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    Sample Computation For Roof Beam

    Uploaded by

    Denice Castro
    This document provides information about the sizing and loading of a roof floor beam. It specifies the beam dimensions as 300mm x 450mm. It then calculates the weight and factored load of the beam as 3.804 kN/m. It also includes the moment of inertia values for different beam lengths. Finally, it lists the distribution factors and fixed end moments for the beam based on the given information.

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    © All Rights Reserved
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    Sample Computation For Roof Beam

    Uploaded by

    Denice Castro
    87 views3 pages
    This document provides information about the sizing and loading of a roof floor beam. It specifies the beam dimensions as 300mm x 450mm. It then calculates the weight and factored load of the beam as 3.804 kN/m. It also includes the moment of inertia values for different beam lengths. Finally, it lists the distribution factors and fixed end moments for the beam based on the given information.

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    Sample Computation for roof beam

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    This document provides information about the sizing and loading of a roof floor beam. It specifies the beam dimensions as 300mm x 450mm. It then calculates the weight and factored load of the beam as 3.804 kN/m. It also includes the moment of inertia values for different beam lengths. Finally, it lists the distribution factors and fixed end moments for the beam based on the given information.

    Copyright:

    © All Rights Reserved
    Download as DOCX, PDF, TXT or read online from Scribd
    Download as docx, pdf, or txt
    87 views3 pages

    Sample Computation For Roof Beam

    Uploaded by

    Denice Castro
    This document provides information about the sizing and loading of a roof floor beam. It specifies the beam dimensions as 300mm x 450mm. It then calculates the weight and factored load of the beam as 3.804 kN/m. It also includes the moment of inertia values for different beam lengths. Finally, it lists the distribution factors and fixed end moments for the beam based on the given information.

    Copyright:

    © All Rights Reserved
    Download as DOCX, PDF, TXT or read online from Scribd
    Download as docx, pdf, or txt
    of 3

    ROOF FLOOR BEAM (B5) 0.

    00057
    DF 12=DF 16,15= =0.4444
    FROM GRIDLINES 1-16 ALONG GRIDLINE G 0.000712+0.00057

    Beam size = 300mm × 450mm 0.00057


    DF 21=DF 23= =0.3077
    Weight of the beam = 0.30m × 0.45m × 23.5kN/m3 = 3.17 kN/m 0.000712+0.00057+ 0.00057
    0.000712
    FACTORED LOAD: WUD = 1.2WDL DF 33 ' =DF 22 ' = =0.3846
    WUD1 = 1.2 (weight of the beam) 0.000712+0.00057+ 0.00057
    WUD1 = 1.2 (3.17) = 3.804 kN/m 0.00057
    WUD1 = WUD2 = WUD3 = WUD4 = WUD5 = WUD6 = WUD7 = WUD8 = WUD9 = WUD10 = WUD11 = DF 34=DF 32= =0.3077
    0.000712+0.00057+ 0.00057
    WUD12 = WUD13 = WUD14 =DL15 = WUD16 = 3.804 kN/m
    0.00057
    DF 43= DF 45= =0.3077
    k FOR BEAMS/GIRDERS (k=I/L): 0.000712+ 0.00057+0.00057
    At L = 4.00 m; k = (.300)(.450)3/12/4 = 0.00057m3
    0.000712
    At L = 2 m; k = (.300)(.450)3/12/2 = 0.001139m3 DF 44 ' =DF 99' = =0.3846
    0.000712+0.00057+ 0.00057
    At L = 6 m; k = (.300)(.450)3/12/6 = 0.00038m3 0.00057
    DF 54=DF 67= =0.2353
    0.000712+ 0.00057+0.001139
    At L = 3 m; k = (.300)(.450)3/12/3 = 0.000759m3
    0.001139
    k FOR COLUMNS (k=I/L): DF 56=DF 65= =0.4706
    0.000712+0.00057+ 0.001139
    At L = 3.2 m; k = (.300)(.450)3/12/3.2 = 0.000712m3
    0.000712
    DISTRIBUTION FACTORS:(Note: DF for fixed end is zero) DF 55 ' =DF 66 ' = =0.2941
    0.000712+ 0.00057+0.001139
    k of member 0.00057
    DF = DF 76=DF 89= =0.3429
    Ʃ of k at the joint 0.000712+0.00038+ 0.00057
    0.000712 0.00038
    DF 11' =DF 16' = =0.5556 DF 78=DF 87= =0.2286
    0.000712+0.00057 0.000712+ 0.00038+ 0.00057
    0.000712
    DF 77 ' =DF 88 ' = =0.4286
    0.000712+ 0.00057+0.00038
    0.00057
    DF 98=DF 9,10= =0.3077
    0.000712+ 0.00057+0.00057
    0.00057 FIXED END MOMENTS:
    DF 10,9=DF 11,12= =0.2791
    0.000712+0.00057+0.000759 WL2
    FEM =±
    0.000712 12
    DF 10 ' =DF 11' = =0.3488
    0.000712+0.00057+ 0.000759
    FEM 12=FEM 23=FEM 34=FEM 45=FEM 67=FEM 89=FEM 910 =FEM 1012=FEM 1314=FEM 1415=
    0.000759
    DF 10,11 =DF 11,10 = =0.3721
    0.000712+0.00057+ 0.000759
    0.00057 FEM 21=FEM 32=FEM 43=FEM 54=FEM 76=FEM 98=FEM 109=FEM 1210=FEM 1413 =FEM 1514 =
    DF 12,11 =DF 13,14= =0.2791
    0.000712+0.00057+0.000759
    −3.804 (2)2
    0.000712 FEM 56= =−1.268 kNm
    DF 12 ' =DF 13 ' = =0.3488 12
    0.000712+0.00057+ 0.000759
    3.804( 2)2
    0.000759 FEM 65= =1.268 kNm
    DF 12,13=DF 13,12= =0.3721 12
    0.000712+0.00057+ 0.000759
    0.00057 −3.804 (6)2
    DF 14,13=DF 14,15= =0.3077 FEM 78= =−11.412 kNm
    0.000712+0.00057+ 0.00057 12

    0.000712 3.804 (6)2


    DF 14 ' =DF 15 ' = =0.2239 FEM 87= =11.412 kNm
    0.000712+ 0.00057+0.00057 12

    0.00057 −3.804 (3)2


    DF 15,14=DF 15,16= =0.3077 FEM 1011=FEM 1213= =−2.853 kNm
    0.000712+ 0.00057+0.00057 12
    3.804(3)2
    FEM 1110 =FEM 1312 = =2.853 kN
    12

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