DATA PERENCANAAN BENDUNG

lokasi bendung = sumatera selatandebit banjir rencana (100 tahunan) = 176 m^3/detdebit banjir rencana (100 tahunan) = 49 m^3/detdebit untuk kebutuhan air di sawah = 12.8 m^3/detposisi intake di sawah = kirilebar alur sungai (B) = 22 m kemiringan dasar sungai rata-rata = 0.021elevasi dasar sungai di lokasi bendung = 143.2elevasi muka air di bangunan bagi dekat bendung = 144.9pilar dari beton, tebal pilar = 1 mmaterial tubuh bendung = batu kalimaterial tanah di bawah bendung = pasir campur kerikil

* mementukan elevasi mercu bangunanelevasi pada bangunan bagi = 144.9 HTT pada saluran primer = 0.15HTT pada pintu saluran = 0.4HTT pada bangunan intake = 0.2HTT untuk eksploitasi = 0.1 +

= 145.75

p = 2.55 m

* menetukan tma banjir di hulu bangunantype mercu bendung dengan 1 radiusQ = m x b x d x sqrt(g x d)lebar bendung = lebar alur sungai = 22 mlebar pintu pilar (Bb)Bb + 1 = (1/6 - 1/10) b

Bb + 1 = 2.75Bb = 1.75 m

lebar mercu (bm)bm = b - n x t

bm = 21 mjari mercu (pendekatan dari kragten)H/r = 3.8m = 1.34d = 2/3 HQ = 176176 = 1,34 x 21 x d x sqrt(9,81 x d)d = 1.585755H = 2.378632r = 0.625956 ~ 1 mlebar efektif bendung (Bef)Bef = bm - 2 (n x kp + ka) Hkp = 0.01

desain mercu bendung ( )

ka = 0.1Bef = 21 - 2 (1 x 0,01 + 0,1) H

= 21 - 0,22 Htype mecu bendung Q = m x bef x d x sqrt(g x d)m = 1,49 - 0,018 (5- h/r)^2d = 2/3 HH = h + kk = 4/27 x m^2 x h^3 (1/h+p)^2 p 2.55Bef = bm - 2 (n x kp + ka) H g 9.81

h m k H d Bef Q0.5 1.1255 0.002522 0.502522 0.335014 20.88945 14.27915

1.07212 1.21229 0.02045 1.09257 0.72838 20.7596 49 (2 thn ) 1.5 1.2695 0.049128 1.549128 1.032752 20.65919 86.213332 1.328 0.100962 2.100962 1.400642 20.53779 141.6044

2.26474 1.35533 0.13636 2.4011 1.60073 20.4718 176 (100 thn )3 1.418 0.261112 3.261112 2.174075 20.28256 288.7653

palung Q = A x VQ = A x kst x R^2/3 x S^1/2A = (b + m x h) hlu = b + 2 x h x sqrt(m^2 + 1)R = A/lukst = 42.5m = 0.333333s = 0.021b = 22

h A lu R Q0.3 6.63 22.63246 0.292942 18.01081

0.55 12.2008 23.1595 0.52682 49.0149 (2 thn ) 0.9 20.07 23.89737 0.839841 110.0299

1.2002 26.8846 24.5302 1.09598 176.009 (100 thn )1.5 33.75 25.16228 1.341294 252.80651.8 40.68 25.79473 1.577066 339.4528

* menentukan kolam peredm energi (kolam olakan)type kolam olakan = bak tenggelam

Rmin vs H Q = A x Vhc hc V = Q100/A100= 6.546854

Tmin vs H q = Q/befhc hc hc = ^3sqrt(q^2/g)

= 2.826327H

q = 8.59721hc = 1.960418

= 1.441696

Rmin = 1.56 Tmin =hc hc Rmin = 1,56 x hc Tmin =

= 3.058252 ~ 3.2 =

a = R - b= R - R cos 45= R ( 1 - cos 45)= 3,2 (1 - cos 45)= 0.93

local scouring depth T = 1,5 R q = 8.59721R = 1,34 (q^2/f)^1/3 f = 0.88f = 1,76 x sqrt(mr) R = 5.868344mr = 0.25 T = 8.802516

H/hc

1 elevasi dasar sungai (hulu) = 143.22 elevasi mercu bendung = 145.753 elevasi MAN = 146.82214 elevasi MAB = 148.01475 GGE = 148.15116 elevasi dasar sungai (hilir) = 141.947 elevasi MAN = 142.498 elevasi MAB = 143.14029 GGE = 145.3248

10 elevasi dasar kolam olakan = 139.040211 elevasi lantai kolam olakan = 139.970212 elevasi bagian bawah lantai muka = 134.337713 no 11 - no 12 = 5.63251614 elevasi bagian bawah lantai muka (fix) = 134.2702

(100 thn )

Q100/A100

^3sqrt(q^2/g)

2.04

2,04 x hc3.999253 ~ 4.1

~ 5.7

C 10H H.C LV LH L H.C

mab 4.875 48.75 30.56 30.43 60.99 48.75man 4.33 43.3 30.56 30.43 60.99 43.3

C 5H H.C LV LH/3 L H.C

mab 4.875 24.375 30.56 10.14333 40.70333 24.375 man 4.33 21.65 30.56 10.14333 40.70333 21.650

LV LH2 0.8

1.58 0.450.5 0.50.5 1.50.5 0.50.5 1.50.5 0.50.5 1.50.5 0.50.5 1.50.5 0.5 Lx 49.630.5 1.5 L 60.990.5 0.50.5 1.50.5 0.50.5 1.50.5 0.50.5 0.5

2 1.481.58 1

1.3 31.3 1.31.3 1.31.3 1.3

1.34 1.31

3.16 1.55.7 1

jumlah 30.56 30.43

< L dx 1.7 OK< 60.99 S ex 1.25< 60.99 s 1.5

sesuai dxhxn 7.78hxb 8.98hx ex 8.41 6.71Lx 49.63

< L px N 4.257 dx N< 40.70333 px B 5.013 dx B< 40.70333 px ex 2.949805 dx ex

semua wx N 3.45wx B 4.1wx ex 0gama 2.2

0.550 0.623 1.676

1. kontrol stabilitas bendung : berat sendiri L total = 10.09Bangun ke V G L Momen Tahan

1

2.2

3.251 7.153 8.390 60.0122 2.117 4.656 7.120 33.1533 3.251 7.153 5.860 41.9154 10.674 23.483 7.120 167.1985 1.620 3.564 3.560 12.6886 1.500 3.300 9.590 31.6477 0.375 0.825 8.920 7.3598 4.199 9.238 3.970 36.6749 0.845 1.859 1.930 3.588

10 4.199 9.238 2.670 24.66511 0.562 1.236 0.710 0.87812 0.254 0.560 0.530 0.29713 3.887 8.551 1.490 12.74214 2.197 4.833 0.840 4.060

Total 38.931 Total 436.874

3. Tekanan Lumpur s = 1.6 ton/m3a = 2.55 meterh = 2.55 meter

27sin = 0.4539

Ws1 = 1.953925Ws2 = 5.202

4. Gaya HidrostatikMuka Air Normal a = 1 ton/m3

sdt gesekan =

h Ws1

MAN

Ws2 = (1/2 x a x h ) s

sin1sin1

2. 2

1hWs s

h1 = 2.550 meter a = 2.550h2 = 1.070 meter b = 3.380h3 = 3.450 meter c = 3.450

Gaya Hidrostatik L MM. Tahan M.GulingW1 3.251 7.850 25.522W2 2.729 8.270 22.565W3 3.251 9.240 30.042W4 3.617 8.400 30.379W5 5.951 1.150 6.844W6 5.951 3.990 23.745

Jumlah 91.010 48.087

Muka Air Banjir a = 1 ton/m3h1 = 2.550 meter a = 2.55h2 = 2.27 meter b = 3.38h3 = 4.100 meter c = 4.1

Gaya Hidrostatik L MM. Tahan M.GulingW1 3.251 7.850 25.522W2 5.789 8.270 47.871W3 3.251 9.240 30.042W4 7.673 8.400 64.450W5 8.405 1.370 11.515W6 8.405 4.210 35.385

Jumlah 141.391 73.393

5. Gaya Uplift PressureMuka Air Normal

No Hx Lx Tekanan (Px)

1 4.920 29.31

60.99 4.330

2.8391293655

2 6.920 31.310 4.6971388752

3 6.920 32.310 4.6261436301

4 5.420 33.890 3.0139711428

5 5.420 36.890 2.8009854074

L H

6 6.720 38.190

60.99 4.330

4.0086915888

7 6.720 39.490 3.9163977701

8 8.020 40.790 5.1241039515

9 8.020 42.090 5.0318101328

10 9.320 43.390 6.2395163141

11 9.320 44.690 6.1472224955

12 10.62 45.990 7.3549286768

13 10.62 47.680 7.2349467126

2. kontrol stabilitas bendung : gaya gempaDiketahui :n = 1.56m = 0.89Z = 0.56Ac = 1.6g = 9.81

Bangun ke f G1

0.144

7.1532 4.6563 7.1534 23.4835 3.5646 3.3007 0.8258 9.2389 1.859

10 9.23811 1.23612 0.56013 8.55114 4.833

f = ad / g ad = n ( Z x ac )m

aWs2

W3MAN

metermetermeter

Arah

metermetermeterArah

Gaya (Luas)Arah

Lengan MomenH V X Y M. Tahan M. Guling

W1h1 W2

h2

2. kontrol stabilitas bendung : gaya gempa

(berdasarkan jenis tanah di Sumatra Selatan, alluvial)

(berdasar faktor gempa di SumSel di K-06)m/dt2 (berdasar periode 100 tahun)m/s2 ad = 1.414747

f = 0.144

K L Momen Guling1.032 7.850 8.0980.672 8.270 5.5531.032 7.850 8.0983.387 6.100 20.6580.514 5.800 2.9810.476 4.450 2.1180.119 4.700 0.5591.332 4.550 6.0620.268 4.330 1.1611.332 3.250 4.3300.178 3.190 0.5690.081 2.720 0.2201.233 1.950 2.4050.697 0.650 0.453

Jumlah 63.263

ad = n ( Z x ac )m

W4

LV LH2 0.8

1.58 0.450.5 0.50.5 1.50.5 0.50.5 1.50.5 0.50.5 1.50.5 0.50.5 1.50.5 0.50.5 1.50.5 0.5

MAN

h3

W5

c

W6

0.5 1.50.5 0.50.5 1.50.5 0.50.5 0.5

2 1.481.58 1

1.3 31.3 1.31.3 1.31.3 1.3

1.69

elevasi bendungkontrol dxkontrol stabilitas