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
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