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    BEAM

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    Tano Bahaboba
    This document analyzes the capacity design of a reinforced concrete beam with double reinforcement. It provides input data on the beam's geometry, material properties, and reinforcement details. The analysis calculates parameters such as compression steel stress, compression force, tensile forces, and bending moment capacity according to equations that consider factors like concrete compressive strength, steel yield strength, area of steel reinforcement, and location of neutral axis.

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    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd

    BEAM

    Uploaded by

    Tano Bahaboba
    32 views3 pages
    This document analyzes the capacity design of a reinforced concrete beam with double reinforcement. It provides input data on the beam's geometry, material properties, and reinforcement details. The analysis calculates parameters such as compression steel stress, compression force, tensile forces, and bending moment capacity according to equations that consider factors like concrete compressive strength, steel yield strength, area of steel reinforcement, and location of neutral axis.

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    BEAM.xls

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    This document analyzes the capacity design of a reinforced concrete beam with double reinforcement. It provides input data on the beam's geometry, material properties, and reinforcement details. The analysis calculates parameters such as compression steel stress, compression force, tensile forces, and bending moment capacity according to equations that consider factors like concrete compressive strength, steel yield strength, area of steel reinforcement, and location of neutral axis.

    Copyright:

    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd
    Download as xls, pdf, or txt
    32 views3 pages

    BEAM

    Uploaded by

    Tano Bahaboba
    This document analyzes the capacity design of a reinforced concrete beam with double reinforcement. It provides input data on the beam's geometry, material properties, and reinforcement details. The analysis calculates parameters such as compression steel stress, compression force, tensile forces, and bending moment capacity according to equations that consider factors like concrete compressive strength, steel yield strength, area of steel reinforcement, and location of neutral axis.

    Copyright:

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

    ANALYSIS OF RECTANGULAR REINFORCED CONCRETE BEAM

    WITH DOUBLE REINFORCEMENT


    (Assumption: reduction of concrete area by compression steel area are neglected)

    Capacity design of Beam


    imput data pada sel warna kuning
    As
    No fc fy b b h As As' As1 As2 r r' rmax=0.75rb rb ry r - r' d' d
    (0, 85 fc ' β 1 b
    Beam (Mpa) (Mpa) (mm) (mm) (mm2) (mm2) (mm2) (mm2) (mm) (mm)
    fc '−30
    As − As 2 As ' fs ' As As' 0. 85 fc ' β 600 0.85 fc ' β 600 d'
    0 . 85−0. 08 ( )
    10 fy bd bd fy 600+fy fy 600−fy d
    B30x53 25 300 0.85 300 650 2,280 1,520 1,320 960 0.01266 0.00844 0.03011 0.04014 0.01003 0.00422 50 600
    2-AB 25 400 0.85 140 200 603 603 351 252 0.02691 0.02691 0.02032 0.02709 0.03387 - 40 160
    1-AC 25 400 0.85 140 250 556 402 368 188 0.01890 0.01367 0.02032 0.02709 0.02580 0.00523 40 210
    3-AC 25 400 0.85 140 250 402 157 341 61 0.01367 0.00534 0.02032 0.02709 0.02580 0.00833 40 210
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    24 345 0.85 300 300 1,206 603 971 235 0.01608 0.00804 0.02393 0.03191 0.02365 0.00804 50 250
    fs'
    (0, 85 fc ' β 1 b ). c 2 +( A s ' 600− A s f y ). c− A s' 600 d '=0 c (N/mm2) fs Cs' Cc C Ts1 Ts2 T Mn
    (mm) leleh⇒ fs'=fy (N/mm2) (N) (N) (N) (N) (N) (N) (Nmm)
    2 d' 600( d −c ) βc
    0.85 fc ' . β bc ( A s' 600− A s f y ).c 600 As ' d ' fs '=600(1− )
    c
    ≤fy fs ' As ' 0.85fc ' β cb Cs' +Cc As 1 fy As 2 fy Ts1 +Ts2 Ts 1 ( d − )+Ts2 ( d −d ' )
    c 2
    5418.75 227,964.00 -45,592,800.00 73.07 189.45 300.00 287,925.13 395,966.92 683,892.05 396,000.00 288,000.00 684,000.00 383,701,733.316
    2528.75 120,576.00 -14,469,120.00 55.47 167.33 400.00 100,882.20 140,269.80 241,152.00 140,352.00 100,800.00 241,152.00 31,243,555.862
    2528.75 18,840.00 -9,646,080.00 58.15 187.27 400.00 75,267.11 147,044.89 222,312.00 147,112.00 75,200.00 222,312.00 40,041,878.391
    2528.75 -66,568.00 -3,768,000.00 53.95 155.11 400.00 24,352.27 136,415.73 160,768.00 136,368.00 24,400.00 160,768.00 29,658,768.928
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185
    5202 -54,259.20 -18,086,400.00 64.41 134.23 345.00 80,926.65 335,060.55 415,987.20 334,912.20 81,075.00 415,987.20 90,775,087.185

    6.4412565272
    1.44
    5.0012565272
    345,331,559.98 Balok 4.68 KN/m
    Plat 3.06 KN/m
    D 7.74 KN/m

    L 3.50 KN/m

    Qu=1.4D+1.7L 16.79 KN/m

    Mmax= 302.21 KNm

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