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    Test Pile MNB 9+642

    Uploaded by

    Kumar Atray

    Copyright:

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

    Test Pile MNB 9+642

    Uploaded by

    Kumar Atray
    1 views2 pages

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    1 views2 pages

    Test Pile MNB 9+642

    Uploaded by

    Kumar Atray

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
    Download as pdf or txt
    of 2

    PROJECT: CONSTRUCTION FOR WORK OF FOUR LANING OF NAJIBABAD BYPASS OF NH-119 FROM

    KM. 105.423 (EXISTING CH. 112.545) TO 122.200 (EXCLUDING 6.013 KM OF NH-74 BYPASS),
    (TOTAL PROJECT LENGTH = 10.764 KM) UNDER EPC MODE IN THE STATE OF UTTAR PRADESH.

    TITLE: TEST PILE DESIGN FOR MNB 9+642

    CLIENT NATIONAL HIGHWAY AUTHORITY OF INDIA

    D-1114

    Feb-2023 Submission of Design Note of Test Pile


    Rev Date Description

    Design consultant :
    CIVIL MANTRA INFRACON PRIVATE LIMITED
    TEST PILE DESIGN NEAR Pier - P1
    Pile Diameter = 1200
    Pile Length = 22
    Safe vertical load = 359 ( Safe vertical design load)
    Pile Lateral Capacity = 3 ( Safe lateral capcity)

    DEPTH OF FIXIDITY = 6.00 M As per Geotech


    Safety factor for Pile Cpacity 1

    ULTIMATE LOAD = 897.5 TON


    ULTIMATE LATERAL LOAD = 7.5 TON
    ( UNDER FREE HEAD CONDITION)
    Materials
    Concrete grade = 35 Mpa
    Steel grade = 500 Mpa
    Cover to outermost bar = 75 mm

    Vettical Load = 8975 kN


    Load Factor for applied load = 1.35
    Vertical Load = 12116 kN

    Case-1 (VERTICAL LOAD TEST CASE)


    Pu = 12116 kN
    Considering tolerance for load position = 20 mm
    Lateral Eccentricity = 20 mm
    Md ( min ecc x Pu) = 242 kN-m
    Ast Provided dia = 16 0
    nos. = 24 0
    Ast% = 0.427 %
    MU (Moment Capacity) = 302.00 kN-m
    Md/Mu = 0.104 <1
    Status = Safe
    Shear Check

    Maximum Shear Force = 75 kN


    Load Factor for Basic Combi = 1.35
    Ultimate Design SF Vd = 101.25 kN-m
    Equavalent width of section = 1063.20 mm
    Tension steel provided in pile 50% of Ast = 0.21 %

    bw = 1063.20 mm
    d = 1063.20 mm
    K (1+(200/d)^.5 = 1.43
    r1 = 0.00
    fck = 35 Mpa
    scp = 0 Mpa
    Vrds = 352.66 kN
    Vd = 101.25 kN
    Status = Safe

    Provide Shear Reinforcement


    Vu = 0 kn
    Shear reinf dia = 10 mm
    spacing = 140 c/c
    z = 956.88
    Vs = As.fys/1.15.z/s
    = 233 kN
    >
    Vu 0
    Safe

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