Columns Design final without intro

Columns Design final without intro - Columns Design...

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Unformatted text preview: Columns Design Tributary Area: Table C.1 Table Column Tributary Area Column X(m) Y(m) Area Total area(m2) C1 2.08 2.28 4.7424 4.74 C2 4.07 2.28 9.2796 9.28 C3 2 2.28 4.56 4.56 C4 2.08 3.93 8.1744 8.17 C5 4.07 2.09 8.5063 8.51 C6 2 3.94 7.88 9.77 1.39 1.36 1.8904 C7 0.93 1.95 1.8135 1.81 C8 0.93 1.95 1.8135 7.41 2.08 2.69 5.5952 C9 4.08 4.55 18.564 18.56 C10 0.93 1.95 1.8135 1.81 C11 3 1.95 5.85 5.85 C12 4.07 1.95 7.9365 7.94 C13 C14 2.04 1.5 3.06 3.06 C15 2.04 1.5 3.06 3.06 C16 2.04 1.5 3.06 3.06 C17 2.04 1.5 3.06 3.06 C18 2.04 3.58 7.3032 7.3 C19 4.07 3.58 14.5706 14.57 C20 2.04 3.58 7.3032 7.3 C21-- 2.3 8.08-- 5.7789 C22 4.07 2.83 11.5181 11.52 C23-- 2.3 8.08-- 5.7789 C24 3.13 2.68 8.3884 8.39 C25 3.13 2.68 8.3884 8.39 C26 3.13 1.93 6.0409 6.04 C27 3.13 1.93 6.0409 6.04 C28 2.08 2.28 4.7424 4.74 C29 4.07 2.28 9.2796 9.28 C30 2 2.28 4.56 4.56 C31 2.08 3.93 8.1744 8.17 C32 4.07 2.09 8.5063 8.51 C33 2 3.94 7.88 9.77 1.39 1.36 1.8904 C34 0.93 1.95 1.8135 1.81 C35 0.93 1.95 1.8135 7.41 2.08 2.69 5.5952 C36 4.08 4.55 18.564 18.56 C37 0.93 1.95 1.8135 1.81 C38 3 1.95 5.85 5.85 C39 4.07 1.95 7.9365 7.94 C40 Loads: LL=250kg/m2 DL : 1- Tiling=200 kg/m2 2- Partition=250kg/m2 3- Weight of slab: a- Beams=548kg/m2 b- Ribs= 497 kg/m2 Weight of slab=(0.2x548)+0.8x(548+497)/2 = 527.6 kg/m2 Factored Load: Wu= 1.2x(527.6+250+200) +1.6x250 =1.57 T/m2 Design of the first column (C1): Pu : For Gr. floor: Wu = 15.7x 4.74x6= 446.51 KN For 1 st floor: Wu=15.7x4.74x5=372.09 KN For 2 nd floor: Wu= 15.7x4.74x4=297.67 KN For 3 rd floor: Wu=15.7x4.74x3=223.25 KN For 4 th floor: Wu=15.7x4.74x2=148.83 KN For 5 th floor: Wu=15.7x4.74x1= 74.41 KN Weight of columns: Assuming: Unit weight of concrete= 2.5 T/m2 h (for columns) =200 mm and b=800 mm and height=3m Therefore 0.2x0.8x3x2.5T/m2=1.2 T= 12 KN/floor For 6 floors: Pu (at bottom) = 6x12=72 KN For 5 floors: Pu(1)=5x12= 60 KN For 4 floors: Pu(2)=4x12= 48 KN For 3 floors: Pu(3)=3x12= 36 KN For 2 floors: Pu(4)=2x12= 24 KN For 1 floor: Pu(5)=1x12= 12 KN Pu total: Gr floor=72+446.51=518.51KN 1 st floor=60+372.09=432.09KN 2 nd floor= 48+297.67=345.67KN 3 rd floor=36+223.25=259.25KN 4 th floor=24+148.83=172.83KN 5 th floor =12+74.41=86.41KN The design of the remaining columns follows the same method and the results are shown in the table C.2 Table C.2 Loads (KN) Totals loads (KN) Colu mn Are a W (load s) W (colum n) Gr. floor 1st floor 2nd floor 3rd floor 4th floor 5th floor C1 4.74 15.7 12 518.5 432.1 345.7 259.3 172.8 86.4 C2 9.28 15.7 12 946.2 788.5 630.8 473.1 315.4 157.7 C3 4.56 15.7 12 501.6 418 334.4 250.8 167.2 83.6 C4 8.17 15.7 12 841.6 701.3 561.1 420.8 280.5 140.3 C5 8.51 15.7 12 873.6 728 582.4 436.8 291.2 145.6 C6 9.77 15.7 12 992.3 826.9 661.6 496.2 330.8 165.4 C7 1.81 15.7 12 242.5 202.1 161.7 121.3 80.8 40.4 C8 7.41 15.7 12 770 641.7 513.3 385 256.7 128.3 C9 18.5 6 15.7 12 1820.4 1517 1213.6 910.2 606.8 303.4 C10 1.81 15.7 12 242.5 202.1 161.7 121.3 80.8 40.4 C11 5.85 15.7 12 623.1 519.2 415.4 311.5 207.7 103.8 C12 7.947....
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This note was uploaded on 01/27/2010 for the course DS csc 270 taught by Professor Dr.m.g during the Spring '10 term at Notre Dame University-Louaize.

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Columns Design final without intro - Columns Design...

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