design concrete
DESCRIPTION
Contoh perhitungan BetonTRANSCRIPT
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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
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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
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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
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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
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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
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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)
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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)
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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
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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
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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
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8 9 10
11 12 13 14
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18
19 20 21
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1011
56
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19 20 23 24
9 05PORTAL
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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