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    Informasi Data: Analisis Momen Crack Tangga

    Uploaded by

    Carey Rich
    1) The document analyzes the moment cracking of a staircase using ACI 318-99 code. 2) It provides input data such as material properties, beam dimensions, and reinforcement details. 3) The results include calculations of the cracking moment (Mcr), effective moment of inertia (Ie), and a note to use Ie for deflection calculations. The cracking moment is found to be 0.52 ton-m.

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

    Informasi Data: Analisis Momen Crack Tangga

    Uploaded by

    Carey Rich
    69 views4 pages
    1) The document analyzes the moment cracking of a staircase using ACI 318-99 code. 2) It provides input data such as material properties, beam dimensions, and reinforcement details. 3) The results include calculations of the cracking moment (Mcr), effective moment of inertia (Ie), and a note to use Ie for deflection calculations. The cracking moment is found to be 0.52 ton-m.

    Original Description:

    tangga

    Original Title

    2 tangga

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    1) The document analyzes the moment cracking of a staircase using ACI 318-99 code. 2) It provides input data such as material properties, beam dimensions, and reinforcement details. 3) The results include calculations of the cracking moment (Mcr), effective moment of inertia (Ie), and a note to use Ie for deflection calculations. The cracking moment is found to be 0.52 ton-m.

    Copyright:

    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd
    Download as xls, pdf, or txt
    69 views4 pages

    Informasi Data: Analisis Momen Crack Tangga

    Uploaded by

    Carey Rich
    1) The document analyzes the moment cracking of a staircase using ACI 318-99 code. 2) It provides input data such as material properties, beam dimensions, and reinforcement details. 3) The results include calculations of the cracking moment (Mcr), effective moment of inertia (Ie), and a note to use Ie for deflection calculations. The cracking moment is found to be 0.52 ton-m.

    Copyright:

    © All Rights Reserved
    Download as XLS, PDF, TXT or read online from Scribd
    Download as xls, pdf, or txt
    of 4
    At a glance
    Powered by AI
    The document provides an analysis of a reinforced concrete beam based on ACI 318 code provisions.

    The beam being analyzed is a singly reinforced rectangular beam.

    The input data provided includes properties of the concrete, beam dimensions, reinforcement amounts and locations, and working moment.

    ANALISIS MOMEN CRACK TANGGA

    ANALISIS LENTUR
    ACI 318 - 99

    Informasi Data
    P/
    2

    P/2
    A's

    h=16.67 mm
    As

    40 cm

    40

    40 cm
    b=39.11 mm

    Data Penampang
    b=
    39.11 cm
    h=

    16.67

    cm

    d=

    14.02

    cm

    d' =

    2.5

    cm

    Data Bahan
    Panjang Mod.
    (L) =
    Elastis (E)
    =

    A's =
    As =

    0.39 kN m
    0.9

    Ma=

    dia (cm)
    1.3
    1.3

    15

    Luas

    1.05

    Es =
    fy =

    y=

    0.981
    Mcr (kN m) =
    Mcr (ton m) =

    0.39 kN m
    15,098 cm4
    ### mm4

    Inersia (I) =

    2.65
    mm2
    2.65
    mm2
    dia (cm) jarak (cm)

    Sengkang

    tjd

    Data Tulangan
    n
    2
    2

    21,640 N/mm2
    0.1 ton

    Beban (P/2) =

    M
    Tulangan
    Tul. Tekan
    Tul. Tarik

    1,200 mm

    200,000 N/mm2
    240 N/mm2
    0.0012

    cm2

    Data Masukan ke Perhitungan


    Reinforcing Yield Strength, fy
    Concrete Comp. Strength, f 'c
    Beam Width, b
    Depth to Tension Reinforcing, d
    Total Beam Depth, h
    Tension Reinforcing, As
    No. of Tension Bars in Beam, Nb
    Tension Reinf. Bar Spacing, s1
    Clear Cover to Tension Reinf., Cc
    Depth to Compression Reinf., d'
    Tulangan Tekan, A's
    Momen kerja, Ma
    Momen Ultimit, Mu
    Gaya Geser Ultimit, Vu
    Total Stirrup Area, Av(stirrup)
    Tie/Stirrup Spacing, s2

    Kesimpulan
    Momen Crack penampang
    Beban P/2

    atau dengan kata lain P =


    Momen TERJADI
    Konstruksi Tangg #NAME?

    =
    240
    M Pa
    =
    21.2
    M Pa
    =
    39.11
    cm
    =
    14.02
    cm
    =
    16.67
    cm
    =
    2.65
    cm2
    =
    2
    =
    35.11
    cm
    =
    2
    cm
    =
    2.5
    cm
    =
    2.65
    cm2
    =
    0.39
    kNm
    =
    0.39
    kNm
    =
    0
    kN
    = 1.0471976 cm2
    =
    15
    cm

    0.52
    0.1
    0.2
    0.39

    Konversi mutu beton ke K


    K - 250.372

    ton-m
    ton
    ton
    ton-m

    5.19
    0.52

    ANALISIS BALOK BETON BERTULANG PENAMPANG PERSEGI


    Lentur, Geser, Kontrol Retak dan Penampang Inersia
    ACI 318

    Data
    b

    Beam or Slab Section?


    Exterior atau Interior?
    Reinforcing Yield Strength, fy =
    Concrete Comp. Strength, f 'c =
    Beam Width, b =
    Depth to Tension Reinforcing, d =
    Total Beam Depth, h =
    Tension Reinforcing, As =
    No. of Tension Bars in Beam, Nb =
    Tension Reinf. Bar Spacing, s1 =
    Clear Cover to Tension Reinf., Cc =
    Depth to Compression Reinf., d' =
    Tulangan Tekan, A's =
    Momen kerja, Ma =
    Momen Ultimit, Mu =
    Gaya Geser Ultimit, Vu =
    Total Stirrup Area, Av(stirrup) =
    Tie/Stirrup Spacing, s2 =

    Beam
    Exterior
    34.8
    3.074
    15.40
    5.52
    6.56
    0.411
    2.000
    13.823
    0.787
    0.984
    0.411
    0.29
    0.29
    0.00
    0.162
    5.9055

    ksi
    ksi

    in.
    in.

    As

    in.
    in.^2
    in.

    Penampang bertulangan tunggal


    d'=0.98''

    b=15.40''

    in.
    in.
    in.^2
    ft-kips

    A's
    =0.411
    h=6.56''

    d=5.52''

    ft-kips
    kips

    As=0.411

    in.^2
    in.

    Penampang bertulangan rangkap

    Hasil
    Cek Kapasitas Momen untuk Beam-Type Section:
    1 =
    0.85
    c = 0.419 in.
    a = 0.356 in.
    b = 0.04559
    (prov) = 0.00484
    (min) = 0.00575
    As(min) = 0.488 in.^2 > As = 0.41 in.^2, N.G.
    (temp) =
    N.A.
    (total for section)
    As(temp) =
    N.A.
    in.^2/face
    (max) = 0.03903
    As(max) = 3.317 in.^2 >= As = 0.41 in.^2, O.K.
    f 's =
    N.A.
    ksi (A's does not yield)
    Mn =
    5.74
    ft-k >= Mu = 0.29 ft-k, O.K.

    Kontrol Crack/ Retak


    Per ACI 318 Code:
    Es = 29000 ksi
    Ec =
    3160
    ksi
    n=
    9.18
    n = Es/Ec
    fs =
    1.67
    ksi
    fs(used) =
    1.67
    ksi
    s1(max) = 258.30 in. >= s1 = 13.82 in., O.K.

    Cek Kapasitas Geser untuk Beam-Type Section:


    Vc =
    8.01
    kips
    Vs =
    4.49
    kips
    Vn = Vc+Vs = 12.50 kips >= Vu = 0 kips, O.K.
    Vs(max) = 32.04 kips >= Vu-(phi)Vc = 0 kips, O.K.
    Av(prov) = 0.162 in.^2 = Av(stirrup)
    Av(req'd) = 0.000 in.^2 <= Av(prov) = 0.16 in.^2, O.K.
    Av(min) = 0.000 in.^2 <= Av(prov) = 0.16 in.^2, O.K.
    s2(max) =
    N.A.
    in.
    Keterangan

    Moment Inersia untuk Lendutan:


    fr =
    0.416 ksi
    kd = 1.3672 in.
    Ig = 362.73 in.^4
    Mcr =
    3.83
    ft-k
    Icr = 78.72 in.^4
    Ie = 362.73 in.^4 (for deflection)

    Per ACI 318 Code:


    dc = 1.0433
    z=
    4.28
    z(allow) = 145.00

    in.
    k/in.
    k/in. >= z = 4.28 k/in.,
    O.K.

    ANALISIS MOMEN CRACK TANGGA


    ANALISIS LENTUR
    Per ACI 318-99 Code
    fr =
    Es =
    Ec =
    n=
    r=
    B=
    kd =
    Ig =

    Input Data:
    Reinforcing Yield Strength, fy =
    Concrete Comp. Strength, f 'c =
    Beam/Section Width, b =
    Depth to Tension Reinforcing, d =
    Beam/Section Total Depth, h =
    Tension Reinforcing, As =
    Depth to Compression Reinf., d' =
    Compression Reinforcing, A's =
    Working Stress Moment, Ma =

    34.8
    3.074
    15.398
    5.520
    6.563
    0.411
    0.984
    0.411
    0.29

    ksi
    ksi
    in.
    in.

    in.

    Icr =
    Ig/Icr =

    in.^2
    in.

    As

    in.^2
    ft-kips

    Results:

    Singly Reinforced Section

    d'=0.9842

    fr =
    Es =
    Ec =
    n=
    kd =
    Ig =
    Mcr =
    Icr =
    Ig/Icr =
    Ie =

    0.416
    29000
    3160
    9.18
    1.3672
    362.73
    3.83
    78.72
    4.608
    362.73

    b=15.40''

    A's
    =0.411
    h=6.56299212598425''

    ksi
    ksi
    ksi
    in.

    As=0.411

    in.^4

    Doubly Reinforced Section

    ft-k
    in.^4
    in.^4

    Note: Use effective moment of inertia, 'Ie', in deflection calculations.


    Comments:

    Mcr =

    5.193
    0.52

    d=5.52''

    kNm
    ton m

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