perhitungan struktur

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  • B . PONDASI

    1. Design of Main Foundation I P-1 : Data :

    Allowable soil strength = 1.00 kg/cm2

    fc' = 250.00 kg/cm2

    fy = 4000.00 kg/cm2

    Concrete mass/vol. = 2.40 ton/m3

    Axial load (P) = 17500.00 kg

    Moment (M) = 1531.00 kg.m

    Try width of found. (B) = 170.00 cm

    Try width of column (b) = 50.00 cm

    Try deepth of WF (l) = 40.00 cm

    a. Foundation PlanThicknes of found. = 50.00 cm

    Weight of foundation = 0.12 kg/cm2

    Allowable soil strength net. = 0.88 kg/cm2

    Extrem soil stress = P/A + M / (1/6 B^3)

    = 0.61 + 0.19

    = 0.79 kg/cm2

    Extrem soil stress < Allw. Soil strength nett. ?

    = 0.79 < 0.88 ?

    ...YES

    b. 2 way shear Chek Vu = 17500.00 kg

    b = 1.00d = 44.00 cm

    bo = 4 x (d + b ) = 376.00 cm

    fVc = 0,6 [ 1/6 (1+2/b fc'. bo . D ]

    = 2481600.00 N.

    = 248160.00 kg.

    fVc > Vu ..? = 248160.00 > 17500.00 ..?

    YES

    c. 1 way shear Chek

    fVc = 0,6 [1/6 fc'. B . D ]= 374000.00 N.

    37400.00 kg.

    fVc > Vu ..? = 37400.00 > 17500.00 ..?

    YES

    d. Reinforcement for bending momentMu = 1531.00 kg.m

    r min. = 1.4/fy = 0.0035Rn = Mu / B.d^2 = 0.05

    m = fy / 0.85 fc' = 18.82

    1/m = 0.05

    (1-2.m.Rn/fy)^0,5 = 1.00

    r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5

    = 0.0001 < 0.0035 (r min.) Use = 0.0035

    As = r.B.d. = 2618.00 mm2

    try f = 16.00 mmnumber = 20.00

    As = 4019.20 > 2618.00

    OK

  • Use : B = 170.00 cm

    b = 50.00 cm

    t = 50.00 cm

    f = 16.00 mmn = 20.00 pcs

    g. Sloof :

    Beban axial sloof = = 1750.00 kg = 10% ax.kolom ? Ok !Coba penampang sloof = b 20.00 cm

    = h 30.00 cm

    Cek tekan beton = 2.92 kg/cm2 < 75 kg/cm2 ? Ok !

    As min. 1% beton = 6.00 cm2

    ambil n besi = 6.00 buah

    f besi sloof = 1.13 cm > min 1,2 cm ? No !

    f besi begel sloof minimum = 8 mm

    h. Strous :Coba n = 4.00 buah

    f strous = 50.00 cm

    Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 4375.00 + 900.59

    = 5275.59 kg

    Kekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cm

    Maka kekuatan ijin strous = Keliling x geser cleaf

    = 15700.00 kg > P max ? Ok !

    2. Design of Main Foundation II P-2 : Data :

    Allowable soil strength = 1.00 kg/cm2

    fc' = 300.00 kg/cm2

    fy = 2400.00 kg/cm2

    Concrete mass/vol. = 2.40 ton/m3

    Axial load (P) = 26899.00 kg

    Moment (M) = 1961.00 kg.m

    Try width of found. (B) = 200.00 cm

    Try width of column (b) = 50.00 cm

    Try deepth of WF (l) = 40.00 cm

    a. Foundation PlanThicknes of found. = 35.00 cm

    Weight of foundation = 0.08 kg/cm2

    Allowable soil strength net. = 0.92 kg/cm2

    Extrem soil stress = P/A + M / (1/6 B^3)

    = 0.67 + 0.15

    = 0.82 kg/cm2

    Extrem soil stress < Allw. Soil strength nett. ?

    = 0.82 < 0.92 ?

    ...YES

    b. 2 way shear Chek Vu = 26899.00 kg

    b = 1.00d = 29.00 cm

    bo = 4 x (d + b ) = 316.00 cm

    fVc = 0,6 [ 1/6 (1+2/b fc'. bo . D ]

    = 1505798.86 N.

    = 150579.89 kg.

    fVc > Vu ..? = 150579.89 > 26899.00 ..?

    YES

    c. 1 way shear Chek

    fVc = 0,6 [1/6 fc'. B . D ]

  • = 317679.08 N.

    31767.91 kg.

    fVc > Vu ..? = 31767.91 > 26899.00 ..?

    YES

    d. Reinforcement for bending momentMu = 1961.00 kg.m

    r min. = 1.4/fy = 0.01Rn = Mu / B.d^2 = 0.12

    m = fy / 0.85 fc' = 9.41

    1/m = 0.11

    (1-2.m.Rn/fy)^0,5 = 1.00

    r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5

    = 0.0005 < 0.0058 (r min.) Use = 0.0058

    As = r.B.d. = 3383.33 mm2

    try f = 18.00 mmnumber = 16.00

    As = 4069.44 > 3383.33

    OKUse : B = 200.00 cm

    b = 50.00 cm

    t = 35.00 cm

    f = 18.00 mmn = 16.00 pcs

    e. Design of Base Plat :Width of base plat (w) = 50.00 cm

    Critical cantilv.length (m) = 5.00 cm

    Conc. Bearing stress (fp) = 105.00 kg/cm2

    Thickness of base plat (t) = 2.m (fp / fy)^0.5

    = 2.09 cm

    f. Anker Bolt (6 bolt) :

    Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 20.00 cm

    jumlah baut angker (n) = 6.00

    Gaya akibat Momen (P1) = 4902.50 kg

    1 baut memikul (P1 / 2) (tarik) = 2451.25 kg

    Gaya akibat Normal (tekan) = 4483.17 kg

    A 1 baut = 4.33 cm2

    f = 2.35 cmL = 144.60 cm

    g. Sloof :

    Beban axial sloof = = 3000.00 kg > 10% ax.kolom ? Ok !Coba penampang sloof = b 20.00 cm

    = h 30.00 cm

    Cek tekan beton = 5.00 kg/cm2 < 75 kg/cm2 ? Ok !

    As min. 1% beton = 6.00 cm2

    ambil n besi = 6.00 buah

    f besi sloof = 1.13 cm > min 1,2 cm ? No !

    f besi begel sloof minimum = 8 mm

    h. Strous :Coba n = 2.00 buah

    f strous = 50.00 cm

    Pmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) = 13449.50 + 980.50

    = 14430.00 kg

    Kekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cm

    Maka kekuatan ijin strous = Keliling x geser cleaf

    = 15700.00 kg > P max ? Ok !

  • 3. Design of Main Foundation III (tangga) P-3 : Data :

    Allowable soil strength = 1.00 kg/cm2

    fc' = 300.00 kg/cm2

    fy = 2400.00 kg/cm2

    Concrete mass/vol. = 2.40 ton/m3

    Axial load (P) = 4832.00 kg

    Moment (M) = 571.00 kg.m

    Try width of found. (B) = 120.00 cm

    Try width of column (b) = 30.00 cm

    Try deepth of WF (l) = 20.00 cm

    a. Foundation PlanThicknes of found. = 25.00 cm

    Weight of foundation = 0.06 kg/cm2

    Allowable soil strength net. = 0.94 kg/cm2

    Extrem soil stress = P/A + M / (1/6 B^3)

    = 0.34 + 0.20

    = 0.53 kg/cm2

    Extrem soil stress < Allw. Soil strength nett. ?

    = 0.53 < 0.94 ?

    ...YES

    b. 2 way shear Chek Vu = 4832.00 kg

    b = 1.00d = 19.00 cm

    bo = 4 x (d + b ) = 196.00 cm

    fVc = 0,6 [ 1/6 (1+2/b fc'. bo . D ]

    = 611915.64 N.

    = 61191.56 kg.

    fVc > Vu ..? = 61191.56 > 4832.00 ..?

    YES

    c. 1 way shear Chek

    fVc = 0,6 [1/6 fc'. B . D ]= 124880.74 N.

    12488.07 kg.

    fVc > Vu ..? = 12488.07 > 4832.00 ..?

    YES

    d. Reinforcement for bending momentMu = 571.00 kg.m

    r min. = 1.4/fy = 0.01Rn = Mu / B.d^2 = 0.13

    m = fy / 0.85 fc' = 9.41

    1/m = 0.11

    (1-2.m.Rn/fy)^0,5 = 0.99

    r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5

    = 0.0006 < 0.0058 (r min.) Use = 0.0058

    As = r.B.d. = 1330.00 mm2

    try f = 16.00 mmnumber = 8.00

    As = 1607.68 > 1330.00

    OK

  • Use : B = 120.00 cm

    b = 30.00 cm

    t = 25.00 cm

    f = 16.00 mmn = 8.00 pcs

    e. Design of Base Plat :Width of base plat (w) = 30.00 cm

    Critical cantilv.length (m) = 5.00 cm

    Conc. Bearing stress (fp) = 105.00 kg/cm2

    Thickness of base plat (t) = 2.m (fp / fy)^0.5

    = 2.09 cm

    f. Anker Bolt (6 bolt) :

    Geser ijin beton K300 = 6.50 kg/cm2Jarak baut terjauh dari as = 17.00 cm

    jumlah baut angker (n) = 6.00

    Gaya akibat Momen (P1) = 1679.41 kg

    1 baut memikul (P1 / 2) (tarik) = 839.71 kg

    Gaya akibat Normal (tekan) = 805.33 kg

    A 1 baut = 1.03 cm2

    f = 1.14 cmL = 70.43 cm

    g. Sloof :

    Beban axial sloof = = 3000.00 kg > 10% ax.kolom ? Ok !Coba penampang sloof = b 15.00 cm

    = h 20.00 cm

    Cek tekan beton = 10.00 kg/cm2 < 75 kg/cm2 ? Ok !

    As min. 1% beton = 3.00 cm2

    ambil n besi = 6.00 buah

    f besi sloof = 0.80 cm > min 1,2 cm ? No !

    f besi begel sloof minimum = 8 mm

    4. Design of Main Foundation Gabungan P-4 :Data :

    Allowable soil strength = 1.00 kg/cm2

    fc' = 300.00 kg/cm2

    fy = 2400.00 kg/cm2

    Concrete mass/vol. = 2.40 ton/m3

    Axial load (P)kiri = 5476.00 kg

    Moment (M)kiri = 1287.00 kg.m

    Axial load (P)kanan = 12348.00 kg

    Moment (M)kanan = 1355.00 kg.m

    P total = 17824.00 kg

    Try width of found. (B) = 150.00 cm Try width of found. (L) = 300.00 cm

    Try width of column (b) = 40.00 cm

    Try deepth of WF (l) = 30.00 cm

    a. Foundation PlanThicknes of found. = 35.00 cm

    Weight of foundation = 0.08 kg/cm2

    Allowable soil strength net. = 0.92 kg/cm2

    Extrem soil stress = P total /A

    = 0.40

    = 0.40 kg/cm2

  • Extrem soil stress < Allw. Soil strength nett. ?

    = 0.40 < 0.92 ?

    ...YES

    b. 2 way shear Chek Vu = 5476.00 kg

    b = 1.00d = 29.00 cm

    bo = 4 x (d + b ) = 276.00 cm

    fVc = 0,6 [ 1/6 (1+2/b fc'. bo . D ]

    = 1315191.41 N.

    = 131519.14 kg.

    fVc > Vu ..? = 131519.14 > 5476.00 ..?

    YES

    c. 1 way shear Chek

    fVc = 0,6 [1/6 fc'. B . d ]= 238259.31 N.

    23825.93 kg.

    fVc > Vu ..? = 23825.93 > 5476.00 ..?

    YES

    d. Reinforcement for bending momentMu max. (dari SAP2000) = 4000.00 kg.m

    r min. = 1.4/fy = 0.01Rn = Mu / B.d^2 = 0.32

    m = fy / 0.85 fc' = 9.41

    1/m = 0.11

    (1-2.m.Rn/fy)^0,5 = 0.99

    r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5

    = 0.0013 < 0.0058 (