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    Factored Reaction (W) Factored Tensile Force On The Plate W/2

    Uploaded by

    Sudhanshu Shekhar Singla
    1. The nominal shear capacity of the bolt is calculated as 45.27 KN based on bolt grade, dimensions, and material properties. 2. The bearing capacity of the bolt is calculated as 116.36 KN based on bolt diameter, plate thickness, and edge/pitch distances. 3. With 10 bolts per row, the connection is designed to resist a factored tensile load of 250 KN and a moment of 75,000 KN-mm. Checks are performed to verify the connection strength against various limit states.

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

    Factored Reaction (W) Factored Tensile Force On The Plate W/2

    Uploaded by

    Sudhanshu Shekhar Singla
    18 views8 pages
    1. The nominal shear capacity of the bolt is calculated as 45.27 KN based on bolt grade, dimensions, and material properties. 2. The bearing capacity of the bolt is calculated as 116.36 KN based on bolt diameter, plate thickness, and edge/pitch distances. 3. With 10 bolts per row, the connection is designed to resist a factored tensile load of 250 KN and a moment of 75,000 KN-mm. Checks are performed to verify the connection strength against various limit states.

    Original Description:

    bolt design

    Original Title

    SUDHANSHU

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    1. The nominal shear capacity of the bolt is calculated as 45.27 KN based on bolt grade, dimensions, and material properties. 2. The bearing capacity of the bolt is calculated as 116.36 KN based on bolt diameter, plate thickness, and edge/pitch distances. 3. With 10 bolts per row, the connection is designed to resist a factored tensile load of 250 KN and a moment of 75,000 KN-mm. Checks are performed to verify the connection strength against various limit states.

    Copyright:

    © All Rights Reserved
    Download as XLSX, PDF, TXT or read online from Scribd
    Download as xlsx, pdf, or txt
    18 views8 pages

    Factored Reaction (W) Factored Tensile Force On The Plate W/2

    Uploaded by

    Sudhanshu Shekhar Singla
    1. The nominal shear capacity of the bolt is calculated as 45.27 KN based on bolt grade, dimensions, and material properties. 2. The bearing capacity of the bolt is calculated as 116.36 KN based on bolt diameter, plate thickness, and edge/pitch distances. 3. With 10 bolts per row, the connection is designed to resist a factored tensile load of 250 KN and a moment of 75,000 KN-mm. Checks are performed to verify the connection strength against various limit states.

    Copyright:

    © All Rights Reserved
    Download as XLSX, PDF, TXT or read online from Scribd
    Download as xlsx, pdf, or txt
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    FACTORED REACTION(W) = 500 KN

    FACTORED TENSILE FORCE ON THE PLATE W/2 = 250 KN

    1 NOMINAL SHEAR CAPACITY OF BOLT :

    Vdsb = fub ( nn x Anb+ ns x Asb) x


    sqrt3 x ϒmb

    specification Grade /classifications yield stress fu , ULTIMATE


    fy , tensile stress
    N/mm 2
    N/mm2
    MIN. NOMINAL MIN. NOMINAL
    IS 1367 3.6 330 180 190 300
    (part 3) 4.6 400 240 240 400
    4.8 420 320 340 400
    5.6 500 300 300 500
    5.8 520 400 420 500
    6.8 600 480 480 600
    8.8 (D<16mm) 800 660
    9.8 900 720
    10.9 1040 940
    12.9 1220 1100

    NOMINAL DIAMETER OF BOLT


    BOLT GRADE
    ULTIMATE STRENGTH OF BOLT
    YIELDING STRENGTHOF BOLT
    ULTIMATE STRENGTH OF PLATE
    YIELDING STRENGTHOF PLATE
    NO. OF SHEAR PLANE WITH THREAD INTERCEPTING SHEAR PLANE
    NO. OF SHEAR PLANE WITHOUT THREAD INTERCEPTING SHEAR PLANE
    NOMNAL PLANE SHANK AREA OF BOLT = (πd2)/4
    NET SHEAR AREA OF BOLT HREAD = 0.78 x(πd2)/4
    NUM. OF SHEAR PLANE
    Vdsb = 45.272 KN

    2 BEARING CAPACITY OF BOLT :

    Vdpb = 2.5 x Kb x d x t
    ϒmb

    DIAMETER d = 20
    GROSS AREA do = 22
    SUM OF CONNECTED PLATES THICKNESS t = 16
    EDGE DISTANCE e = 30
    PITCH DISTANCE p = 50

    i) e/3do = 0.454545
    ii) p/3do - 0.25 = 0.507576
    iii) fub/fu = 0.97561
    iv) = 1
    kb is minimum of above BOLT VALUE =
    kb = 0.45454545 NO OF BOLT =
    SAY =
    Vdpb = 116.364 KN

    3 TENSILE STRENGTH :

    Tdb= Tnb/ϒmb
    Tnb= 0.9*fu*An < fyb*Asb*(ϒmb/ϒm0)

    NET EFFECTIVE AREA An =


    Tdb =
    =

    4 DESIGN STRENGTH OF YIELDING OF GROSS SECTION (PLATE)

    Tdg = (Ag*fy/ϒm0)

    WIDTH OF PLATE b = 200 mm


    THICKNESS OF PLATE t = 8 mm
    AREA OF PLATE Ag = 1600 mm2

    Tdg = 363.6363636 KN

    5 RUPTURE OF CRITICAL SECTION

    Tdn = (0.9*fu*An)/ϒml

    NET EFFECTIVE AREA An = 54.4


    Tdn = 16058.88
    6 APPROX. NO. OF BOLT n = SQRT(6M/n1pVsd)
    ECCENTRIICITY e = 300 mm
    MOMENT OF CONNECTION DUE TO FACTORED LOAD M = 75000 KN-mm
    NO. OF VERTICAL ROWS OF BOLTS (ASSUMED) n1 = 2
    PITCH OF VERTICAL BOLTS p = 50
    EDGE DISTANCE e = 30
    DESIGN STRENGTH OF BOLT Vsd = 45.272 (min. Of shear, bearing & tear)
    n = 9.9698665
    SAY = 10 (PER ROW)
    7 ECCENTRIC BOLTED CONNETIONS

    i) RESISTANCE AGAINST TRANSLATION = P/n

    FACTORED LOAD = 250 KN


    NO. OF BOLTS ON ONE BRACKET = 20
    P/n = 12.5 KN

    ii) WITH RESPECT TO CENTROID

    HORIZONTAL DISTANCE OF PARTICULAR BOLT TO CENTROID = 90


    VERTICAL DISTANCE OF PARTICULAR BOLT TO CENTRIOD = 360

    ∑x2+∑y2 = 4 mm2

    K= P*e
    ∑x2+∑y2

    = 18.75 KN/mm
    SAY = 19 KN/mm
    RESISTING FORCE AGAINST ROTATION
    Sa = K*ra
    = 19 * ra

    TOTAL VERTICAL COMPONET ON BOLT V= P + K*ra sinϴ


    n
    = 14.21 KN

    TOTAL HORIZONTAL COMPONET ON BOLT H = Sa * cosϴ


    = 6.84 KN

    RESULTANT = 15.77053265 N

    CHECK FOR STRENGTH :


    DEPTH OF PLATE h= 510 mm
    NEUTRAL AXIS h/7 = 72.857 mm
    TOTAL TENSION EXERTED BY BOLTS
    DISTANCE OF NEAREST BOLT OF NEUTRAL AXIS
    ∑y = 7.143 + 57.143 + 107.143 + 157.143 + 207.143 + 257.143 +
    ∑y2 = 51.02041 + 3265.306 + 11479.592 + 24693.87755 + 42908.163 + 66122.45 +

    K = P * e
    ∑y2 + (2h/21) * ∑y

    = 0.059834905

    Tmax = K*Ymax = 24361.354 N


    Vb = P/n = 1250000 N

    check : 2 2

    Vb + Tmax < 1
    Vdb Tdb

    = 762.422696

    hence connecti
    (CLAUSE.10.3.3 IS 800:2007)
    PAGE 75
    REDUCTION FACTOR

    Properties
    Elongation
    percentage (min)

    24
    22
    14
    20
    10
    80
    12
    10
    9
    8

    UNITS
    d = 20 mm
    = 4.6
    fub = 400 N/mm2
    fyb = 240 N/mm2
    fu = 410 N/mm2
    fy = 250 N/mm2
    nn = 1
    ns = 0
    Asb = 314.1593 mm2
    Anb = 245.0442 mm2
    = 1

    (CLAUSE.10.3.4 IS 800:2007)
    PAGE 75

    mm
    mm
    mm
    mm
    mm

    45.27243 KN
    5.522124
    6

    (CLAUSE.10.3.4 IS 800:2007)
    PAGE 76
    (CLAUSE.6.3.1 IS 800:2007)
    PAGE 32

    245.0442
    70572.74 < 85679.8
    SATISFIED
    . Of shear, bearing & tear)
    307.143 + 357.143 + 407.143 = 3728.571 mm
    94336.73 + 127551 + 165765.3 = 1072347 mm
    Ymax = 407.143

    Tdb = 88215.92
    Vdb = 45272.43

    = 0
    < 1
    hence connection is SAFE

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