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/m²Atap (L) 100 kg/m²

Lantai (L) 200 kg/m²

Demensi (mm)Jenis

1

PEMBEBANAN (DISTRIBUSI BEBAN / TAMPAK ATAS)

2

2 6

2

2

4 4

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

a = 1 mL = 4 m

qtr = [1 - 4/3(1/4)²] qqtr = 0.9167

MATIPlat 0.12 * 2400 = 288 kg/m²Finishing 50 kg/m²

qDL = 338 kg/m²

HIDUP qLL = 200 kg/m²

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 L² =1/8 x 1481 x 4² = 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 L² + P x a =1/12 x 1326 x 6² = 3978 kgm <<< 1/12 x qUL x L² 5924 x 2 = 11848 kgm + <<< P x a

15826 kgmMult = 155.0948 kNm

V,UL = ½ x qUL x L + P =½ x 1326 x 6 = 3978 kg <<< ½ x qUL x L

5924 kg + <<< P9902 kg

Vult = 97.0396 kN

Ukuran Balok Portalh = 500 mm h = L/16 375 mmb = 200 mm

Balok TepiBalok Tepi 15 25Lisplank 8 50

Plat = 0.9167 * 338 * 1 = 309.845 kg/m'BS = 0.15*0.25*2400 = 90 kg/m'

ListPlank = 0.08*0.5*2400 = 96 kg/m'qDL= 495.845 kg/m'

q,LL = 0.9167 * 200 * 1 = 183.34 kg/m'

qult = 1.2DL + 1.6LL1.2*495.845 + 1.6*183.34 = 888 kg/m'

Mult = ⅛ * qult * L² = ⅛ * 888 * 4² = 1776 kgm = 17.4 kNmVult = ½ * qult * L = ½ * 888 * 4 = 1776 kg = 17.4 kN

P,DL = 2 * ½ * 495.845 * 4 = 1983 kgP,LL = 2 * ½ * 183.34 * 4 = 733 kg

Trialb = 100 mmTrialh = 300 mm

4 02GRAVITASI

BEBAN PLAT

2

2 6

2

2

4 4

BEBAN GRAVITASI

MATIPlat 0.12 * 2400 = 288 kg/m²Finishing 50 kg/m²

qDL = 338 kg/m²

HIDUP qLL = 200 kg/m²

ULTIMATEqUL = 1.2 qDL + 1.6 q LLqUL = 1.2*338 + 1.6*200 = 725.6 kg/m²

Penulangan Plat : y 4

2

x

5 02GRAVITASI (2)

Arah X1 1

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

4 483.7333 kg/m²485 kg/m'

Arah Y

q = qU2 q = 725.6 kg/m²

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 mm² /m'Ay = 177 mm² /m'

Amin = 548 mm² digunakan Ø8 - 100A = 500 mm²

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*30º - 0.4 = 0.2qwind2 = 0.02*55º - 0.4 = 0.7qwind3 = 0.9qwind4 = 0.4Asumsi beban Anginw = 40 kg/m²

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 55º = 18.4 kg/m' 21 -18.4 22w1y = 32 * sin 55º = -26.2 kg/m' 21 -26.2 22w2x = 112 * cos 30º = 97 kg/m' 19,20 -97 23,24w2y = 112 * sin 30º = -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 55º = 36.7 kg/m' 22 -36.7 21w41y = 64 * sin 55º = 52.4 kg/m' 22 52.4 21w42x = 64 * cos 30º = 55.4 kg/m' 23,24 -55.4 19,20w42y = 64 * sin 30º = 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 mm² digunakan 3 D 19 852Atekan 0 mm² digunakan 2 D 19 568TumpuanAtarik 1140 mm² digunakan 5 D 19 1420Atekan 0 mm² digunakan 2 D 19 568

Penulangan GeserØbegel = 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+0.6L±G) 0.9(D±G)

0.75(1.2D+1.6L±1.6W) 0.9D±1.3W

0.75(1.2D+1.6L±1.6W)

1.2D+1.6L 1.05(D+0.6L±G) 0.9(D±G)

0.9D±1.3W

10 06SAP

Penulangan LenturTumpuanAtarik 992 mm² digunakan 4 D 19 1136Atekan 0 mm² digunakan 2 D 19 568

Penulangan GeserØbegel = 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 mm²

Akibat Lentur, M = -9.554241 kNmAtarik = 130 mm²Atarik = 130 + 24.300962 = 154.301 mm² digunakan 2 D 13 266 mm²

Akibat Lentur, M = 3.8253712 kNmAtarik = 51 mm²Atarik = 51 + 24.300962 = 75.30096 mm² digunakan 2 D 13 266 mm²

Begel Ø 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 * L² = 1/12 * 9980.4 * 6² = 29941.2 kgm = 293.4 kNmVmax = 1/2 * qUlt * L = 1/2 * 9980.4 * 6 = 29941.2 kg = 293.4 kN

Penulangan LenturAtarik = 1691 mm² digunakan 7 D 19 1988 mm²Atekan 0 mm²

Øbegel = 10 mmSBegel 0.85 mm /dibulatkan = 0 mm

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

Penulangan LenturAtarik = 346 mm² digunakan 2 D 16 402 mm²Atekan = 0 mm²

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

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

Penulangan LenturAtarik = 245 mm² digunakan 3 D 13 399 mm²Atekan = 0 mm²

Penulangan GeserØbegel = 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(D±G)

(0.9D+1.2L±1.2W) 0.9D±1.3W

1.05(D+0.6L±G) 0.9(D±G)

(0.9D+1.2L±1.2W) 0.9D±1.3W

1.2D+1.6L 1.05(D+0.6L±G)

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 36.50 1215.40 36.50 1215.40 36.50 1215.40 36.50 1215.40 36.50

ElemenNu Mu Nu Mu Nu Mu Nu Mu

2 1215.40 36.50 261.30 60.80 1215.40 36.50 162.10 51.903 1215.40 36.50 1092.20 48.00 1215.40 36.50 620.90 73.10

GeserVult 2400 kg

23.52 kN

Øbegel = 8 mmSbegel = 0.85 mm /dipakai = 150 mm²

PenulanganType b hBALOK (mm) (mm) Aatas Abawah Aatas Abawah Lap tumpRing Balok 150 250 2 D 13 2 D 13 2 D 13 2 D 13 Ø 8 - 200 Ø 8 - 200Blk Portal 250 470 2 D 19 3 D 19 5 D 19 2 D 19 Ø10 - 200 Ø10 - 0Cantilever 250 370 4 D 19 2 D 19 Ø10 - 0Sloof 300 600 7 D 19 7 D 19 7 D 19 7 D 19 Ø10 - 100 Ø10 - 0Blk Tepi 150 250 3 D 13 3 D 13 3 D 13 3 D 13 Ø 8 - 200 Ø 8 - 0Blk Anak 150 300 2 D 16 2 D 16 2 D 16 2 D 16 Ø 8 - 200 Ø 8 - 0KOLOM 300 300

Lapangan Tumpuan Begel

0.9(D+G)

0.9(D±G)

(0.9D+1.2L±1.2W) (0.9D+1.2L±1.2W) 0.9D±1.3W 0.9D±1.3W

1.2D+1.6L 1.05(D+0.6L±G) 1.05(D+0.6L±G) 0.9(D±G)

4 D 19 Ø 10 - 150

0.9(D-G)

(0.9D+1.2L+1.2W) (0.9D+1.2L-1.2W) 0.9D+1.3W 0.9D-1.3W

1.2D+1.6L 1.05(D+0.6L+G) 1.05(D+0.6L-G)

13 06SAP

ATAP Atap 200Atap55x 0Atap55y 349Atap30x 0Atap30y 231

3 4Angin

55º 72 5

30º1 8 9 6

Gaya Dalam

N V M N V M N V M1 - 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002 - 1 258.94 -575.42 -315.50 16.83 -98.80 -54.17 275.77 -674.22 -369.672 - 3 -3,047.00 620.68 -315.50 55.93 137.23 -54.17 -2,991.08 757.91 -369.673 - 2 -2,503.20 -340.44 -33.77 91.25 -37.81 45.78 -2,411.95 -378.25 12.013 - 4 -986.42 235.25 -47.17 72.94 25.47 5.07 -913.48 260.72 -42.104 - 3 -229.05 -315.17 -132.13 65.05 -24.51 6.09 -164.00 -339.68 -126.044 - 5 -229.05 315.17 -132.13 -43.40 -54.31 6.09 -272.45 260.86 -126.045 - 4 -986.42 -235.25 -47.17 -59.27 45.57 -3.21 -1,045.69 -189.68 -50.375 - 6 -2,503.20 340.44 -33.77 -91.81 -11.22 -47.02 -2,595.01 329.22 -80.796 - 5 -3,047.00 -620.68 -315.50 -71.65 88.77 30.94 -3,118.65 -531.92 -284.566 - 7 258.94 575.42 -315.50 -9.60 -56.43 30.94 249.34 518.99 -284.567 - 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003 - 5 -1,956.80 0.00 13.40 -2.68 -33.81 40.71 -1,959.48 -33.81 54.115 - 3 -1,956.80 0.00 13.40 -2.68 -33.81 -43.82 -1,959.48 -33.81 -30.42

N tetap = -3,047.00 kgM tetap = -315.50 kgm M1 = -33.77 kgm

Nsem = -3,118.646 kgMsem = -284.560 kgm WF200x100x21.3

WF200x100x18.2WF200x100x18.2 WF175x90x18.1hf = 198 mm Wx = 160 cm³ WF150x100x21.1bf = 99 mm Wy = 23 cm³ WF150x75x14tb = 4.5 mm Jx = 1580 cm⁴ts = 7 mm Jy = 114 cm⁴bs = 18.2 mm ix = 8.26 cmAs = 23.18 cm² iy = 2.21 cm

Beban Tetap Beban Angin Beban SementaraElemen

1

2

3

4

5

6

78 9

14 07ATAP

KONTROL KIPL = 200 cm

σℓ = 2400 kg/cm²

σ' = 1600 kg/cm²

h/tb = 198/4.5 = 44 < 75 Penampang berLky/h = 200/19.8 = 10.10101 < 1.25b/ts = 1.25*99/7 = 17.67857 ubah Bentuk

A' = 1/6*(h - 2ts) tb + ts*b = 1/6*(198 - 2*7)*4.5 + 7*99831 mm2 = 8.31 cm2

iA' = √(Iy/2A') = √[(114/(2*8.31) ]2.6190085 cm

λA' = Lk/iA' = 200/2.62 =76.335878 -> ωA' = 1.877

σkip = σ /ω = 1600 / 1.877 = 852 kg/cm²

σ = N/A + M/W3047/23.18 + 31550/160

329 kg/cm² < 852 kg/cm² (OK)

θ = 5 ×ω / ( 8 - 3 × M1/M2) 5 × 1.877 / ( 8 - 3 × 33.771/315.5)

θ = 1.222βx = 0.85 (Portal Bergoyang)

Faktor Pembesar MomenGA = 10 (Sendi)

k = 1.77

Faktor tekuk maxlkx = 200 x 1.77 = 354 cmlky = 200 cm

λx = lkx/ix = 354 / 8.26 = 42.85714 ω = 1.258λy= lky/iy = 200 / 2.21 = 90.49774 ω = 2.369

ωmax = 2.369σe = σ' / ω = 1600 / 2.369 = 675 kg/cm²

nx = A σe/N = 23.18 * 675 / 3047 = 5.135nx /(nx -1) =5.135/( 5.135-1) = 1.2418

GB = 1/2.5 0.4136521/2.01 + 1/2.13

15 07ATAP

KONTROL INTERAKSIBEBAN TETAP

σ = ωN/A + βx*θ*nx/(nx-1)*Mmax/Wx 2.369×3047/23.18 + 0.85×1.222×1.2418×31550/160565.74773 kg/cm² < 1600 kg/cm² (OK)

BEBAN SEMENTARAσ = ωN/A + βx*θ*nx/(nx-1)*Mmax/Wx

2.369×3118.646/23.18 + 0.85×1.222×1.2418×28456/160548.12734 kg/cm² < 2080 kg/cm² (OK)

16 07ATAP

GORDING

13.81

0.99 m

12.82

1.75

tan = 0.99 / 1.75 = 0.56571cos = 1.75 / 2.01 = 0.87038sin = 0.99 / 2.01 = 0.49238

BEBAN MATI

4 m

Beban Atap = 0.875 m * 50 kg/m2 = 43.75 kg/mBs. Gording = 4.96 kg/m

Total = 43.75 kg/m

Penggantung Gording = 2 buahMx = ⅛ * 43.75 * cos * 4² = 76.16 kgmMy = ⅛ * 43.75 * sin * (4/3)² = 4.79 kgm

α

q

q

q cos α

q sin α

17 08Gording

BEBAN HIDUP

4 m

P (LL) = 100 kg

Mx = ¼ * 100 cos * 4 = 87.04 kgmMy = ¼ * 100 sin * (4/3) = 16.41 kgm

Mx = 76.16 + 87.04 = 163.2 kgmMy = 4.79 + 16.41 = 21.2 kgm

KONTROL TEGANGANDipakai C150x50x20x2.3

Wx = 28 cm³hc 150 mm Wy = 6.33 cm³bc 50 mm Jx = 210 cm⁴tc 2.3 mm Jy = 21.9 cm⁴A 6.322 cm² ix = 5.77 cmbs 4.96 kg/m' iy = 1.86 cm

KONTROL KIPLky = 133 cm

σℓ = 2400 kg/cm²

σ' = 1600 kg/cm²h/tb = 150/2.3 = 65.2174 < 75Lky/h = 133/15 = 8.86667 < 1.25b/ts = 1.25*50/2.3 Penampang Berubah1.25b/ts=1.25*50/2.3 = 27.1739

Penampang BerubahA' = 1/6*(h - 2ts) tb + ts*b = 1/6*(150 - 2*2.3)*2.3 + 2.3*50

170.7367 mm2 = 1.707 cm2

iA' = √(Iy/2A') = √[(21.9/(2*1.707) ]2.532738 cm

λA' = Lk/iA' = 133/2.53 =52.56917 -> ωA' = 1.391

σkip = σ /ω = 1600 / 1.391 =

σkip = 1150 kg/cm²

P

18 08Gording

KONTROL TEGANGAN

σ = Mx / Wx + My / Wy( 7616 + 8704 ) / 28 + ( 479 + 1641 ) / 6.33 =917.7703 kg/cm² < 1150 kg/cm² (OK)

KONTROL LENDUTANfx = (5/384*q*Lx⁴ + 1/48*P*Lx³)*cos / EIx

[5/384*(0.4375) * 400⁴ + 1/48*(100) * 400³] * 0.87/ ( 2.1e6*210 )0.550976 cm

fy = (5/384*q*Ly⁴ + 1/48*P*Ly³)*sin / EIy[5/384*(0.4375) * (400/3) ⁴ + 1/48*(100) * (400/3)³] * 0.492/ ( 2.1e6*21.9 )0.072147 cm

f = √(fx² + fy²)f = √(0.551² + 0.072²) =

0.555679 cm

f max = 400cm / 300 = 1.333333 cm

19 08Gording

PONDASI MINI PILE

{pembebanan lihat pada SLOOF}Reaksi BebanBeban Mati (DL) = 21,700 kg (Reaksi terbesar)Beban Mati (DL) = 9,320 kg (Reaksi terbesar)

Total = 21700 + 9320 = kgJumlah Pondasi / Poor direncanakan = 1 unitMasing-Masing Poor menerima = 31,020 kgSetiap Poor mempunyai 4 unit MiniPileMasing-Masing Strouz menerima = 7,755 kg

DATA TANAHKarena tidak ada data test tanahdiasumsikan tegangan tanah (σ tanah) = 1 kg/cm²

Qu = qp.A + fs' As rumus dari Meyerhof(1956)dimana :

A = Luas penampang tiang cm²As = Luas Selubung tiang cm²qp = Pile End Resistance ~ qc kg/cm²fs' = lekatan tiang ~ 2 fs kg/cm²

Jenis Clay = FR = fs/qc * 100% ( > 5%)anggap bahwa FR = 5%fs = qc * 5%fs' ~ 2 fs = 2 * qc * 5 % = 10% qc

MINI PILEb=h L qc fs A As Pult40 200 1 0.1 1600 25133 4,11340 400 1 0.1 1600 50265 6,62740 600 1 0.1 1600 75398 9,140 << dipakai ini40 800 1 0.1 1600 100531 11,653

digunakan MINIPILE ukuran 40 X 40 cm dengan kedalaman 6 m

31,020

20 09PONDASI

PERENCANAAN POOR

31,020 kg

50

70

Pult = 4 * 9140 =36560 kg

bpoor 1500 mmhpoor 500 mmBSpr 0.5 * 1.5² * 2400 = 2,700 kgKoef. 1,2 * 2700= 3,240 kgP = 31,020 kg

Total= 34,260 kg

digunakan Strouz ukuran 30 cm dengan kedalaman 3 mPult kgGaya Keatas = 36,560 kg > 34,260 kg (OK)

Pult = 4 * 9140 = 36,560 kgqu= 36560 / 1.5² = 16,249 kg/m²Mu = 1/8 qu Ln² = 1/8 * 16249 * 0.35² = 248.813 kgm/m'Vu = qu L = 16249 * 0.35 = 5687.15 kg/m'

Mu = 2.4384 kNm/m' = 1.6256 kNm (dengan lebar = 1.5 m ) Vu = 55.734 kN/m' = 37.156 kN (dengan lebar = 1.5 m )

PENULANGAN POORAmin= 2009 mm² digunakan D19 - 125 2272 mm²As = 257 mm²Tul. Geser : 0

150

35

36,560

D19 - 125 mm

500

1500

0

0

D19 - 125 mm

D19 - 125 mm

21 09PONDASI

PENULANGAN MINIPILENu = 9,140 kg = 90 kNMllh = 1.6256 kN-m

Mu = 1,2*Mllh = 2 kN-mtCol(fc1, fy1, b1, h1, N1, Px1, Mx1)

Atcol 1851 mm² 8 D 19 2272 mm²

8 D 19begel φ 8 - 150 mm

begel φ 8 - 150 mm

8 D 19

22 09PONDASI

PLAT

Level ( + 4.00 , + 8.00) K BA K BA K

2BA BA

BP BPBP 2

BA BA

2K

K BA BA K BC BC

BT BT

4 4

Ly = 4Lx = 2

Ly/Lx = 4/2 = 2 dianggap one way slab

Beban Mati (qDL) = 338 kg/m²Beban Hidup (qLL)= 200 kg/m²

qUL = 1.2 qDL + 1.6 qLL = 1.2(338) + 1.6(200) = 725.6 kg/m²

Mu = 1/8 qL ² = 1/8 (725.6)(2²) = 362.8 kg-m = 3.55544 kN-m

fc' = 25 Mpafy = 400 Mpab = 1000 mmh = 120 mm

Penulangan Min = 329 mm² dipakai= D10 - 200 A = 395 mm²

Mn = 12.84 kN-m > Mu

23

GAMBARLevel ( + 12.00 ) RB RB

Level ( + 4.00 , + 8.00) RB RB RB K BA K BA K K RB K RB K

2 2BA BA

BP BP RBBP 2 RB RB 2

BA BA

2 2K K

K BA BA K K RB RB K BC BC RB RB

BT BT RB RB

4 4 4 4

Level ( + 0.00 ) P SL P SL P

SLSL SL 6

SL SL

P P P4 4 K

TYPE ArtiBT Balok TepiBA Balok AnakBP Balok PortalBC Balok CantileverRB Ring BalkSL SloofK KolomP Poor & Mini Pile

24 11GAMBAR

Gambar Detailoverlap

ℓn =

panjangnetto 0.75 ℓn

ℓn

2 D 13 2 D 13 3 D 13 3 D 13RB Ø 8 - 200 Ø 8 - 200 BT Ø 8 - 0 Ø 8 - 200

2 D 13 2 D 13 3 D 13 3 D 13150 150 150 150

5 D 19 2 D 192 D 16 2 D 16

BA Ø 8 - 0 Ø 8 - 200 BP2 D 16 2 D 16 2 D 19 3 D 19

150 150 250 250

4 D 19 7 D 19 7 D 19

BC SL2 D 19 7 D 19 7 D 19

250 300 300

4 D 19 Poor Ø 10 - 150 P

Mini Pile

Plat

0.5

Penulangan Utama semua D10 - 100 mm1

Tulangan Pembagi atas φ 8 - 250 mm(hanya berjarak interior = 100 cm)

1 (hanya berjarak exterior = 50 cm)

Tulangan Pembagi bawah φ 8 - 250 mm(semua)

1

Penulangan Utama semua D10 - 100 mm

1

0.5

Ø10 - 100

300

300

250

Ø10 - 0

370 Ø10 - 0 600

Ø10 - 200

K

Tumpuan Lapangan

300

Ø10 - 0

250

ℓ =

0.33 ℓn 0.33 ℓn

0.75 ℓn0.33 ℓnLapanganℓ =

470

Tumpuan0.33 ℓn 0.75 ℓn

75 37.537.5

4

22

22

1.5

25 11GAMBAR

POOR LAY OUT MINI PILEMINI PILE DETAIL

8 D 19begel φ 8 - 150 mm

POOR DETAIL begel φ 8 - 150 mm

8 D 19

MINI PILE

DetailMini pile begel φ 8 - 150 mm

begel φ 8 - 50 mm

begel φ 8 - 50 mm dari ujung sampai 75 cm (35 + 40)begel φ 8 - 150 mm dari 75cm sampai Poor

D19 - 125 mm

500

1500

0

0

D19 - 125 mm

D19 - 125 mm

150

150

37.5 37.5 37.5 37.5

40

40

600

4035

75

26 11GAMBAR

ATAPLevel ( + 12.00 ) A

K K K

Gording C150x50x20x2.33

KK WF200x100x18.2

Tie Rod φ 12 mm3

K K K

A4 4

POTONGAN A - AGording C150x50x20x2.3

KK WF200x100x18.2Tie Rod φ 12 mm

K K

27 11GAMBAR