Design Concrete

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Transcript of Design Concrete

  • Mutu Bahan 1Pembebanan 2Portal 9Hasil Analisa Struktur

    BETONPenulangan 10Balok Cantilever 10Balok Ring 11Sloof 11Balok Anak 12Balok Tepi 12Kolom 12BAJAAtap 14Gording 17PONDASIPondasi Mini Pile 20Poor 21Plat 23

    GAMBAR 24

    DAFTAR ISI

  • MUTU BAHANfc' = 25 MPa fy = 400 MPa fys = 240 MPa

    MATERIAL

    b hBalok 200 350RingBalok 150 250BlkAtap 100 150Sloof 250 500Kolom 250 250Plat 120

    BEBANAtap (D) 50 kg/mAtap (L) 100 kg/m

    Lantai (L) 200 kg/m

    Demensi (mm)Jenis

    1

  • PEMBEBANAN (DISTRIBUSI BEBAN / TAMPAK ATAS)

    2

    2 6

    2

    2

    4 4

    BEBAN GRAVITASITrapesium: qtr = [1 - 4/3(a/L)] qSegi Tiga : qst = 2/3 q

    a = 1 mL = 4 m

    qtr = [1 - 4/3(1/4)] qqtr = 0.9167

    MATIPlat 0.12 * 2400 = 288 kg/mFinishing 50 kg/m

    qDL = 338 kg/m

    HIDUP qLL = 200 kg/m

    Trapesiumqtr,DL = 0.9167x338x1*2 = 620 kg/m'qtr,LL = 0.9167x200x1*2 = 366 kg/m'qst,DL = 2/3x338x1*2 = 450 kg/m'qst,LL = 2/3x200x1*2 = 266 kg/m'

    2 02GRAVITASI

  • Balok Anak ukuran 15 35

    4 R RBerat sendiri = 0.15x0.35x2400= 126 kg/m'

    qDL = 126 + 620 = 746 kg/m'qUL = 1.2x746 + 1.6x366= 1481 kg/m'

    M,ult = 1/8 x qUL x L =1/8 x 1481 x 4 = 2962 kgm

    29.0276 kNmR,DL 1/2 x qDL x L =

    1/2 x 746 x 4 = 1492 kg14.6216 kN

    R,LL 1/2 x qLL x L =1/2 x 366 x 4 = 732 kg

    7.1736 kN

    V,ult = 1/2 x qUL x L =1/2 x 1481 x 4 = 2962 kg

    29.0276 kN

    Hitung h & b Balok Anakh = 300 mm h = L/16 250 mmb = 150 mm

    PORTAL P P2 2

    6Ukuran Balok 25 50Berat sendiri = 0.25x0.5x2400= 300 kg/m'

    qDL = 300 + 450 = 750 kg/m'qLL = 266 kg/m'qUL = 1.2x750 + 1.6x266= 1326 kg/m'

    P = 2 * Vu =2 * 2962 = 5924 kg

    3 02GRAVITASI

  • M,UL = 1/12 x qUL x L + P x a =1/12 x 1326 x 6 = 3978 kgm
  • BEBAN PLAT

    2

    2 6

    2

    2

    4 4

    BEBAN GRAVITASI

    MATIPlat 0.12 * 2400 = 288 kg/mFinishing 50 kg/m

    qDL = 338 kg/m

    HIDUP qLL = 200 kg/m

    ULTIMATEqUL = 1.2 qDL + 1.6 q LLqUL = 1.2*338 + 1.6*200 = 725.6 kg/m

    Penulangan Plat : y 4

    2

    x

    5 02GRAVITASI (2)

  • Arah X1 1

    q = 2/3 qUq = 2/3*725.6 =

    4 483.7333 kg/m485 kg/m'

    Arah Y

    q = qU2 q = 725.6 kg/m

    725 kg/m'untuk 1 pias (/m')

    MuX = 242.5 kg-m/m' 2.3765 kN-m/m'MuY = 362.5 kg-m/m' 3.5525 kN-m/m'hplat = 120 mm

    Penulangan lentur akibat MuX dan MuYAx = 118 mm /m'Ay = 177 mm /m'

    Amin = 548 mm digunakan 8 - 100A = 500 mm

    6 02GRAVITASI (2)

  • BEBAN GEMPA

    ATAPMati 50 x 4 x 10 = 2000 kgBs Atap (asumsi) 50 x 10 500 kgDinding 250 x 2 x 2 = 1000 kgKolom 0.3 x 0.3 x 4 x 2400 = 864 kgHidup 100 x 4 x 9.15 x 0.3 = 1098 kg

    W3 = 5462 kg

    LANTAIMatiPlat 338 x 6 x 4 = 8112 kgDinding 250 x 4 x 2 = 2000 kgKolom 0.3 x 0.3 x 4 x 2400 = 864 kgHidup 200 x 6 x 4 0.3 = 1440 kg

    W2 = 12416 kg

    DISTRIBUSI PEMBEBANAN

    Lantai h F(kN)Atap 12 4.5374L2 8 6.8698L1 4 3.4398

    14.847

    V = Wt x I x C =30294 * 1 * 0.05 = 1515 kg

    151530294 214536

    F (kg)463701351

    W6554499328

    Wxh

    49664

    54621241612416

    7 03GEMPA

  • ANGIN kiri Kananw1 w41

    -0.4

    0.02 - 0.4 21 22 w42 22 21w2 55

    19,20 23,24 23,24 19,201 = 30

    w3 12 13 13 120.9 w43

    7 8 8 7

    2 3 3 2

    qwind1 = 0.02*30 - 0.4 = 0.2qwind2 = 0.02*55 - 0.4 = 0.7qwind3 = 0.9qwind4 = 0.4Asumsi beban Anginw = 40 kg/m

    Beban Anginw1 = 0.2 * 4 * 40 = 32 kg/m'w2x = 0.7 * 4 * 40 = 112 kg/m'w3x = 0.9 * 4 * 40 = 144 kg/m'w4x = 0.4 * 4 * 40 = 64 kg/m'Angin kiri kananw1x = 32 * cos 55 = 18.4 kg/m' 21 -18.4 22w1y = 32 * sin 55 = -26.2 kg/m' 21 -26.2 22w2x = 112 * cos 30 = 97 kg/m' 19,20 -97 23,24w2y = 112 * sin 30 = -56 kg/m' 19,20 -56 23,24w3x = 144 kg/m' 2,7,12 -144 3,8,13w3y = 0 kg/m' 2,7,12 0 3,8,13w41x = 64 * cos 55 = 36.7 kg/m' 22 -36.7 21w41y = 64 * sin 55 = 52.4 kg/m' 22 52.4 21w42x = 64 * cos 30 = 55.4 kg/m' 23,24 -55.4 19,20w42y = 64 * sin 30 = 32 kg/m' 23,24 32 19,20w43x = 64 kg/m' 3,8,13 -64 2,7,12w43y = 0 kg/m' 3,8,13 0 2,7,12

    8 04Angin

  • PORTAL 15.53

    WF150x75x14

    13.8112.82

    15/25 12

    1464 LL 1464 LL 7332984 DL 2984 DL 1983

    25/47 8

    1464 LL 1464 LL 7332984 DL 2984 DL 1983

    25/47 4

    30/60 0

    1.15 6 2

    Balok b h A I E25/47 250 470 0.1175 0.002163 2.1E+09 1 BP15/25 150 250 0.0375 0.000195 2.1E+09 2 BR30/60 300 600 0.18 0.0054 2.1E+09 3 Sloof15/30 150 300 0.045 0.000338 2.1E+09 4 BC30/30 300 300 0.09 0.000675 2.1E+09 5

    WF150x75x14 0.001785 6.66E-06 2.1E+10 6

    Beban qDL qLL Member25/47 750 266 5, 6, 10, 1115/25 90 0 14, 15, 1630/60 432 0 1Atap 200 400Atap55x 0 0 21, 22Atap55y 349 400 21, 22Atap30x 0 0 19, 20, 23, 24Atap30y 231 400 19, 20, 23, 24

    Beban Terpusat (Tengah) Beban Angin kiri kananP,DL = 2984 kg w1x = 18.4 21 -18.4 22P,LL = 1464 kg w1y = -26.2 21 -26.2 22

    w2x = 97 19,20 -97 23,24Beban Terpusat (Tepi) w2y = -56 19,20 -56 23,24P,DL = 1983 kg w3x = 144 2,7,12 -144 3,8,13P,LL = 733 kg w3y = 0 2,7,12 0 3,8,13

    w41x = 36.7 22 -36.7 21GEMPA w41y = 52.4 22 52.4 21Atap 463 kg w42x = 55.4 23,24 -55.4 19,20L2 701 kg w42y = 32 23,24 32 19,20L1 351 kg w43x = 64 3,8,13 -64 2,7,12

    w43y = 0 3,8,13 0 2,7,12

    1 2

    4 5 6

    8 9 10

    11 12 13 14

    1516 17

    18

    19 20 21

    1

    2 3

    7 8

    12 13

    1011

    56

    14 15 16

    17 18

    21 22

    19 20 23 24

    9 05PORTAL

  • HASIL ANALISA STRUKTURBALOK PORTALMOMENELEMEN MLap MTump Shear MLap MTump Shear MLap MTump Shear

    5 8665.64 -14346.72 11410.84 6532.41 -12732.30 8872.84 4499.07 -9212.40 6216.7310 8880.36 -14263.48 11447.44 6534.91 -11946.80 8655.39 4471.40 -8552.34 6026.30

    MOMENELEMEN MLap MTump Shear MLap MTump Shear

    5 7510.08 -15163.92 10024.89 5508.08 -11750.91 7061.4410 7281.77 -13766.73 9610.76 5055.48 -10271.89 6601.52

    Momen MaximumLap 8880.36 kgm 87.02753 kN-mTump -15163.92 kgm -148.606 kN-m

    Vmax 11447.44 kg 112.1849 kN

    b = 250 mmh = 470 mm

    Penulangan LenturLapanganAtarik 634 mm digunakan 3 D 19 852Atekan 0 mm digunakan 2 D 19 568TumpuanAtarik 1140 mm digunakan 5 D 19 1420Atekan 0 mm digunakan 2 D 19 568

    Penulangan Geserbegel = 10 mmSbegel = 0.85 mm /dibulatkan = 0 mm

    BALOK CANTILEVERMOMENELEMEN MLap MTump Shear MLap MTump Shear MLap MTump Shear

    6/ 9 0.00 -9756.00 6203.60 0.00 -6998.04 4454.10 0.00 -4919.40 3134.70

    MOMENELEMEN MLap MTump Shear MLap MTump Shear

    6/ 9 0.00 -7317.00 4652.70 0.00 -4919.40 3134.70

    Momen MaximumTump -9756.00 kg-m = -95.6088 kN-mVmax 6203.60 kg = 60.79528 kN

    b = 250 mm 0.1175h = 370 mm 0.002163

    1.2D+1.6L 1.05(D+0.6LG) 0.9(DG)

    0.75(1.2D+1.6L1.6W) 0.9D1.3W

    0.75(1.2D+1.6L1.6W)

    1.2D+1.6L 1.05(D+0.6LG) 0.9(DG)

    0.9D1.3W

    10 06SAP

  • Penulangan LenturTumpuanAtarik 992 mm digunakan 4 D 19 1136Atekan 0 mm digunakan 2 D 19 568

    Penulangan Geserbegel = 10 mmSbegel = 0.85 mm /dibulatkan = 0 mm

    BALOK RING (Ring Balk)Mtump- -974.92 kgm 9.554241 kNmMtump+ 390.34 kgm 3.825371 kNmVmax -465.04 kg 4.557421 kNN+ 991.88 kg 9.720385 kNN- -41.54 kg 0.407131 kN

    b = 150 mm 0.0375h = 250 mm 0.000195

    Akibat Tarik, T = 9.7203848 kNAtarik = 9720.3848/400 24.30096 mm

    Akibat Lentur, M = -9.554241 kNmAtarik = 130 mmAtarik = 130 + 24.300962 = 154.301 mm digunakan 2 D 13 266 mm

    Akibat Lentur, M = 3.8253712 kNmAtarik = 51 mmAtarik = 51 + 24.300962 = 75.30096 mm digunakan 2 D 13 266 mm

    Begel 8 mmSbegel = 0.85 dipakai begel praktis jarak 200 mm

    SLOOFReaksi Dead Load

    1 424.99 11,090.002 -424.99 21,700.00

    Reaksi Live Load1 153.09 5,458.002 -153.09 9,320.00

    Total DL 32,790.00LL 14,778.00

    L = 6 mqDL = 32790 / 6 = 5465 kg/m'Sloofb = 300 mm bs Sloof = 0.3 x 0.6 x 2400 =h = 600 mm 432 kg/m'qDL = 5465 - 432

    5033 kg/m'qLL = 14778 / 6 = 2463 kg/m'qUlt = 1.2*5033 + 1.6*2463 =

    9980.4 kg/m

    11 06SAP

  • Mmax = 1/12* qU * L = 1/12 * 9980.4 * 6 = 29941.2 kgm = 293.4 kNmVmax = 1/2 * qUlt * L = 1/2 * 9980.4 * 6 = 29941.2 kg = 293.4 kN

    Penulangan LenturAtarik = 1691 mm digunakan 7 D 19 1988 mmAtekan 0 mm

    begel = 10 mmSBegel 0.85 mm /dibulatkan = 0 mm

    BALOK ANAKb = 150 mmh = 300 mmMult = 29.0276 kN-mVult = 29.0276 kN

    Penulangan LenturAtarik = 346 mm digunakan 2 D 16 402 mmAtekan = 0 mm

    Penulangan Geserbegel = 8 mmSbegel = 0.85 mm /dibulatkan = 0 mm

    BALOK TEPIb = 150 mmh = 250 mmMult = 17.4 kN-mVult = 17.4 kN

    Penulangan LenturAtarik = 245 mm digunakan 3 D 13 399 mmAtekan = 0 mm

    Penulangan Geserbegel = 8 mmSbegel = 0.85 mm /dibulatkan = 0 mm

    KOLOMSatuan = kg-mElemen

    N M N M N M N M N M2 -20974.24 -2329.32 -12512.37 -186.27 -15748.89 -3063.06 -7764.12 130.32 -10538.28 -2335.503 -39642.40 1598.21 -29148.21 2537.66 -25911.69 -337.24 -19964.88 1966.00 -17190.72 -498.20

    ElemenN M N M N M N M

    2 -13137.72 644.25 -18363.60 -4274.91 -6342.16 1487.92 -12003.53 -3841.173 -32364.72 3726.58 -27138.84 -1192.58 -21430.13 3472.48 -15768.76 -1856.61

    0.9(DG)

    (0.9D+1.2L1.2W) 0.9D1.3W

    1.05(D+0.6LG) 0.9(DG)

    (0.9D+1.2L1.2W) 0.9D1.3W

    1.2D+1.6L 1.05(D+0.6LG)

    12 06SAP

  • Satuan = kN-mElemen

    N M N M N M N M N M2 -205.55 -22.83 -122.62 -1.83 -154.34 -30.02 -76.09 1.28 -103.28 -22.893 -388.50 15.66 -285.65 24.87 -253.93 -3.30 -195.66 19.27 -168.47 -4.88

    ElemenN M N M N M N M

    2 -128.75 6.31 -179.96 -41.89 -62.15 14.58 -117.63 -37.643 -317.17 36.52 -265.96 -11.69 -210.02 34.03 -154.53 -18.19

    Kolomb = 300 mmh = 300 mmAtotal = 900 mm digunakan 4 D 19 1136

    ElemenNu Mu Nu Mu Nu Mu Nu Mu Nu Mu

    2 649.40 72.10 1215.40 36.50 346.00 67.30 1215.40 36.50 282.20 62.503 1215.40 3