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# Comparison of Axial Capacity of CFRT Columns using ABAQUS and AS5100 Equation Essay Example

- Category:Engineering and Construction
- Document type:Assignment
- Level:Undergraduate
- Page:1
- Words:364

us) that can be calculated according to AS 5100. The formula that is used to calculate is shown below. In the equation reinforcement contribution is not factored *N*A rectangular concrete that has been filled with tabular steel stub column that is under compressional force has an ultimate section capacity (

*φ Asfy + φc Ac f’c*us = *N*

Where As= steel area

= area of concrete section*Ac*

= steel nominal yield strength *fy*

= compressive strength of concrete*fc*

capacity reduction for steel with value of 0.9*φ=*

reduction capacity for concrete with value of 0.6*Φc= *

/10 the extra increase in the strength of the concrete slab strength as a result of confinement effect should be put into consideration. The ultimate section capacity changes when the effect of confinement is considered and it is depicted by the formula:*do*) is less than 0.5 and eccentricity loading under design bending momentum is less than *λr*The above equation can be applied also for circular concrete filled steel tubular stub column. On the other hand if relative slenderness (

*φ Asη2fy + φc Ac f’c*us = *N*

are the coefficients for reflecting confinement effect*η2 *and *η1 *

is the concrete strength increase= *η1 *Where

steel strength reduction as a result of confinement effect= *η2*

The procedure of calculating the coefficients is provided in Clause 10.6.2.2 of AS 5100.

of concrete that is filled with steel tabular is calculated using the formula *Nuc *≤ 4 can be ignored because it does not have any effect on the final results. When these slenderness are put into consideration the *b */*Le*or *do */*Le* is put into consideration. Stub column defined by *c*) is to be calculated, slenderness effect represented by a slenderness reduction factor, *Nuc*When ultimate member capacity (

_{us}*N*_{us }*N*_{c}_{uc}*N*

_{) is calculated using the formula}_{c}(_{Slenderness reduction factor }

*ξ*_{c = }

= compression member factor*ξ *Where

= function of relative slenderness*λ *

_{}_{cr}*N*/ _{us }*N* is give by _{λ}

_{is is calculated by the formula }_{Ncr}_{is calculated using previous formulas, capacity factors are taken as unity. }_{us }*N*_{where }

*Ncr = *

_{}_{c}*I*_{c}*E*_{c}_{s }*EI*_{e }_{}*EI*

= second momentum of steel areas sections*Is *Where

=second momentum of uncracked steel sections areas. *Ic *

= capacity factors. *φc*and *φ *