Analisis Koefisien Rembesan pada Saluran Irigasi Tersier di Desa Sei Beras Sekata Daerah Irigasi Medan Krio Kecamatan Sunggal Kabupaten Deli Serdang

  Lampiran 1.Flow Chart penelitian Mulai

  Diukur debit air Dihitung efisiensi penyaluran air Dihitung luas penampang saluran

  Dihitung nilai parameter Dibandingkan nilai koefisien rembesan antara literatur dan pengamatan dilapangan

  Selesai Lampiran 6. Perhitungan kerapatan massa, kerapatan partikel dan porositas.

  Volume Volume Kerapatan Kerapatan BTKO Porositas Saluran Total Partikel Massa Partikel

  (gr) ^{3 3 3 3 (%)} (cm ) (cm ) (g/cm ) (g/cm ) Tepi Kanan Saluran I 231,02 192,33 80 1,28 2,34 50,77 Tepi Kiri Saluran I 211,67 192,33

  80

  1,19 2,19 58,68

  Dalam Saluran I 260,2 192,33 100

  1,10 2,88 49,77

  Tepi Kanan Saluran II 228,77 192,33 100

  1,20 2,65 49,06

  

Tepi Kiri Saluran II 245,79 192,33 105 1,35 2,33 48,72

Dalam Saluran II 256,5 192,33 110 1,33 2,60 42,92

  BTKO = Berat tanah kering oven (massa tanah kering) Volume total = volume ring sample Volume Total =

  πd t = cm 5 cm =

  ( cm )

  3

  = 192,33 cm Saluran 1 Kerapatan Massa (Bulk Density) Tepi Kanan Saluran

  Ms = 245,79 g ρb =

  ⁄ =

  ⁄

  3

  = 1,28 g/cm Tepi Kiri Saluran

  Ms = 228,77 g ρb =

  ⁄ =

  ⁄

  3

  = 1,19 g/cm Bagian Dalam Saluran

  Ms = 211,67 g ρb=

  ⁄ =

  ⁄

  3

  = 1,10 g/cm Kerapatan Partikel Tepi Kanan Saluran

  Berat Tanah = 245,79 g Volume Tanah = l Volume Air = 200 ml Volume Air Tanah = 305 ml

  = ρs Volume Ruang Por I = (volume air + volume tanah)- volume air tanah Volume Ruang Pori = (200ml+ 260 ml)

• – 305 ml = 155 ml =

  ρs

  

3

= 2,34 g/cm

  Tepi Kiri Saluran Berat Tanah = 228,77 g Volume Tanah = 250 ml

  Volume Air = 200 ml Volume Air Tanah = 304 ml ρs

  = Volume Ruang Pori = (volume air + volume tanah)- volume air tanah Volume Ruang Pori = (200 ml+ 250 ml)

• – 304 ml = 146 ml

  ρs =

  = 2,19 g/cm

  

3

Bagian Dalam Saluran

  Berat Tanah = 231,02 g Volume Tanah = 240 ml Volume Air = 200 ml Volume Air Tanah = 280 ml ρs

  = Volume Ruang Pori = (volume air + volume tanah)- volume air tanah Volume Ruang Pori = (200 ml+ 240 ml) – 280 ml

  = 160 ml ρs

  =

  =

  2,88 g/cm

  

3

Porositas

  Tepi Kanan Saluran Porositas = (1 - ) x 100%

  ⁄

  = (1- ) x 100%

  ⁄

  = 45,30% Tepi Kiri Saluran

  Porositas = (1- ) x 100%

  ⁄

  = (1- ) x 100%

  ⁄

  = 45,66% Bagian Dalam Saluran

  Porositas = (1- ) x 100%

  ⁄

  = (1- ) x 100%

  ⁄

  = 61,80% Saluran 2 Kerapatan Massa (Bulk Density) Tepi Kanan Saluran Ms = 231,02 g ρb=

  ⁄ =

  ⁄

  3

  = 1,20 g/cm Tepi Kiri Saluran Ms = 260,20 g

  = Ρb

  = ⁄ ⁄

  = 1,35 g/cm

  Ms = 256,15 g ρb

  =

  = ⁄ ⁄

  = 1,33 g/cm

  Tepi Kanan Saluran Berat Tanah = 211,67 g Volume Tanah = l Volume Air = 200 ml Volume Air Tanah = 280 ml ρs

  = Volume Ruang Pori = (volume air + volume tanah)- volume air tanah Volume Ruang Pori = (200ml+ 230 ml)

• – 280 ml = 150 ml

  ρs =

  =

  2,65 g/cm

  

3

Tepi Kiri Saluran

  Berat Tanah = 256,15 g

  Volume Tanah = l Volume Air = 200 ml Volume Air Tanah = 310 ml ρs

  = Volume Ruang Pori = (volume air + volume tanah)- volume air tanah Volume Ruang Pori = (200ml+ 250 ml) – 310 ml

  = 140 ml ρs

  =

  =

  2,33 g/cm

  

3

Bagian Dalam Saluran

  Berat Tanah = 211,67 g Volume Tanah = l Volume Air = 200 ml Volume Air Tanah = 281 ml ρs

  = Volume Ruang Pori = (volume air + volume tanah)- volume air tanah Volume Ruang Pori = (200ml+ 230 ml)

• – 281ml = 150 ml

  ρs =

  =

  2,60 g/cm

  

3 Porositas Tepi Kiri Saluran

• Porositas = (1 ) x 100%

  

⁄

  = (1- ) x 100%

  

⁄

  = 54,72% Tepi Kanan Saluran

  Porositas = (1- ) x 100%

  

⁄

  = (1- ) x 100%

  

⁄

  = 42,06% Bagian Dalam Saluran

  Porositas = (1- ) x 100%

  

⁄

  = (1- ) x 100%

  

⁄

  = 48,85% Lampiran 7. Perhitungan debit saluran 1 dan saluran 2 Perhitungan debit pada saluran 1dan saluran 2

  No Lokasi Saluran 1(L/det) Saluran 2 (L/det)

Cara Tampung

  = 0,0138 (7,9 cm)

  =

  Q Rata-rata

  III 2,55 4,23 1,658

  II 1,68 3,15 1,875

  (l/det) I 2,76 4,98 1,801

  (l) Debit (Q)

  (det) Volume (v)

  Ulangan Waktu (t)

  = 2,42 l/det Hilir a.

  5/2

  5/2

  1 Hulu 2,42 2,99

  Sekat Ukur Thompson H = 7,9 cm Q = 0,0138 H

  = 2,415 ⁄ b.

  ⁄ ⁄ ⁄

  =

  III 1,80 4,35 2,417 Q Rata-rata =

  II 1,66 4,12 2,482

  (l/det) I 2,25 5,28 2,347

  (l) Debit (Q)

  (det) Volume (v)

  Ulangan Waktu (t)

  2 Hilir 1,79 2,13 Saluran 1 Hulu a.

Cara Tampung

  ⁄ ⁄ ⁄ =

  = 1,778 ⁄

  Sekat ukur Thompson H = 7 cm

  2/5

  Q = 0,0138 H

  5/2

  = 0,0138 (7 cm) = 1,79 l/det

  Saluran 2 Hulu a.

Cara Tampung

  Waktu (t) Volume (v) Debit (Q) Ulangan

  (det) (l) (l/det) I 1,75 4,80 2,743

  II 1,44 4,49 3,118

  III 1,48 4,53 3,061

  Q Rata-rata = ⁄ ⁄ ⁄

  =

  = 2,974 ⁄

  Sekat ukur Thompson H = 8,5 cm

  5/2

  Q = 0,0138 H

  

5/2

  = 0,0138 (8,5 cm) = 2,99 l/det Hilir Cara Tampung

  Waktu (t) Volume (v) Debit (Q) Ulangan

  (det) (l) (l/det) I 2,24 5,19 2,317

  II 2,69 5,58 2,074

  III 3,19 6,27 1,966

  Q Rata-rata = ⁄ ⁄ ⁄

  =

  = 2,119 ⁄

  Sekat Ukur Thompson H = 7,5cm

  5/2

  Q = 0,0138 H

  

5/2

  = 0,0138 (7,5 cm) = 2,13 l/det

  Ukuran Saluran Tersier Saluran 1 Kedalaman =

  = 15,5 cm = 0,16 m

  Lebar = = 128,67 cm = 1,287 m

  /det

  m

  3

  m

  = 0,867 x 10

  Kehilangan Air = Qhulu - Qhilir = (2,993 – 2,126)l/det = 0,867 l/det

  /det Saluran 2

  3

  Kehilangan Air = Qhulu-Qhilir = (2,420 – 1,789)l/det = 0,631 l/det = 0,631 x 10

  Saluran 2 Kedalaman =

  Kehilangan air Saluran 1

  Saluran 1 0,631 Saluran 2 0,867

  Lokasi Kehilangan Air (l/det)

  Lampiran 8. Perhitungan kehilangan air

  = 80,67 cm = 0,806 m

  = 16,73 cm = 0,17 m Lebar =

• 3

• -3

Lampiran 9. Perhitungan evapotranspirasi Saluran 1

  Kc Rumput = 0,85

  o

  Tempertur (t) = 27,31 C Lama Penyinaran Matahari (P) = 4,15 Kt = 0,0311t + 0,240

  o

  = 0,0311 (27,31

  C) + 0,240 = 1,09

  K = kt x kc K = 1,09 x 0,85

  = 0,927 U = U

  =

  = 79,289 mm/bln = 2,64 mm/hari

  Saluran 2 Kc Jagung Umur 1,5 bulan = 0,96 Kc Rumput = 0,85

  o

  Tempertur (t) = 27,31 C Lama Penyinaran Matahari (P) = 4,15 Kc =

  =

  = 0,91 Kt = 0,0311t + 0,240

  o

  = 0,0311 (27,31

  C) + 0,240 = 1,09

  K = kt x kc K = 1,09 x 0,91

  = 0,99 U = U

  =

  = 784,69 mm/bulan = 2,82 mm/hari

  Lampiran 10. Perhitungan perkolasi Saluran 1

  Ulangan Perkolasi (mm/hari)

I 13,67

  II

  12 III 8,67 Rata-rata 11,45

  Ulangan I (Perkolasi di titik 0 m)

• 1

  P

  h

  1 = 13,5 cm

  h

  2 = 12,4 cm

  P

  1 = mm/hari P

  1 =

  P = 1,1 cm/hari

  1

  = 11 mm/hari

• h = 13 cm

  2 (Perkolasi di titik 15m)

  P

  1

  h

  2 = 11,5 cm

  P

  2 = mm/hari

  P

  2 =

  P = 1,5 cm/hari

  2

  = 15 mm/hari (Perkolasi di titik 30 m)

• 3

  P

  h

  1 = 13 cm

  h

  2 = 11,5 cm

  P

  3 = mm/hari

  P =

  3 P 3 = 1,5 cm/hari

  = 15 mm/hari Perkolasi Rata-rata Ulangan I =

  = = 13,67 mm/hari Ulangan II (Perkolasi di titik 0 m)

• 1

  P

  h

  1 = 12,4 cm

  h = 11,5 cm

  2 P 1 = mm/hari

  P =

  1 P 1 = 0,9 cm/hari

  = 9 mm/hari P

• 2 (Perkolasi di titik 15m)

  h

  1 = 11,5 cm

  h

  2 = 10 cm

  P

  2 = mm/hari

  P

  2 =

  P = 1,5 cm/hari

  2

  = 15 mm/hari P

• 3 (Perkolasi di titik 30 m)

  h = 11,5 cm

  1

  h

  2 = 10,3 cm

  P

  3 = mm/hari

  P

  3 =

  P

  3 = 1,2 cm/hari

  = 12 mm/hari Perkolasi Rata-rata Ulangan II =

  = = 12 mm/hari

  Ulangan III P

• 1 (Perkolasi di titik 0 m)

  h

  1 = 11,5 cm

  h = 10,5 cm

  1 P 1 =

  P

  1 = 1cm/hari

  = 10 mm/hari P

• 2 (Perkolasi di titik 15m)

  h = 10 cm

  1

  h

  2 = 9,2 cm

  P

  2 = mm/hari

  P

  2 =

  P = 0,8 cm/hari

  2

  = 8 mm/hari P

• 3 (Perkolasi di titik 30 m)

  h = 10,3 cm

  1 h

  2 = 9,5 cm

  P

  3 = mm/hari

  P =

  3 P 3 = 0,8 cm/hari

  = 8 mm/hari Perkolasi Rata-rata Ulangan III =

  = = 8,67 mm/hari

  Maka, Nilai Rata-rata Perkolasi Saluran I =

  = 11,45 mm/hari Saluran 2

  Ulangan Perkolasi (mm/hari)

  I

  6 II 6,67

  

III 6,33

Rata-rata 6,33

  Ulangan I

• 1 (Perkolasi di titik 0 m)

  P h

  1 = 11,5 cm

  h = 11 cm

  1 P

  1 =

  P = 0,5cm/hari

  1

  = 5 mm/hari

• h = 12 cm

  2 (Perkolasi di titik 15m)

  P

  1

  h

  2 = 11,2 cm

  P

  2 = mm/hari

  P

  2 =

  P = 0,8 cm/hari

  2

  = 8 mm/hari (Perkolasi di titik 30 m)

• 3

  P

  h

  1 = 12 cm

  h

  2 = 11,5 cm

  P

  3 = mm/hari

  P =

  3 P 3 = 0,5 cm/hari

  = 5 mm/hari Perkolasi Rata-rata Ulangan I =

  = = 6 mm/hari Ulangan II (Perkolasi di titik 0 m)

• 1

  P

  h

  1 = 11 cm

  h = 10,3 cm

  2 P 1 = mm/hari

  P =

  1 P 1 = 0,7 cm/hari

  = 7 mm/hari P

• 2 (Perkolasi di titik 15m)

  h

  1 = 11,2 cm

  h

  2 = 10,6 cm

  P

  2 = mm/hari

  P

  2 =

  P = 0,6 cm/hari

  2

  = 6 mm/hari P

• 3 (Perkolasi di titik 30 m)

  h = 11,5 cm

  1

  h

  2 = 10,8 cm

  P

  3 = mm/hari

  P

  3 =

  P

  3 = 0,7 cm/hari = 7 mm/hari Perkolasi Rata-rata Ulangan II = = = 6,67 mm/hari

  Ulangan III P

• 1 (Perkolasi di titik 0 m)

  h

  1 = 10,3 cm

  h

  2 = 9,5 cm

  P

  1 = mm/hari

  P

  1 =

  P

  1 = 0,8cm/hari

  = 8 mm/hari (Perkolasi di titik 15m) -

  h

  1 = 10,6 cm

  h = 10 cm

  2 P 2 = mm/hari

  P =

  2 P 2 = 0,6 cm/hari

  = 6 mm/hari P

• 3 (Perkolasi di titik 30 m)

  h

  1 = 10,8 cm

  h = 10,3 cm

  2

  L/det

  1 8.899,2

  /det = 5,12 x 10

  3

  m

  = 5,12 x 10

  ⁄

  =

  4 Tepi Kiri Saluran 2 23.241,6 Saluran 1 Perkolasi = 11,45 mm/hari x luas saluran

  2 78.796,8

  3 Tepi Kanan Saluran

  2 Tepi Kiri Saluran 1 26.697,6

  1 Tepi Kanan Saluran

  P

  N o Lokasi Koefisien Rembesan (mm/hari)

  = 6,33 mm/hari Lampiran 11. Koefisien rembesan

  Maka, Nilai Rata-rata Perkolasi Saluran I =

  = = 6,33 mm/hari

  = 0,5 cm/hari = 5 mm/hari Perkolasi Rata-rata Ulangan III =

  3

  P

  3 =

  P

  3 = mm/hari

• 6
• 3

Evapotranspirasi = 2,64 mm/hari x luas saluran

  ⁄

  =

• 6

  3

  = 1,18 x 10 m /det

• 3

  = 1,18 x 10 L/det Debit Rembesan = Kehilangan air

• – (Perkolasi + Evapotranspirasi)
• 3 3 -3 -3

  3

  = 0,631 x 10 m /det + 5,12 x 10 )m /det

• – (1,18 x 10
• 3

  3

  = 0,625 x 10 m /det = 0,625 L/det q

  2 = =

  = d kanan = 35 cm = 0,35 m d kiri = 105 cm = 1,05 m h

  1 = 37,6 cm

  = 0,376 m Tepi Kanan =

  ⁄ =

• 4

  = 1,03 x 10 m/detik = 8.899,2 mm/hari

  Tepi Kanan =

  ⁄ =

• 4

  = 3,09 x 10 m/detik = 26.697,6 mm/hari

  Saluran 2 Perkolasi = 6,33 mm/hari x luas saluran

  ⁄

  =

• 6

  3

  = 1,77 x 10 m /det

• 3

  = 1,77 x 10 L/det Evapotranspirasi = 2,82 mm/hari x luas saluran

  ⁄

  =

• 7

  3

  = 7,90 x 10 m /det

• 4

  = 7,90 x 10 L/det Debit Rembesan = Kehilangan air

• – (Perkolasi + Evapotranspirasi)
• 3 3 -6 -7

  3

  = 0,867 x 10 m /det + 7,90 x 10 )m /det

• – (1,77 x 10
• 4

  3

  = 8,64 x 10 m /det = 0,864 L/det q =

  2 =

  = d kanan = 95 cm = 0,95 m d kiri = 28 cm = 0,28 m h = 24,5 cm

  1

  = 0,245 m Tepi Kanan

  = ⁄

  =

• 4

  = 9,12 x 10 m/detik = 78.796,8 mm/hari

  Tepi Kiri =

  ⁄ =

• 4

  = 2,69 x 10 m/detik = 23.241,6 mm/hari

  Lampiran 12.Perhitungan efisiensi saluran No Lokasi Jarak Pengukuran Efisiensi (%)

  1 Saluran 1 30 m 73,93 Saluran 2 30 m 71,03

  Saluran 1 Qhulu = 1,79 L/det Qhilir = 2,42 L/det

  W = = x 100%

  W = 73,93% Saluran 2

  Qhulu = 2,13L/det Qhilir = 2,99L/det W =

  = x 100% W = 71,03%