Concrete Columns Load

pervert For Columns

To ascertain Pu (Concentric Load)
For Dead Load : WDL (1) = KN

?c

*

A*B

*

Slab Thikness

Tributary Width Of The Column

step-down Tiling + Factor Thikness simplification Factor = 0.9-0.5*Slab Th (If Ribbed Slab) Reduction Factor = 1 (If Solid Slab) *

WDL (2) = KN

Column Selfweight

=

?c

*

b*h

*

Lu

Column Dimension

Column open(a) Height

N.B : If we have a Drop radio beam, we have to add the Beam Self Weight to the Dead Load

PDL = KN

WDL (1)

+

WDL (2)

For Live Load : PLL = KN A * B * LL 2 (For Residential Building) 5 (For University,Balcomy, stride Case,Corridors…) 0.75*LL (For End Roof)

PU = KN

1.2

*

PDL

+

1.6

*

PLL

To Get present moment
step 1: Get The Loads DL (1) = KN/m Tributary Width *

(Mx-x=Moment About Small Direction) (My-y=Moment About Large Direction)

Slab Thikness

*

Reduction Factor

+

Tiling Thikness

*

?c

Of The Beam That Cause Moment

Hadi Lakkis

Load For Columns

DL (2) = DL (2) = KN/m LL = KN/m N.



B :

DL (1) DL (1)

+ +

Weight Of Masonry Wall

(If at that place is a masonry wall)

( ?c * Wall Th * Wall faint Length (LU))

Tributary Width

*

LL

Put The Loads To Cause ace Curvuture if possible

Step 2: Get Moment At The take (M Top ) 1- Draw The Beams & The Columns Attached To The Nod 2- Get ME ME = ME = 3-E*I= 0.4 * 4700 * 1+ ßd Wu * Ln2 /12 MR - M L ?Fc * Ig (If Its an Edge Column) (If Its a center Column)

Ig =0.7 * b * h3 /12 mm4

For Columns: h = smaller dimension if Mx-x and h = larger dimension if My-y

Multiply Ig by 0.35 for Beams Multiply Ig by 0.7 for Columns 4 - Get KTop = 5 - MTop = ME E*I * / Lc/c

ßd = 1.2PDL / Pu

KCol KnCol + 0.5*Kn Beam n = Number Of Beams or Columns

Step 3 : Get The Moment At The Bottom (M Bot ) N.B :If The Columns defend The Same Dimensions, b , h & Lu Then K is the Same

Hadi Lakkis

Load For Columns

Hadi Lakkis

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