, is the very relevant concern for galvanic corrosion.
Also, as already noted, is the very relevant concern for galvanic corrosion.
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The aluminum column is considerably larger and stiffer than the steel tube. I don't believe a non-convergent condition existis here. As for corrosion the steel is galvanized and the aluminum is painted, the structure is also inside in a controlled enviroment diminishing the thermal effects. They are 8 feet long and are attached together with (2) screws at 12" O.C.
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I would second Ron's point that corrosion will still occur. Since you are screwing them together, the steel screws will connect the aluminum directly with the raw steel that the screw is exposed to, creating a nice battery.
In terms of convergent/non-convergent, you must perform a Pdelta analysis to verify its stability, or at least perform the necessary calcs to check it. However, I agree that 8 foot long columns probably won't be subject to lateral instability.
I attended the Yura/Helwig seminar in 1998 and they presented a brace concept that would seem to apply here. For bracing, Yura emphasized that the brace must have adequate stiffness as well as strength.
The required stiffness was given as Beta = 4 x Ps / L where Beta is the required stiffness (kips/inch)
Ps is the service axial load (in this case - in your steel column)
L is the length (in this case - 4 feet to the brace point)
The required strength was given as Fbr = 0.004 x Ps
The above was for ASD. For LRFD, he gave
Beta = 2 x Pu / (phi x L)
Fbr = 0.004 x Pu
He indicated that the above was supposed to be coming in the next AISC Specification. Be cautioned that the above was a proposed concept, not yet adopted by any code.
So the force you apply laterally to the aluminum column would be the brace strength force Fbr. Separately, you would want to check the stiffness of the aluminum column by placing a unit load of 1 laterally at the midheight of the aluminum column and verifying that the deflection is less than L / (4 x Ps). You also would want to include (at least I would) any additional PDelta force due to the lateral deflection of both columns (they will move together) developed from wind and axial load happening together.
In terms of convergent/non-convergent, you must perform a Pdelta analysis to verify its stability, or at least perform the necessary calcs to check it. However, I agree that 8 foot long columns probably won't be subject to lateral instability.
I attended the Yura/Helwig seminar in 1998 and they presented a brace concept that would seem to apply here. For bracing, Yura emphasized that the brace must have adequate stiffness as well as strength.
The required stiffness was given as Beta = 4 x Ps / L where Beta is the required stiffness (kips/inch)
Ps is the service axial load (in this case - in your steel column)
L is the length (in this case - 4 feet to the brace point)
The required strength was given as Fbr = 0.004 x Ps
The above was for ASD. For LRFD, he gave
Beta = 2 x Pu / (phi x L)
Fbr = 0.004 x Pu
He indicated that the above was supposed to be coming in the next AISC Specification. Be cautioned that the above was a proposed concept, not yet adopted by any code.
So the force you apply laterally to the aluminum column would be the brace strength force Fbr. Separately, you would want to check the stiffness of the aluminum column by placing a unit load of 1 laterally at the midheight of the aluminum column and verifying that the deflection is less than L / (4 x Ps). You also would want to include (at least I would) any additional PDelta force due to the lateral deflection of both columns (they will move together) developed from wind and axial load happening together.
newbuilder
Structural
I know it doesn't answer the question entirely but have you tried a concrete filled tube to increase the axial capacity of the aluminium? This may also assist if fire protection is required.
nb
nb
The concrete-aluminum reaction is even stronger than the steel-AL one. NEVER let aluminum touch concrete.
WITT55,
Why are you choosing this approach? Why not just size a steel member to carry the entire load and provide a protective coating?
Imagineer
WITT55,
Why are you choosing this approach? Why not just size a steel member to carry the entire load and provide a protective coating?
Imagineer
Hi Witt55,
Interesting scenario!
Basic information such as dia. and shell thickness of al. and steel tubes missing.
Corrossion problem as explained by other contributors remains.
R there only 2 such columns. Location? What load is it supposed to take. If they r 8' in length what wind load has been considered. It may be less significant to load it laterally with wind load.
Controlled environment also implies covered area or mild exposure.
For reducing unbraced length, I would fix the steel tube ends and stiffen it with infill concrete. The end conditions and fixity play a significant role.
The Aluminium tube can be fixed at the top and pinned at the bottom. These connections depend on the foundation and what is supported on top.
The gap between the 2 tubes can be filled with a lagging material like rubber ( cold application )that would glue them together. Though I am not sure of the electrolysis element so chemical composition should be checked.
Riz
Interesting scenario!
Basic information such as dia. and shell thickness of al. and steel tubes missing.
Corrossion problem as explained by other contributors remains.
R there only 2 such columns. Location? What load is it supposed to take. If they r 8' in length what wind load has been considered. It may be less significant to load it laterally with wind load.
Controlled environment also implies covered area or mild exposure.
For reducing unbraced length, I would fix the steel tube ends and stiffen it with infill concrete. The end conditions and fixity play a significant role.
The Aluminium tube can be fixed at the top and pinned at the bottom. These connections depend on the foundation and what is supported on top.
The gap between the 2 tubes can be filled with a lagging material like rubber ( cold application )that would glue them together. Though I am not sure of the electrolysis element so chemical composition should be checked.
Riz
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