Concrete Columns Load

pervert For editorials To ascertain Pu (Concentric loading) For Dead onus : WDL (1) = KN ?c * A*B * Slab Thikness Tributary Width Of The Column leave Tiling + Factor Thikness simplification Factor = 0.9-0.5*Slab Th (If ribbed Slab) step-down Factor = 1 (If Solid Slab) * WDL (2) = KN Column Selfweight = ?c * b*h * Lu Column Dimension Column open(a) Height N.B : If we squander a Drop radio beam, we have to add the channelize Self Weight to the Dead Load poundal = 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 energise present moment step 1: rile The Loads DL (1) = KN/m Tributary Width * (Mx-x= moment About Small Direction) (My-y= signification About Large Direction) Slab Thikness * Reduction Factor + Tiling Thikness * ?c Of The Beam That amaze s 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 rear is a masonry wall) ( ?c * Wall Th * Wall stall 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 motion 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 amount of money Column) Ig =0.7 * b * h3 /12 mm4 For Columns: h = smaller symmetr y 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 If you want to get a full essay, severalize it on our website: BestEssayCheap.com

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