DATA CURAH HUJAN RENCANA TIGA STASIUN

No. TahunStasiun A Stasiun B Stasiun Cx (mm) x (mm) x (mm)

1 1997 639 939 1392 1998 239 139 4393 1999 639 939 1394 2000 739 1039 4395 2001 839 1039 2396 2002 739 1139 8397 2003 139 239 9398 2004 739 639 2399 2005 239 739 539

10 2006 939 239 23911 2007 1039 139 103912 2008 539 839 73913 2009 239 539 53914 2010 739 1039 63715 2011 339 439 13916 2012 1139 1039 1039

PERHITUNGAN CURAH HUJAN RENCANA

● METODE GUMBEL (STASIUN A)

No. Tahun mm

xi xi-x (xi-x)²n+1

1 2012 1 0.059 1,139 518.750 269101.5632 2007 2 0.118 1,039 418.750 175351.5633 2006 3 0.176 939 318.750 101601.5634 2001 4 0.235 839 218.750 47851.5635 2000 5 0.294 739 118.750 14101.5636 2002 6 0.353 739 118.750 14101.5637 2004 7 0.412 739 118.750 14101.5638 2010 8 0.471 739 118.750 14101.5639 1997 9 0.529 639 18.750 351.563

10 1999 10 0.588 639 18.750 351.56311 2008 11 0.647 539 -81.250 6601.56312 2011 12 0.706 339 -281.250 79101.56313 1998 13 0.765 239 -381.250 145351.56314 2005 14 0.824 239 -381.250 145351.56315 2009 15 0.882 239 -381.250 145351.56316 2003 16 0.941 139 -481.250 231601.563

Jumlah 9,924 0.000 1404375.000

x =Σxi

=9,924

= 620.250n 16

Sx =Σ(xi-x)²

=1404375.000

= 305.982n-1 15

Periode Ulang (T)T = 2 Tahun; Yt = 0.3665

Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=0.3665 - 0.5128

= -0.143 mmSn 1.0206

xR = x + (K . Sx)= 620.250 + -0.143 x 305.982= 576.388 mm

T = 5 Tahun; Yt = 1.4999Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=1.4999 - 0.5128

= 0.967 mmSn 1.0206

xR = x + (K . Sx)= 620.250 + 0.967 x 305.982= 916.189 mm

T = 10 Tahun; Yt = 2.2502Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=2.2502 - 0.5128

= 1.702 mmSn 1.0206

xR = x + (K . Sx)= 620.250 + 1.702 x 305.982= 1141.133 mm

x2

x5

x10

T = 20 Tahun; Yt = 2.9606Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=2.9606 - 0.5128

= 2.398 mmSn 1.0206

xR = x + (K . Sx)= 620.250 + 2.398 x 305.982= 1354.115 mm

T = 50 Tahun; Yt = 3.9019Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=3.9019 - 0.5128

= 3.321 mmSn 1.0206

xR = x + (K . Sx)= 620.250 + 3.321 x 305.982= 1636.323 mm

T = 100 Tahun; Yt = 4.6001Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=4.6001 - 0.5128

= 4.005 mmSn 1.0206

xR = x + (K . Sx)= 620.250 + 4.005 x 305.982= 1845.647 mm

● METODE GUMBEL (STASIUN B)

No. Tahun mm

xi xi-x (xi-x)²n+1

1 2002 1 0.059 1,139 443.750 196914.0632 2000 2 0.118 1,039 343.750 118164.0633 2001 3 0.176 1,039 343.750 118164.0634 2010 4 0.235 1,039 343.750 118164.0635 2012 5 0.294 1,039 343.750 118164.0636 1997 6 0.353 939 243.750 59414.0637 1999 7 0.412 939 243.750 59414.0638 2008 8 0.471 839 143.750 20664.0639 2005 9 0.529 739 43.750 1914.063

10 2004 10 0.588 639 -56.250 3164.06311 2009 11 0.647 539 -156.250 24414.06312 2011 12 0.706 439 -256.250 65664.06313 2003 13 0.765 239 -456.250 208164.06314 2006 14 0.824 239 -456.250 208164.06315 1998 15 0.882 139 -556.250 309414.06316 2007 16 0.941 139 -556.250 309414.063

Jumlah 11,124 0.000 1939375.000

x =Σxi

=11,124

= 695.250n 16

Sx =Σ(xi-x)²

=1939375.000

= 359.572n-1 15

x20

x50

x100

Periode Ulang (T)T = 2 Tahun; Yt = 0.3665

Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=0.3665 - 0.5128

= -0.143 mmSn 1.0206

xR = x + (K . Sx)= 695.250 + -0.143 x 359.572= 643.706 mm

T = 5 Tahun; Yt = 1.4999Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=1.4999 - 0.5128

= 0.967 mmSn 1.0206

xR = x + (K . Sx)= 695.250 + 0.967 x 359.572= 1043.019 mm

T = 10 Tahun; Yt = 2.2502Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=2.2502 - 0.5128

= 1.702 mmSn 1.0206

xR = x + (K . Sx)= 695.250 + 1.702 x 359.572= 1307.360 mm

T = 20 Tahun; Yt = 2.9606Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=2.9606 - 0.5128

= 2.398 mmSn 1.0206

xR = x + (K . Sx)= 695.250 + 2.398 x 359.572= 1557.644 mm

T = 50 Tahun; Yt = 3.9019Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=3.9019 - 0.5128

= 3.321 mmSn 1.0206

xR = x + (K . Sx)= 695.250 + 3.321 x 359.572= 1889.277 mm

T = 100 Tahun; Yt = 4.6001Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=4.6001 - 0.5128

= 4.005 mmSn 1.0206

xR = x + (K . Sx)= 695.250 + 4.005 x 359.572= 2135.262 mm

x2

x5

x10

x20

x50

x100

● METODE GUMBEL (STASIUN C)

No. Tahun mm

xi xi-x (xi-x)²n+1

1 2007 1 0.059 1,039 518.875 269231.2662 2012 2 0.118 1,039 518.875 269231.2663 2003 3 0.176 939 418.875 175456.2664 2002 4 0.235 839 318.875 101681.2665 2008 5 0.294 739 218.875 47906.2666 2010 6 0.353 637 116.875 13659.7667 2005 7 0.412 539 18.875 356.2668 2009 8 0.471 539 18.875 356.2669 1998 9 0.529 439 -81.125 6581.266

10 2000 10 0.588 439 -81.125 6581.26611 2001 11 0.647 239 -281.125 79031.26612 2004 12 0.706 239 -281.125 79031.26613 2006 13 0.765 239 -281.125 79031.26614 1997 14 0.824 139 -381.125 145256.26615 1999 15 0.882 139 -381.125 145256.26616 2011 16 0.941 139 -381.125 145256.266

Jumlah 8,322 0.000 1563903.750

x =Σxi

=8,322

= 520.125n 16

Sx =Σ(xi-x)²

=1563903.750

= 322.894n-1 15

Periode Ulang (T)T = 2 Tahun; Yt = 0.3665

Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=0.3665 - 0.5128

= -0.143 mmSn 1.0206

xR = x + (K . Sx)= 520.125 + -0.143 x 322.894= 473.839 mm

T = 5 Tahun; Yt = 1.4999Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=1.4999 - 0.5128

= 0.967 mmSn 1.0206

xR = x + (K . Sx)= 520.125 + 0.967 x 322.894= 832.420 mm

T = 10 Tahun; Yt = 2.2502Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=2.2502 - 0.5128

= 1.702 mmSn 1.0206

xR = x + (K . Sx)= 520.125 + 1.702 x 322.894= 1069.797 mm

x2

x5

x10

T = 20 Tahun; Yt = 2.9606Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=2.9606 - 0.5128

= 2.398 mmSn 1.0206

xR = x + (K . Sx)= 520.125 + 2.398 x 322.894= 1294.551 mm

T = 50 Tahun; Yt = 3.9019Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=3.9019 - 0.5128

= 3.321 mmSn 1.0206

xR = x + (K . Sx)= 520.125 + 3.321 x 322.894= 1592.356 mm

T = 100 Tahun; Yt = 4.6001Yn = 0.5128 n = 15 TahunSn = 1.0206 n = 15 Tahun

K =Yt - Yn

=4.6001 - 0.5128

= 4.005 mmSn 1.0206

xR = x + ( K . Sx )= 520.125 + 4.005 x 322.894= 1813.249 mm

● METODE HASPER (STASIUN A)

Hujan Maximum Urutan Besar Periode Ulang Standar Variasi

R (mm) m T =n + 1

Um

1,139 1 17 1.741,039 2 8.5 1.13

R = X = 620.250

Sn =1 R1 - R

+R2 - R

2 U1 U2

Sn =1 1,139 - 620.250

+1,039 - 620.250

2 1.74 1.13

=1

298.132 + 370.5752

= 334.354 mm

Periode Ulang (T)T = 2 Tahun;

Ut = -0.220 (tabel)

= R + ( Sn . Ut )= 620.250 + 334.354 x -0.220= 546.692 mm

T = 5 Tahun;Ut = 0.644 (tabel)

= R + ( Sn . Ut )= 620.250 + 334.354 x 0.644= 835.574 mm

x20

x50

x100

R2

R5

T = 10 Tahun;Ut = 1.265 (tabel)

= R + ( Sn . Ut )= 620.250 + 334.354 x 1.265= 1043.207 mm

T = 20 Tahun;Ut = 1.893 (tabel)

= R + ( Sn . Ut )= 620.250 + 334.354 x 1.893= 1253.182 mm

T = 50 Tahun;Ut = 2.753 (tabel)

= R + ( Sn . Ut )= 620.250 + 334.354 x 2.753= 1540.726 mm

T = 100 Tahun;Ut = 3.431 (tabel)

= R + ( Sn . Ut )= 620.250 + 334.354 x 3.431= 1767.418 mm

● METODE HASPER (STASIUN B)

Hujan Maximum Urutan Besar Periode Ulang Standar Variasi

R (mm) m T =n + 1

Um

1,139 1 17 1.741,039 2 8.5 1.13

R = X = 695.250

Sn =1 R1 - R

+R2 - R

2 U1 U2

Sn =1 1,139 - 695.250

+1,039 - 695.250

2 1.74 1.13

=1

255.029 + 304.2042

= 279.616 mm

Periode Ulang (T)T = 2 Tahun;

Ut = -0.220 (tabel)

= R + ( Sn . Ut )= 695.250 + 279.616 x -0.220= 633.734 mm

T = 5 Tahun;Ut = 0.644 (tabel)

= R + ( Sn . Ut )= 695.250 + 279.616 x 0.644= 875.323 mm

T = 10 Tahun;Ut = 1.265 (tabel)

= R + ( Sn . Ut )= 695.250 + 279.616 x 1.265

R10

R20

R50

R100

R2

R5

R10

= 1048.964 mm

T = 20 Tahun;Ut = 1.893 (tabel)

= R + ( Sn . Ut )= 695.250 + 279.616 x 1.893= 1224.563 mm

T = 50 Tahun;Ut = 2.753 (tabel)

= R + ( Sn . Ut )= 695.250 + 279.616 x 2.753= 1465.033 mm

T = 100 Tahun;Ut = 3.431 (tabel)

= R + ( Sn . Ut )= 695.250 + 279.616 x 3.431= 1654.613 mm

● METODE HASPER (STASIUN C)

Hujan Maximum Urutan Besar Periode Ulang Standar Variasi

R (mm) m T =n + 1

Um

1,039 1 17 1.74939 2 8.5 1.13

R = X = 520.125

Sn =1 R1 - R

+R2 - R

2 U1 U2

Sn =1 1,039 - 520.125

+939 - 520.125

2 1.74 1.13

=1

298.204 + 370.6862

= 334.445 mm

Periode Ulang (T)T = 2 Tahun;

Ut = -0.220 (tabel)

= R + ( Sn . Ut )= 520.125 + 334.445 x -0.220= 446.547 mm

T = 5 Tahun;Ut = 0.644 (tabel)

= R + ( Sn . Ut )= 520.125 + 334.445 x 0.644= 735.508 mm

T = 10 Tahun;Ut = 1.265 (tabel)

= R + ( Sn . Ut )= 520.125 + 334.445 x 1.265= 943.198 mm

T = 20 Tahun;Ut = 1.893 (tabel)

= R + ( Sn . Ut )= 520.125 + 334.445 x 1.893= 1153.229 mm

R20

R50

R100

R2

R5

R10

R20

T = 50 Tahun;Ut = 2.753 (tabel)

= R + ( Sn . Ut )= 520.125 + 334.445 x 2.753= 1440.852 mm

T = 100 Tahun;Ut = 3.431 (tabel)

= R + ( Sn . Ut )= 520.125 + 334.445 x 3.431= 1667.606 mm

● METODE WEDUWEN (STASIUN A)

Rumus :

Rn = Mn xRmax₂

Mp

Dimana :Rn = Curah hujan dengan periode ulang n tahunMn = Koefisien perbandingan curah hujan dengan periode ulangMp = Koefisien perbandingan dengan jumlah tahun data

Rmax₂ = curah hujan maksimum ke-2

Diketahui :Rmax₂ = 1,039

Mp = 0.766 (Tabel n = 15 tahun)

Periode Ulang (T)T = 2 Tahun; Mn = 0.492 (Tabel)

Rn = 0.492 x1,0390.766

Rn = 667.347 mm

T = 5 Tahun; Mn = 0.602 (Tabel)

Rn = 0.602 x1,0390.766

Rn = 816.551 mm

T = 10 Tahun; Mn = 0.705 (Tabel)

Rn = 0.705 x1,0390.766

Rn = 956.260 mm

T = 20 Tahun; Mn = 0.811 (Tabel)

Rn = 0.811 x1,0390.766

Rn = 1100.038 mm

T = 50 Tahun; Mn = 0.948 (Tabel)

Rn = 0.948 x1,0390.766

Rn = 1285.864 mm

T = 100 Tahun; Mn = 1.050 (Tabel)

Rn = 1.050 x1,0390.766

Rn = 1424.217 mm

R50

R100

● METODE WEDUWEN (STASIUN B)

Rumus :

Rn = Mn xRmax₂

Mp

Dimana :Rn = Curah hujan dengan periode ulang n tahunMn = Koefisien perbandingan curah hujan dengan periode ulangMp = Koefisien perbandingan dengan jumlah tahun data

Rmax₂ = curah hujan maksimum ke-2

Diketahui :Rmax₂ = 1,039

Mp = 0.766 (Tabel n = 15 tahun)

Periode Ulang (T)T = 2 Tahun; Mn = 0.492 (Tabel)

Rn = 0.492 x1,0390.766

Rn = 667.347 mm

T = 5 Tahun; Mn = 0.602 (Tabel)

Rn = 0.602 x1,0390.766

Rn = 816.551 mm

T = 10 Tahun; Mn = 0.705 (Tabel)

Rn = 0.705 x1,0390.766

Rn = 956.260 mm

T = 20 Tahun; Mn = 0.811 (Tabel)

Rn = 0.811 x1,0390.766

Rn = 1100.038 mm

T = 50 Tahun; Mn = 0.948 (Tabel)

Rn = 0.948 x1,0390.766

Rn = 1285.864 mm

T = 100 Tahun; Mn = 1.050 (Tabel)

Rn = 1.050 x1,0390.766

Rn = 1424.217 mm

● METODE WEDUWEN (STASIUN C)

Rumus :

Rn = Mn xRmax₂

Mp

Dimana :Rn = Curah hujan dengan periode ulang n tahunMn = Koefisien perbandingan curah hujan dengan periode ulangMp = Koefisien perbandingan dengan jumlah tahun data

Rmax₂ = curah hujan maksimum ke-2

Diketahui :Rmax₂ = 939

Mp = 0.766 (Tabel n = 15 tahun)

Periode Ulang (T)T = 2 Tahun; Mn = 0.492 (Tabel)

Rn = 0.492 x939

0.766Rn = 603.117 mm

T = 5 Tahun; Mn = 0.602 (Tabel)

Rn = 0.602 x939

0.766Rn = 737.961 mm

T = 10 Tahun; Mn = 0.705 (Tabel)

Rn = 0.705 x939

0.766Rn = 864.223 mm

T = 20 Tahun; Mn = 0.811 (Tabel)

Rn = 0.811 x939

0.766Rn = 994.163 mm

T = 50 Tahun; Mn = 0.948 (Tabel)

Rn = 0.948 x939

0.766Rn = 1162.104 mm

T = 100 Tahun; Mn = 1.050 (Tabel)

Rn = 1.050 x939

0.766Rn = 1287.141 mm

REKAPITULASI CURAH HUJAN RENCANA KE-3 STASIUN

STASIUN A STASIUN B

TahunMETODE

TahunMETODE

Gumbel Hasper Weduwen Gumbel Hasper Weduwen2 576.388 546.692 667.347 2 643.706 633.734 667.3475 916.189 835.574 816.551 5 1043.019 875.323 816.551

10 1141.133 1043.207 956.260 10 1307.360 1048.964 956.26020 1354.115 1253.182 1100.038 20 1557.644 1224.563 1100.03850 1636.323 1540.726 1285.864 50 1889.277 1465.033 1285.864

100 1845.647 1767.418 1424.217 100 2135.262 1654.613 1424.217

STASIUN C

TahunMETODE

Gumbel Hasper Weduwen2 473.839 446.547 603.1175 832.420 735.508 737.961

10 1069.797 943.198 864.22320 1294.551 1153.229 994.16350 1592.356 1440.852 1162.104

100 1813.249 1667.606 1287.141

RESUME CURAH HUJAN RENCANA

TahunMETODE

Gumbel Hasper Weduwen2 643.706 633.734 667.347 667.3475 1043.019 875.323 816.551 1043.019

10 1307.360 1048.964 956.260 1307.36020 1557.644 1224.563 1100.038 1557.64450 1889.277 1465.033 1285.864 1889.277

100 2135.262 1654.613 1424.217 2135.262

Curah Hujan Maksimum

PERHITUNGAN DEBIT BANJIR RENCANA

● Metode Gumbel

No. TahunR

(xi - x) (xi - x)²(xi) mm

1 1997 1717 -118.625 14071.8912 1998 817 -1018.625 1037596.8913 1999 1717 -118.625 14071.8914 2000 2217 381.375 145446.8915 2001 2117 281.375 79171.8916 2002 2717 881.375 776821.8917 2003 1317 -518.625 268971.8918 2004 1617 -218.625 47796.8919 2005 1517 -318.625 101521.891

10 2006 1417 -418.625 175246.89111 2007 2217 381.375 145446.89112 2008 2117 281.375 79171.89113 2009 1317 -518.625 268971.89114 2010 2415 579.375 335675.39115 2011 917 -918.625 843871.89116 2012 3217 1381.375 1908196.891

Jumlah 29370 0.000 6242053.750

x =Σxi

=29,370

= 1835.625n 16

S =Σ(xi-x)²

=6242053.750

= 645.087n-1 15

Untuk periode (T) :T = 2 Tahun ;

Y = - Ln - Ln 2 - 1

2= 0.3665

T = 5 Tahun ;Y = - Ln - Ln

5 - 15

= 1.4999

T = 10 Tahun ;Y = - Ln - Ln

10 - 110

= 2.2502

T = 20 Tahun ;Y = - Ln - Ln

20 - 120

= 2.9606

T = 50 Tahun ;Y = - Ln - Ln

50 - 150

= 3.9019

T = 100 Tahun ;Y = - Ln - Ln

100 - 1100

= 4.6001

Untuk Debit Banjir :Rumus :

Qt = x +S

Y - YnSn

Yn = 0.5128 (Tabel n = 15 tahun)Sn = 1.0206 (Tabel n = 15 tahun)

= 1835.625 +645.087

0.3665 - 0.51281.0206

= 1835.625 + 632.066 x -0.1463= 1743.15

= 1835.625 +645.087

1.4999 - 0.51281.0206

= 1835.625 + 632.066 x 0.9871= 2459.54

= 1835.625 +645.087

2.2502 - 0.51281.0206

= 1835.625 + 632.066 x 1.7374= 2933.78

= 1835.625 +645.087

2.9606 - 0.51281.0206

= 1835.625 + 632.066 x 2.4478= 3382.80

= 1835.625 +645.087

3.9019 - 0.51281.0206

= 1835.625 + 632.066 x 3.3891= 3977.76

= 1835.625 +645.087

4.6001 - 0.51281.0206

= 1835.625 + 632.066 x 4.0873= 4419.07

● Metode HasperDik : Luas Daerah (A) = 64 (Given)

Kemiringan Sungai (i) = 0.0057 (Given)Panjang Sungai (L) = 8 Km (Given)

Penyelesaian :1). Besarnya koefisien aliran

α =1 + 0.012

1 + 0.075

α =1 + 0.012 64 0.70

1 + 0.075 64 0.70

α =1.221

2.378α = 0.513

Q2

m³/det

Q5

m³/det

Q10

m³/det

Q20

m³/det

Q50

m³/det

Q100

m³/det

Km2

A0.70

A0.70

2). Waktu konsentrasitc = 0.10 x

tc = 0.10 x 8 0.80 x 0.0057 -0.30tc = 2.485 jam

3). Koefisien reduksi1

= 1 +t + 3.7 x 10 -0.4

xb t ² + 15 12

1= 1 +

2.485 + 3.7 x 10 -0.4x

64b 6.177 + 15 12

1= 1 +

3.9583x

22.627b 21.177 121

= 1 + 0.187 x 1.886b1

= 1.352bb = 0.739

4). Curah hujan maksimumRumus :

q =3.6 x t

a. q = 2 Tahun R = 667.347

=667.347

3.6 x 2.485= 74.587 mm/jam

b. q = 5 Tahun R = 1043.019

=1043.019

3.6 x 2.485= 116.575 mm/jam

c. q = 10 Tahun R = 1307.360

=1307.360

3.6 x 2.485= 146.120 mm/jam

d. q = 20 Tahun R = 1557.644

=1557.644

3.6 x 2.485= 174.093 mm/jam

e. q = 50 Tahun R = 1889.277

=1889.277

3.6 x 2.485= 211.159 mm/jam

L0.80 x i -0.30

A¾

¾

Rt

q2

q5

q10

q20

q50

f. q = 100 Tahun R = 2135.262

=2135.262

3.6 x 2.485= 238.652 mm/jam

5). Debit Rencana BanjirRumus :

Qt = a . b . q . A

a. = 0.513 x 0.739 x 74.587 x 64= 1811.29

b. = 0.513 x 0.739 x 116.575 x 64= 2830.918

c. = 0.513 x 0.739 x 146.120 x 64= 3548.38

d. = 0.513 x 0.739 x 174.093 x 64= 4227.69

e. = 0.513 x 0.739 x 211.159 x 64= 5127.79

f. = 0.513 x 0.739 x 238.652 x 64= 5795.44

● Metode WeduwenDik : Luas Daerah (A) = 64 (Given)

Kemiringan Sungai (i) = 0.0057 (Given)Panjang Sungai (L) = 8 Km (Given)

Penyelesaian :1). Curah hujan maksimum

Rumus :

q =67.64

t + 1.45harga t perkiraan, t = 6.78 jam

q =67.64

6.78 + 1.45= 8.219

2). Harga koefisien reduksi

120 +t + 1

Ab =

t + 9120 + A

120 +6.78 + 1

64b =

6.78 + 9120 + 64

b =120 + 31.554

184

b = 0.824

q100

Q2

m³/det

Q5

m³/det

Q10

m³/det

Q20

m³/det

Q50

m³/det

Q100

m³/det

Km2

m³/Km²/det

3). Harga koefisien aliran

a = 1 -4.1

7

a = 1 -4.1

0.824 x 8.219 + 7a = 0.702

4). Harga t perhitungan

t =0.476 x

x

t =0.476 x 64 0.375

( 0.702 x 0.824 x 8.219 x ( 0.0057

t = 6.78 jam

5). Debit banjir

Q = a . b . q . A

Q = 0.702 x 0.824 x 8.219 x 64Q = 304.241

a. =667.347

x 304.241240

= 845.98

b. =1043.019

x 304.241240

= 1322.21

c. =1307.360

x 304.241240

= 1657.30

d. =1557.644

x 304.241240

= 1974.58

e. =1889.277

x 304.241240

= 2394.98

f. =2135.262

x 304.241240

= 2706.81

b . q +

A 0.375

( a . b . q )0.125 i 0.25

)0,125 )0,25

m3/det

Q2

m3/det

Q5

m3/det

Q10

m3/det

Q20

m3/det

Q50

m3/det

Q100

m3/det

RESUME DEBIT BANJIR RENCANA

TahunMETODE

Gumbel Hasper Weduwen2 1743.15 1811.29 845.98 1811.295 2459.54 2830.92 1322.21 2830.92

10 2933.78 3548.38 1657.30 3548.3820 3382.80 4227.69 1974.58 4227.6950 3977.76 5127.79 2394.98 5127.79

100 4419.07 5795.44 2706.81 5795.44

Dari tabel diatas, debit banjir (Q) yang dipakai untuk perhitungan dimensi canal adalah :

= 1811.29 (Metode Hasper)

= 2830.92 (Metode Hasper)

= 3548.38 (Metode Hasper)

= 4227.69 (Metode Hasper)

= 5127.79 (Metode Hasper)

= 5795.44 (Metode Hasper)

Debit Banjir Maksimum

Q2 m³/det

Q5 m³/det

Q10 m³/det

Q20 m³/det

Q50 m³/det

Q100 m³/det

PATOK P0 - P1Dik: Q = 1811.29 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 80% x Q= 1449.03

Ls =Elev. Patok P0 - Elev. Patok P1

L

=36.650 - 36.515 7

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=1449.03

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=1449.03

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =1449.028

2 2.1 D²

=> 0.577 x D2/'3

=1449.032.1 D²

=> 1.216 D8/'3

= 1449.03

D =1449.03 3/'8

1.216D = 13.06 ~ 13 m

PERHITUNGAN DIMENSI CANAL Q₂ TAHUN

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 13.06 = 2.1 x 13.06 ² = 4.2 x 13.06= 7.909 m = 359.180 = 55.001 m

R =A

=359.180

= 6.530 mP 55.001

OKR =

D=

13.06= 6.530 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 6.5302/'3

x 0.00071/'2

0.0225= 44.444 x 3.494 x 0.026= 4.034

Kontrol :Q = A x V

1449.03 m³/det = 359.180 x 4.0341449.03 m³/det = 1449.03 OK

Kesimpulan 19.6 m 7.909 m 19.6 mQ = 1449.03A = 359.180 m²P = 55.001 mR = 6.530 m 2 2 13.06 mB = 7.909 m ~ 8 m 3 3D = 13.06 m ~ 13 m

Thalud = 3 : 2 = 1.5 m7.909 m

TAMPANG ABCDEFGH= 359.180 m² Kemiringan H = H² + m³ + H²= 55.001 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=51.09 H + 51.09 H

H2

= H 51.09 + H H= 51.09 H + H²

A = += 359.180 + 51.09 H + H² 1

= 4.2 + 2.45 HP = +

= 55.001 + 4.2 + 2.45 H= 59.212 + 2.45 H 2

Q = A x V R =AP

1811.29 = 359.180 + 51.09 H + H² x1

x359.180 + 51.09 H + H² 2/'3

x 0.00071/'2

0.0225 59.212 + 2.45 H

1811.29 = 359.180 + 51.09 H + H² x 44.444 x359.180 + 51.09 H + H² 2/'3

x 0.02659.212 + 2.45 H

1568.62 = 359.180 + 51.09 H + H² x359.180 + 51.09 H + H² 2/'3

59.212 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

H = 1.40 (dicoba)

1568.62 = 359.180 + 71.42 + 1.95 x359.180 + 71.42 + 1.95 2/'3

59.212 + 3.42

1568.62 = 432.554 x 6.9062/'3

1568.62 = 432.554 x 3.626

1568.62 = 1568.62 OK

A = 359.180 + 51.09 H + H² P = 59.212 + 2.45 H= 359.180 + 71.4201 + 1.95 = 59.212 + 3.42= 432.554 m² = 62.64 m

R =A

=432.55

= 6.91 mW = 0.25 x H + 0.49

P 62.64 = 0.25 x 1.40 + 0.49= 0.84 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 6.912/'3

x 0.00071/'2

0.0225= 44.444 x 3.626 x 0.026= 4.187

KONTROL :Q = A x V

1811.29 = 432.554 x 4.1871811.29 = 1811.29 OK

KESIMPULANQ = 1811.29

= 432.554= 62.64 m= 6.91 m

W = 1.00 m= 51.09 m

H = 1.40 m ~ 1 mThalud = 3 : 2 = 1.5 m

2.1 m 51.09 m 2.1 m

1.00 m

1.40 m2 3 3 2

2 m 2 m2 2 13.06 m

3 3

19.6 m 7.909 m 19.6 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P1 - P2Dik: Q = 1811.29 x 1.05 = 1901.85 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 85% x Q= 1616.57

Ls =Elev. Patok P1 - Elev. Patok P2

L

=36.515 - 36.380

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=1616.57

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=1616.57

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =1616.57

2 2.1 D²

=> 0.577 x D2/'3

=1616.572.1 D²

=> 1.216 D8/'3

= 1616.57

D =1616.57 3/'8

1.216D = 13.61 ~ 14 m

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 13.61 = 2.1 x 13.61 ² = 4.2 x 13.61= 8.240 m = 389.898 = 57.304 m

R =A

=389.898

= 6.804 mP 57.304

OKR =

D=

13.61= 6.804 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 6.8042/'3

x 0.00071/'2

0.0225= 44.444 x 3.591 x 0.026= 4.146

Kontrol :Q = A x V

1616.57 m³/det = 389.898 x 4.1461616.57 m³/det = 1616.57 OK

Kesimpulan 20.4 m 8.240 m 20.4 mQ = 1616.57A = 389.898 m²P = 57.304 mR = 6.804 m 2 2 13.61 mB = 8.240 m ~ 8 m 3 3D = 13.61 m ~ 14 m

Thalud = 3 : 2 = 1.5 m8.240 m

TAMPANG ABCDEFGH= 389.898 m² Kemiringan H = H² + m³ + H²= 57.304 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=53.06 H + 53.06 H

H2

= H 53.06 + H H= 53.06 H + H²

A = += 389.898 + 53.06 H + H² 1

= 4.2 + 2.45 HP = +

= 57.304 + 4.2 + 2.45 H= 61.516 + 2.45 H 2

Q = A x V R =AP

1901.85 = 389.898 + 53.06 H + H² x1

x389.898 + 53.06 H + H² 2/'3

x 0.00071/'2

0.0225 61.516 + 2.45 H

1901.85 = 389.898 + 53.06 H + H² x 44.444 x389.898 + 53.06 H + H² 2/'3

x 0.02661.516 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

1647.05 = 389.898 + 53.06 H + H² x389.898 + 53.06 H + H² 2/'3

61.516 + 2.45 H

H = 1.11 (dicoba)

1647.05 = 389.898 + 58.77 + 1.23 x389.898 + 58.77 + 1.23 2/'3

61.516 + 2.71

1647.05 = 449.899 x 7.0052/'3

1647.05 = 449.899 x 3.661

1647.05 = 1647.05 OK

A = 389.898 + 53.06 H + H² P = 61.516 + 2.45 H= 389.898 + 58.7744 + 1.23 = 61.516 + 2.71= 449.899 m² = 64.23 m

R =A

=449.90

= 7.00 mW = 0.25 x H + 0.49

P 64.23 = 0.25 x 1.11 + 0.49= 0.77 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 7.002/'3

x 0.00071/'2

0.0225= 44.444 x 3.661 x 0.026= 4.227

KONTROL :Q = A x V

1901.85 = 449.899 x 4.2271901.85 = 1901.85 OK

KESIMPULANQ = 1901.85

= 449.899= 64.23 m= 7.00 m

W = 1.00 m= 53.06 m

H = 1.11 m ~ 1 mThalud = 3 : 2 = 1.5 m

1.7 m 53.06 m 1.7 m

1.00 m

1.11 m2 3 3 2

2 m 2 m2 2 13.61 m

3 3

20.4 m 8.240 m 20.4 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P0 - P1Dik: Q = 2830.92 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 80% x Q= 2264.73

Ls =Elev. Patok P0 - Elev. Patok P1

L

=36.650 - 36.515 7

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=2264.73

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=2264.73

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =2264.734

2 2.1 D²

=> 0.577 x D2/'3

=2264.732.1 D²

=> 1.216 D8/'3

= 2264.73

D =2264.73 3/'8

1.216D = 15.44 ~ 15 m

PERHITUNGAN DIMENSI CANAL Q₅ TAHUN

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 15.44 = 2.1 x 15.44 ² = 4.2 x 15.44= 9.351 m = 502.073 = 65.027 m

R =A

=502.073

= 7.721 mP 65.027

OKR =

D=

15.44= 7.721 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 7.7212/'3

x 0.00071/'2

0.0225= 44.444 x 3.906 x 0.026= 4.511

Kontrol :Q = A x V

2264.73 m³/det = 502.073 x 4.5112264.73 m³/det = 2264.73 OK

Kesimpulan 23.2 m 9.351 m 23.2 mQ = 2264.73A = 502.073 m²P = 65.027 mR = 7.721 m 2 2 15.44 mB = 9.351 m ~ 9 m 3 3D = 15.44 m ~ 15 m

Thalud = 3 : 2 = 1.5 m9.351 m

TAMPANG ABCDEFGH= 502.073 m² Kemiringan H = H² + m³ + H²= 65.027 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=59.68 H + 59.68 H

H2

= H 59.68 + H H= 59.68 H + H²

A = += 502.073 + 59.68 H + H² 1

= 4.2 + 2.45 HP = +

= 65.027 + 4.2 + 2.45 H= 69.239 + 2.45 H 2

Q = A x V R =AP

2830.92 = 502.073 + 59.68 H + H² x1

x502.073 + 59.68 H + H² 2/'3

x 0.00071/'2

0.0225 69.239 + 2.45 H

2830.92 = 502.073 + 59.68 H + H² x 44.444 x502.073 + 59.68 H + H² 2/'3

x 0.02669.239 + 2.45 H

2451.65 = 502.073 + 59.68 H + H² x502.073 + 59.68 H + H² 2/'3

69.239 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

H = 1.63 (dicoba)

2451.65 = 502.073 + 97.20 + 2.65 x502.073 + 97.20 + 2.65 2/'3

69.239 + 3.99

2451.65 = 601.931 x 8.2202/'3

2451.65 = 601.931 x 4.073

2451.65 = 2451.65 OK

A = 502.073 + 59.68 H + H² P = 69.239 + 2.45 H= 502.073 + 97.2042 + 2.65 = 69.239 + 3.99= 601.931 m² = 73.23 m

R =A

=601.93

= 8.22 mW = 0.25 x H + 0.49

P 73.23 = 0.25 x 1.63 + 0.49= 0.90 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 8.222/'3

x 0.00071/'2

0.0225= 44.444 x 4.073 x 0.026= 4.703

KONTROL :Q = A x V

2830.92 = 601.931 x 4.7032830.92 = 2830.92 OK

KESIMPULANQ = 2830.92

= 601.931= 73.23 m= 8.22 m

W = 1.00 m= 59.68 m

H = 1.63 m ~ 2 mThalud = 3 : 2 = 1.5 m

2.4 m 59.68 m 2.4 m

1.00 m

1.63 m2 3 3 2

2 m 2 m2 2 15.44 m

3 3

23.2 m 9.351 m 23.2 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P1 - P2Dik: Q = 2830.92 x 1.05 = 2972.46 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 85% x Q= 2526.59

Ls =Elev. Patok P1 - Elev. Patok P2

L

=36.515 - 36.380

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=2526.59

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=2526.59

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =2526.59

2 2.1 D²

=> 0.577 x D2/'3

=2526.592.1 D²

=> 1.216 D8/'3

= 2526.59

D =2526.59 3/'8

1.216D = 16.09 ~ 16 m

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 16.09 = 2.1 x 16.09 ² = 4.2 x 16.09= 9.743 m = 545.011 = 67.751 m

R =A

=545.011

= 8.044 mP 67.751

OKR =

D=

16.09= 8.044 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 8.0442/'3

x 0.00071/'2

0.0225= 44.444 x 4.015 x 0.026= 4.636

Kontrol :Q = A x V

2526.59 m³/det = 545.011 x 4.6362526.59 m³/det = 2526.59 OK

Kesimpulan 24.1 m 9.743 m 24.1 mQ = 2526.59A = 545.011 m²P = 67.751 mR = 8.044 m 2 2 16.09 mB = 9.743 m ~ 10 m 3 3D = 16.09 m ~ 16 m

Thalud = 3 : 2 = 1.5 m9.743 m

TAMPANG ABCDEFGH= 545.011 m² Kemiringan H = H² + m³ + H²= 67.751 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=62.01 H + 62.01 H

H2

= H 62.01 + H H= 62.01 H + H²

A = += 545.011 + 62.01 H + H² 1

= 4.2 + 2.45 HP = +

= 67.751 + 4.2 + 2.45 H= 71.962 + 2.45 H 2

Q = A x V R =AP

2972.46 = 545.011 + 62.01 H + H² x1

x545.011 + 62.01 H + H² 2/'3

x 0.00071/'2

0.0225 71.962 + 2.45 H

2972.46 = 545.011 + 62.01 H + H² x 44.444 x545.011 + 62.01 H + H² 2/'3

x 0.02671.962 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

2574.23 = 545.011 + 62.01 H + H² x545.011 + 62.01 H + H² 2/'3

71.962 + 2.45 H

H = 1.28 (dicoba)

2574.23 = 545.011 + 79.45 + 1.64 x545.011 + 79.45 + 1.64 2/'3

71.962 + 3.14

2574.23 = 626.103 x 8.3372/'3

2574.23 = 626.103 x 4.112

2574.23 = 2574.23 OK

A = 545.011 + 62.01 H + H² P = 71.962 + 2.45 H= 545.011 + 79.4496 + 1.64 = 71.962 + 3.14= 626.103 m² = 75.10 m

R =A

=626.10

= 8.34 mW = 0.25 x H + 0.49

P 75.10 = 0.25 x 1.28 + 0.49= 0.81 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 8.342/'3

x 0.00071/'2

0.0225= 44.444 x 4.112 x 0.026= 4.748

KONTROL :Q = A x V

2972.46 = 626.103 x 4.7482972.46 = 2972.46 OK

KESIMPULANQ = 2972.46

= 626.103= 75.10 m= 8.34 m

W = 1.00 m= 62.01 m

H = 1.28 m ~ 1 mThalud = 3 : 2 = 1.5 m

1.9 m 62.01 m 1.9 m

1.00 m

1.28 m2 3 3 2

2 m 2 m2 2 16.09 m

3 3

24.1 m 9.743 m 24.1 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P0 - P1Dik: Q = 3548.38 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 80% x Q= 2838.70

Ls =Elev. Patok P0 - Elev. Patok P1

L

=36.650 - 36.515 7

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=2838.70

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=2838.70

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =2838.705

2 2.1 D²

=> 0.577 x D2/'3

=2838.702.1 D²

=> 1.216 D8/'3

= 2838.70

D =2838.70 3/'8

1.216D = 16.81 ~ 17 m

PERHITUNGAN DIMENSI CANAL Q₁₀ TAHUN

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 16.81 = 2.1 x 16.81 ² = 4.2 x 16.81= 10.177 m = 594.763 = 70.776 m

R =A

=594.763

= 8.403 mP 70.776

OKR =

D=

16.81= 8.403 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 8.4032/'3

x 0.00071/'2

0.0225= 44.444 x 4.133 x 0.026= 4.773

Kontrol :Q = A x V

2838.70 m³/det = 594.763 x 4.7732838.70 m³/det = 2838.70 OK

Kesimpulan 25.2 m 10.177 m 25.2 mQ = 2838.70A = 594.763 m²P = 70.776 mR = 8.403 m 2 2 16.81 mB = 10.177 m ~ 10 m 3 3D = 16.81 m ~ 17 m

Thalud = 3 : 2 = 1.5 m10.177 m

TAMPANG ABCDEFGH= 594.763 m² Kemiringan H = H² + m³ + H²= 70.776 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=64.60 H + 64.60 H

H2

= H 64.60 + H H= 64.60 H + H²

A = += 594.763 + 64.60 H + H² 1

= 4.2 + 2.45 HP = +

= 70.776 + 4.2 + 2.45 H= 74.987 + 2.45 H 2

Q = A x V R =AP

3548.38 = 594.763 + 64.60 H + H² x1

x594.763 + 64.60 H + H² 2/'3

x 0.00071/'2

0.0225 74.987 + 2.45 H

3548.38 = 594.763 + 64.60 H + H² x 44.444 x594.763 + 64.60 H + H² 2/'3

x 0.02674.987 + 2.45 H

3072.99 = 594.763 + 64.60 H + H² x594.763 + 64.60 H + H² 2/'3

74.987 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

H = 1.76 (dicoba)

3072.99 = 594.763 + 113.75 + 3.10 x594.763 + 113.75 + 3.10 2/'3

74.987 + 4.31

3072.99 = 711.617 x 8.9742/'3

3072.99 = 711.617 x 4.318

3072.99 = 3072.99 OK

A = 594.763 + 64.60 H + H² P = 74.987 + 2.45 H= 594.763 + 113.754 + 3.10 = 74.987 + 4.31= 711.617 m² = 79.30 m

R =A

=711.62

= 8.97 mW = 0.25 x H + 0.49

P 79.30 = 0.25 x 1.76 + 0.49= 0.93 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 8.972/'3

x 0.00071/'2

0.0225= 44.444 x 4.318 x 0.026= 4.986

KONTROL :Q = A x V

3548.38 = 711.617 x 4.9863548.38 = 3548.38 OK

KESIMPULANQ = 3548.38

= 711.617= 79.30 m= 8.97 m

W = 1.00 m= 64.60 m

H = 1.76 m ~ 2 mThalud = 3 : 2 = 1.5 m

2.6 m 64.60 m 2.6 m

1.00 m

1.76 m2 3 3 2

2 m 2 m2 2 16.81 m

3 3

25.2 m 10.177 m 25.2 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P1 - P2Dik: Q = 3548.38 x 1.05 = 3725.80 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 85% x Q= 3166.93

Ls =Elev. Patok P1 - Elev. Patok P2

L

=36.515 - 36.380

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=3166.93

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=3166.93

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =3166.93

2 2.1 D²

=> 0.577 x D2/'3

=3166.932.1 D²

=> 1.216 D8/'3

= 3166.93

D =3166.93 3/'8

1.216D = 16.09 ~ 16 m

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 16.09 = 2.1 x 16.09 ² = 4.2 x 16.09= 9.743 m = 545.011 = 67.751 m

R =A

=545.011

= 8.044 mP 67.751

OKR =

D=

16.09= 8.044 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 8.0442/'3

x 0.00071/'2

0.0225= 44.444 x 4.015 x 0.026= 4.636

Kontrol :Q = A x V

3166.93 m³/det = 545.011 x 4.6363166.93 m³/det = 2526.59 OK

Kesimpulan 24.1 m 9.743 m 24.1 mQ = 2526.59A = 545.011 m²P = 67.751 mR = 8.044 m 2 2 16.09 mB = 9.743 m ~ 10 m 3 3D = 16.09 m ~ 16 m

Thalud = 3 : 2 = 1.5 m9.743 m

TAMPANG ABCDEFGH= 545.011 m² Kemiringan H = H² + m³ + H²= 67.751 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=62.01 H + 62.01 H

H2

= H 62.01 + H H= 62.01 H + H²

A = += 545.011 + 62.01 H + H² 1

= 4.2 + 2.45 HP = +

= 67.751 + 4.2 + 2.45 H= 71.962 + 2.45 H 2

Q = A x V R =AP

3725.80 = 545.011 + 62.01 H + H² x1

x545.011 + 62.01 H + H² 2/'3

x 0.00071/'2

0.0225 71.962 + 2.45 H

3725.80 = 545.011 + 62.01 H + H² x 44.444 x545.011 + 62.01 H + H² 2/'3

x 0.02671.962 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

3226.64 = 545.011 + 62.01 H + H² x545.011 + 62.01 H + H² 2/'3

71.962 + 2.45 H

H = 1.28 (dicoba)

3226.64 = 545.011 + 79.45 + 1.64 x545.011 + 79.45 + 1.64 2/'3

71.962 + 3.14

3226.64 = 626.103 x 8.3372/'3

3226.64 = 626.103 x 4.112

3226.64 = 2574.23 OK

A = 545.011 + 62.01 H + H² P = 71.962 + 2.45 H= 545.011 + 79.4496 + 1.64 = 71.962 + 3.14= 626.103 m² = 75.10 m

R =A

=626.10

= 8.34 mW = 0.25 x H + 0.49

P 75.10 = 0.25 x 1.28 + 0.49= 0.81 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 8.342/'3

x 0.00071/'2

0.0225= 44.444 x 4.112 x 0.026= 4.748

KONTROL :Q = A x V

3725.80 = 626.103 x 4.7483725.80 = 2972.46 OK

KESIMPULANQ = 3725.80

= 626.103= 75.10 m= 8.34 m

W = 1.00 m= 62.01 m

H = 1.28 m ~ 1 mThalud = 3 : 2 = 1.5 m

1.9 m 62.01 m 1.9 m

1.00 m

1.28 m2 3 3 2

2 m 2 m2 2 16.09 m

3 3

24.1 m 9.743 m 24.1 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P0 - P1Dik: Q = 4227.69 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 80% x Q= 3382.15

Ls =Elev. Patok P0 - Elev. Patok P1

L

=36.650 - 36.515 7

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=3382.15

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=3382.15

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =3382.152

2 2.1 D²

=> 0.577 x D2/'3

=3382.152.1 D²

=> 1.216 D8/'3

= 3382.15

D =3382.15 3/'8

1.216D = 17.95 ~ 18 m

PERHITUNGAN DIMENSI CANAL Q₂₀ TAHUN

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 17.95 = 2.1 x 17.95 ² = 4.2 x 17.95= 10.868 m = 678.265 = 75.581 m

R =A

=678.265

= 8.974 mP 75.581

OKR =

D=

17.95= 8.974 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 8.9742/'3

x 0.00071/'2

0.0225= 44.444 x 4.318 x 0.026= 4.986

Kontrol :Q = A x V

3382.15 m³/det = 678.265 x 4.9863382.15 m³/det = 3382.15 OK

Kesimpulan 26.9 m 10.868 m 26.9 mQ = 3382.15A = 678.265 m²P = 75.581 mR = 8.974 m 2 2 17.95 mB = 10.868 m ~ 11 m 3 3D = 17.95 m ~ 18 m

Thalud = 3 : 2 = 1.5 m10.868 m

TAMPANG ABCDEFGH= 678.265 m² Kemiringan H = H² + m³ + H²= 75.581 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=68.71 H + 68.71 H

H2

= H 68.71 + H H= 68.71 H + H²

A = += 678.265 + 68.71 H + H² 1

= 4.2 + 2.45 HP = +

= 75.581 + 4.2 + 2.45 H= 79.792 + 2.45 H 2

Q = A x V R =AP

4227.69 = 678.265 + 68.71 H + H² x1

x678.265 + 68.71 H + H² 2/'3

x 0.00071/'2

0.0225 79.792 + 2.45 H

4227.69 = 678.265 + 68.71 H + H² x 44.444 x678.265 + 68.71 H + H² 2/'3

x 0.02679.792 + 2.45 H

3661.29 = 678.265 + 68.71 H + H² x678.265 + 68.71 H + H² 2/'3

79.792 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

H = 1.87 (dicoba)

3661.29 = 678.265 + 128.57 + 3.50 x678.265 + 128.57 + 3.50 2/'3

79.792 + 4.58

3661.29 = 810.339 x 9.6042/'3

3661.29 = 810.339 x 4.518

3661.29 = 3661.29 OK

A = 678.265 + 68.71 H + H² P = 79.792 + 2.45 H= 678.265 + 128.573 + 3.50 = 79.792 + 4.58= 810.339 m² = 84.38 m

R =A

=810.34

= 9.60 mW = 0.25 x H + 0.49

P 84.38 = 0.25 x 1.87 + 0.49= 0.96 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 9.602/'3

x 0.00071/'2

0.0225= 44.444 x 4.518 x 0.026= 5.217

KONTROL :Q = A x V

4227.69 = 810.339 x 5.2174227.69 = 4227.69 OK

KESIMPULANQ = 4227.69

= 810.339= 84.38 m= 9.60 m

W = 1.00 m= 68.71 m

H = 1.87 m ~ 2 mThalud = 3 : 2 = 1.5 m

2.8 m 68.71 m 2.8 m

1.00 m

1.87 m2 3 3 2

2 m 2 m2 2 17.95 m

3 3

26.9 m 10.868 m 26.9 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P1 - P2Dik: Q = 4227.69 x 1.05 = 4439.07 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 85% x Q= 3773.21

Ls =Elev. Patok P1 - Elev. Patok P2

L

=36.515 - 36.380

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=3773.21

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=3773.21

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =3773.21

2 2.1 D²

=> 0.577 x D2/'3

=3773.212.1 D²

=> 1.216 D8/'3

= 3773.21

D =3773.21 3/'8

1.216D = 18.70 ~ 19 m

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 18.70 = 2.1 x 18.70 ² = 4.2 x 18.70= 11.324 m = 736.271 = 78.747 m

R =A

=736.271

= 9.350 mP 78.747

OKR =

D=

18.70= 9.350 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 9.3502/'3

x 0.00071/'2

0.0225= 44.444 x 4.438 x 0.026= 5.125

Kontrol :Q = A x V

3773.21 m³/det = 736.271 x 5.1253773.21 m³/det = 3773.21 OK

Kesimpulan 28.0 m 11.324 m 28.0 mQ = 3773.21A = 736.271 m²P = 78.747 mR = 9.350 m 2 2 18.70 mB = 11.324 m ~ 11 m 3 3D = 18.70 m ~ 19 m

Thalud = 3 : 2 = 1.5 m11.324 m

TAMPANG ABCDEFGH= 736.271 m² Kemiringan H = H² + m³ + H²= 78.747 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=71.42 H + 71.42 H

H2

= H 71.42 + H H= 71.42 H + H²

A = += 736.271 + 71.42 H + H² 1

= 4.2 + 2.45 HP = +

= 78.747 + 4.2 + 2.45 H= 82.958 + 2.45 H 2

Q = A x V R =AP

4439.07 = 736.271 + 71.42 H + H² x1

x736.271 + 71.42 H + H² 2/'3

x 0.00071/'2

0.0225 82.958 + 2.45 H

4439.07 = 736.271 + 71.42 H + H² x 44.444 x736.271 + 71.42 H + H² 2/'3

x 0.02682.958 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

3844.35 = 736.271 + 71.42 H + H² x736.271 + 71.42 H + H² 2/'3

82.958 + 2.45 H

H = 1.46 (dicoba)

3844.35 = 736.271 + 104.50 + 2.14 x736.271 + 104.50 + 2.14 2/'3

82.958 + 3.58

3844.35 = 842.915 x 9.7402/'3

3844.35 = 842.915 x 4.561

3844.35 = 3844.35 OK

A = 736.271 + 71.42 H + H² P = 82.958 + 2.45 H= 736.271 + 104.502 + 2.14 = 82.958 + 3.58= 842.915 m² = 86.54 m

R =A

=842.91

= 9.74 mW = 0.25 x H + 0.49

P 86.54 = 0.25 x 1.46 + 0.49= 0.86 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 9.742/'3

x 0.00071/'2

0.0225= 44.444 x 4.561 x 0.026= 5.266

KONTROL :Q = A x V

4439.07 = 842.915 x 5.2664439.07 = 4439.07 OK

KESIMPULANQ = 4439.07

= 842.915= 86.54 m= 9.74 m

W = 1.00 m= 71.42 m

H = 1.46 m ~ 1 mThalud = 3 : 2 = 1.5 m

2.2 m 71.42 m 2.2 m

1.00 m

1.46 m2 3 3 2

2 m 2 m2 2 18.70 m

3 3

28.0 m 11.324 m 28.0 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P0 - P1Dik: Q = 5127.79 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 80% x Q= 4102.24

Ls =Elev. Patok P0 - Elev. Patok P1

L

=36.650 - 36.515 7

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=4102.24

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=4102.24

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =4102.236

2 2.1 D²

=> 0.577 x D2/'3

=4102.242.1 D²

=> 1.216 D8/'3

= 4102.24

D =4102.24 3/'8

1.216D = 19.30 ~ 19 m

PERHITUNGAN DIMENSI CANAL Q₅₀ TAHUN

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 19.30 = 2.1 x 19.30 ² = 4.2 x 19.30= 11.684 m = 783.917 = 81.255 m

R =A

=783.917

= 9.648 mP 81.255

OKR =

D=

19.30= 9.648 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 9.6482/'3

x 0.00071/'2

0.0225= 44.444 x 4.532 x 0.026= 5.233

Kontrol :Q = A x V

4102.24 m³/det = 783.917 x 5.2334102.24 m³/det = 4102.24 OK

Kesimpulan 28.9 m 11.684 m 28.9 mQ = 4102.24A = 783.917 m²P = 81.255 mR = 9.648 m 2 2 19.30 mB = 11.684 m ~ 12 m 3 3D = 19.30 m ~ 19 m

Thalud = 3 : 2 = 1.5 m11.684 m

TAMPANG ABCDEFGH= 783.917 m² Kemiringan H = H² + m³ + H²= 81.255 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=73.57 H + 73.57 H

H2

= H 73.57 + H H= 73.57 H + H²

A = += 783.917 + 73.57 H + H² 1

= 4.2 + 2.45 HP = +

= 81.255 + 4.2 + 2.45 H= 85.466 + 2.45 H 2

Q = A x V R =AP

5127.79 = 783.917 + 73.57 H + H² x1

x783.917 + 73.57 H + H² 2/'3

x 0.00071/'2

0.0225 85.466 + 2.45 H

5127.79 = 783.917 + 73.57 H + H² x 44.444 x783.917 + 73.57 H + H² 2/'3

x 0.02685.466 + 2.45 H

4440.80 = 783.917 + 73.57 H + H² x783.917 + 73.57 H + H² 2/'3

85.466 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

H = 2.00 (dicoba)

4440.80 = 783.917 + 147.23 + 4.00 x783.917 + 147.23 + 4.00 2/'3

85.466 + 4.90

4440.80 = 935.151 x 10.3482/'3

4440.80 = 935.151 x 4.749

4440.80 = 4440.80 OK

A = 783.917 + 73.57 H + H² P = 85.466 + 2.45 H= 783.917 + 147.23 + 4.00 = 85.466 + 4.90= 935.151 m² = 90.37 m

R =A

=935.15

= 10.35 mW = 0.25 x H + 0.49

P 90.37 = 0.25 x 2.00 + 0.49= 0.99 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 10.352/'3

x 0.00071/'2

0.0225= 44.444 x 4.749 x 0.026= 5.483

KONTROL :Q = A x V

5127.79 = 935.151 x 5.4835127.79 = 5127.79 OK

KESIMPULANQ = 5127.79

= 935.151= 90.37 m= 10.35 m

W = 1.00 m= 73.57 m

H = 2.00 m ~ 2 mThalud = 3 : 2 = 1.5 m

3.0 m 73.57 m 3.0 m

1.00 m

2.00 m2 3 3 2

2 m 2 m2 2 19.30 m

3 3

28.9 m 11.684 m 28.9 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P1 - P2Dik: Q = 5127.79 x 1.05 = 5384.18 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 85% x Q= 4576.56

Ls =Elev. Patok P1 - Elev. Patok P2

L

=36.515 - 36.380

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=4576.56

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=4576.56

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =4576.56

2 2.1 D²

=> 0.577 x D2/'3

=4576.562.1 D²

=> 1.216 D8/'3

= 4576.56

D =4576.56 3/'8

1.216D = 20.10 ~ 20 m

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 20.10 = 2.1 x 20.10 ² = 4.2 x 20.10= 12.174 m = 850.959 = 84.658 m

R =A

=850.959

= 10.052 mP 84.658

OKR =

D=

20.10= 10.052 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 10.0522/'3

x 0.00071/'2

0.0225= 44.444 x 4.658 x 0.026= 5.378

Kontrol :Q = A x V

4576.56 m³/det = 850.959 x 5.3784576.56 m³/det = 4576.56 OK

Kesimpulan 30.2 m 12.174 m 30.2 mQ = 4576.56A = 850.959 m²P = 84.658 mR = 10.052 m 2 2 20.10 mB = 12.174 m ~ 12 m 3 3D = 20.10 m ~ 20 m

Thalud = 3 : 2 = 1.5 m12.174 m

TAMPANG ABCDEFGH= 850.959 m² Kemiringan H = H² + m³ + H²= 84.658 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=76.48 H + 76.48 H

H2

= H 76.48 + H H= 76.48 H + H²

A = += 850.959 + 76.48 H + H² 1

= 4.2 + 2.45 HP = +

= 84.658 + 4.2 + 2.45 H= 88.869 + 2.45 H 2

Q = A x V R =AP

5384.18 = 850.959 + 76.48 H + H² x1

x850.959 + 76.48 H + H² 2/'3

x 0.00071/'2

0.0225 88.869 + 2.45 H

5384.18 = 850.959 + 76.48 H + H² x 44.444 x850.959 + 76.48 H + H² 2/'3

x 0.02688.869 + 2.45 H

4662.84 = 850.959 + 76.48 H + H² x850.959 + 76.48 H + H² 2/'3

88.869 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

H = 1.56 (dicoba)

4662.84 = 850.959 + 119.37 + 2.44 x850.959 + 119.37 + 2.44 2/'3

88.869 + 3.82

4662.84 = 972.762 x 10.4952/'3

4662.84 = 972.762 x 4.793

4662.84 = 4662.84 OK

A = 850.959 + 76.48 H + H² P = 88.869 + 2.45 H= 850.959 + 119.367 + 2.44 = 88.869 + 3.82= 972.762 m² = 92.69 m

R =A

=972.76

= 10.49 mW = 0.25 x H + 0.49

P 92.69 = 0.25 x 1.56 + 0.49= 0.88 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 10.492/'3

x 0.00071/'2

0.0225= 44.444 x 4.793 x 0.026= 5.535

KONTROL :Q = A x V

5384.18 = 972.762 x 5.5355384.18 = 5384.18 OK

KESIMPULANQ = 5384.18

= 972.762= 92.69 m= 10.49 m

W = 1.00 m= 76.48 m

H = 1.56 m ~ 2 mThalud = 3 : 2 = 1.5 m

2.3 m 76.48 m 2.3 m

1.00 m

1.56 m2 3 3 2

2 m 2 m2 2 20.10 m

3 3

30.2 m 12.174 m 30.2 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P0 - P1Dik: Q = 5795.44 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 80% x Q= 4636.35

Ls =Elev. Patok P0 - Elev. Patok P1

L

=36.650 - 36.515 7

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=4636.35

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=4636.35

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =4636.350

2 2.1 D²

=> 0.577 x D2/'3

=4636.352.1 D²

=> 1.216 D8/'3

= 4636.35

D =4636.35 3/'8

1.216D = 20.20 ~ 20 m

PERHITUNGAN DIMENSI CANAL Q₁₀₀ TAHUN

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 20.20 = 2.1 x 20.20 ² = 4.2 x 20.20= 12.233 m = 859.284 = 85.071 m

R =A

=859.284

= 10.101 mP 85.071

OKR =

D=

20.20= 10.101 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 10.1012/'3

x 0.00071/'2

0.0225= 44.444 x 4.673 x 0.026= 5.396

Kontrol :Q = A x V

4636.35 m³/det = 859.284 x 5.3964636.35 m³/det = 4636.35 OK

Kesimpulan 30.3 m 12.233 m 30.3 mQ = 4636.35A = 859.284 m²P = 85.071 mR = 10.101 m 2 2 20.20 mB = 12.233 m ~ 12 m 3 3D = 20.20 m ~ 20 m

Thalud = 3 : 2 = 1.5 m12.233 m

TAMPANG ABCDEFGH= 859.284 m² Kemiringan H = H² + m³ + H²= 85.071 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=76.84 H + 76.84 H

H2

= H 76.84 + H H= 76.84 H + H²

A = += 859.284 + 76.84 H + H² 1

= 4.2 + 2.45 HP = +

= 85.071 + 4.2 + 2.45 H= 89.282 + 2.45 H 2

Q = A x V R =AP

5795.44 = 859.284 + 76.84 H + H² x1

x859.284 + 76.84 H + H² 2/'3

x 0.00071/'2

0.0225 89.282 + 2.45 H

5795.44 = 859.284 + 76.84 H + H² x 44.444 x859.284 + 76.84 H + H² 2/'3

x 0.02689.282 + 2.45 H

5019.00 = 859.284 + 76.84 H + H² x859.284 + 76.84 H + H² 2/'3

89.282 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

H = 2.09 (dicoba)

5019.00 = 859.284 + 160.49 + 4.36 x859.284 + 160.49 + 4.36 2/'3

89.282 + 5.12

5019.00 = 1024.131 x 10.8492/'3

5019.00 = 1024.131 x 4.901

5019.00 = 5019.00 OK

A = 859.284 + 76.84 H + H² P = 89.282 + 2.45 H= 859.284 + 160.485 + 4.36 = 89.282 + 5.12= 1024.131 m² = 94.40 m

R =A

=1024.13

= 10.85 mW = 0.25 x H + 0.49

P 94.40 = 0.25 x 2.09 + 0.49= 1.01 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 10.852/'3

x 0.00071/'2

0.0225= 44.444 x 4.901 x 0.026= 5.659

KONTROL :Q = A x V

5795.44 = 1024.131 x 5.6595795.44 = 5795.44 OK

KESIMPULANQ = 5795.44

= 1024.131= 94.40 m= 10.85 m

W = 1.00 m= 76.84 m

H = 2.09 m ~ 2 mThalud = 3 : 2 = 1.5 m

3.1 m 76.84 m 3.1 m

1.00 m

2.09 m2 3 3 2

2 m 2 m2 2 20.20 m

3 3

30.3 m 12.233 m 30.3 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

PATOK P1 - P2Dik: Q = 5795.44 x 1.05 = 6085.21 m³/det n manning = 0.0225

L = 200 m Daya Tampung = 85% x Q= 5172.43

Ls =Elev. Patok P1 - Elev. Patok P2

L

=36.515 - 36.380

200= 0.0007

m =3

= 1.5 m2

PENYELESAIAN:TAMPANG ABCDJIKA:

A = B + m . D D= BD + 1.5 D²

P = B + 2 D 1 + m²= B + 2 D 1 + 1.5 2

= B + 2 D 3.3= B + 3.6 D

mD B mD

D A

D2 23 3

C BB

SYARAT TAMPANG EKONOMIS

R =A

=D

P 2JIKA:

R =A

=>BD + 1.5 D 2

=D

P B + 3.6 D 2 => D B + 3.6 D = 2 BD + 1.5 D 2

=> BD + 3.6 D 2 = 2 BD + 3 D 2

1 - 2 BD = 3 - 3.6 D 2

-1 BD = -0.6 D²BD = 0.6 D²B = 0.6 D

JIKA:A = BD + 1.5 D²

= 0.6 D D + 1.5 D²= 0.6 D² + 1.5 D²= 2.1 D²

P = B + 3.6 D= 0.6 D + 3.6 D= 4.2 D

Q = A x V

V =Q

=>1

x R2/'3

x Ic1/'2

=5172.43

A n 2.1 D²

=>1

xD 2/'3

x 0.00071/'2

=5172.43

0.0225 2 2.1 D²

=> 44.444 xD 2/'3

x 0.026 =5172.43

2 2.1 D²

=> 0.577 x D2/'3

=5172.432.1 D²

=> 1.216 D8/'3

= 5172.43

D =5172.43 3/'8

1.216D = 21.05 ~ 21 m

m³/det

B = 0.6 D A = 2.1 D² P = 4.2 D= 0.6 x 21.05 = 2.1 x 21.05 ² = 4.2 x 21.05= 12.745 m = 932.771 = 88.634 m

R =A

=932.771

= 10.524 mP 88.634

OKR =

D=

21.05= 10.524 m

2 2

Q = A x V

V =1

x R2/'3

x Ls1/'2

n

=1

x 10.5242/'3

x 0.00071/'2

0.0225= 44.444 x 4.802 x 0.026= 5.545

Kontrol :Q = A x V

5172.43 m³/det = 932.771 x 5.5455172.43 m³/det = 5172.43 OK

Kesimpulan 31.6 m 12.745 m 31.6 mQ = 5172.43A = 932.771 m²P = 88.634 mR = 10.524 m 2 2 21.05 mB = 12.745 m ~ 13 m 3 3D = 21.05 m ~ 21 m

Thalud = 3 : 2 = 1.5 m12.745 m

TAMPANG ABCDEFGH= 932.771 m² Kemiringan H = H² + m³ + H²= 88.634 m = 2 H 1.5

A = + = 2.45 HP = +

mH mHH E

2 m 2 mH

2 3 3 2

G D A F

2 2 D3 3

C BmD mD

=79.89 H + 79.89 H

H2

= H 79.89 + H H= 79.89 H + H²

A = += 932.771 + 79.89 H + H² 1

= 4.2 + 2.45 HP = +

= 88.634 + 4.2 + 2.45 H= 92.845 + 2.45 H 2

Q = A x V R =AP

6085.21 = 932.771 + 79.89 H + H² x1

x932.771 + 79.89 H + H² 2/'3

x 0.00071/'2

0.0225 92.845 + 2.45 H

6085.21 = 932.771 + 79.89 H + H² x 44.444 x932.771 + 79.89 H + H² 2/'3

x 0.02692.845 + 2.45 H

m²

m³/det

m³/det

m³/det

A1 ; P1

A1

P1

A1 A2

P1 P2

B₂

A2 ; P2

A1 ; P1

B₁

A2

A1 A2

P2

P1 P2

5269.95 = 932.771 + 79.89 H + H² x932.771 + 79.89 H + H² 2/'3

92.845 + 2.45 H

H = 1.63 (dicoba)

5269.95 = 932.771 + 129.92 + 2.64 x932.771 + 129.92 + 2.64 2/'3

92.845 + 3.98

5269.95 = 1065.332 x 11.0022/'3

5269.95 = 1065.332 x 4.947

5269.95 = 5269.95 OK

A = 932.771 + 79.89 H + H² P = 92.845 + 2.45 H= 932.771 + 129.916 + 2.64 = 92.845 + 3.98= 1065.332 m² = 96.83 m

R =A

=1065.33

= 11.00 mW = 0.25 x H + 0.49

P 96.83 = 0.25 x 1.63 + 0.49= 0.90 m dipakai W = 1.00 m

V =1

x R2/'3

x Ls1/'2

n

=1

x 11.002/'3

x 0.00071/'2

0.0225= 44.444 x 4.947 x 0.026= 5.712

KONTROL :Q = A x V

6085.21 = 1065.332 x 5.7126085.21 = 6085.21 OK

KESIMPULANQ = 6085.21

= 1065.332= 96.83 m= 11.00 m

W = 1.00 m= 79.89 m

H = 1.63 m ~ 2 mThalud = 3 : 2 = 1.5 m

2.4 m 79.89 m 2.4 m

1.00 m

1.63 m2 3 3 2

2 m 2 m2 2 21.05 m

3 3

31.6 m 12.745 m 31.6 m

m³/det m³/det

m³/det

m³/detm³/det m³/det

m³/detA₂ m²P₂R₂

B₂

REKAPITULASI PERHITUNGAN DIMENSI CANAL

NO PATOKR₂ (m) P₂ (m) H (m) D (m) W (m) Ls m

1 P0-P1 200 1449.03 1811.29 4.034 4.187 359.180 432.554 7.909 51.09 6.530 6.906 55.00 62.64 1.40 13.06 1.00 0.0007 1.5

2 P1-P2 200 1616.57 1901.85 4.146 4.227 389.898 449.899 8.240 53.06 6.804 7.005 57.30 64.23 1.11 13.61 1.00 0.0007 1.5

NO PATOKR₂ (m) P₂ (m) H (m) D (m) W (m) Ls m

1 P0-P1 200 2264.73 2830.92 4.511 4.703 502.073 601.931 9.351 59.68 7.721 8.220 65.03 73.23 1.63 15.44 1.00 0.0007 1.5

2 P1-P2 200 2526.59 2972.46 4.636 4.748 545.011 626.103 9.743 62.01 8.044 8.337 67.75 75.10 1.28 16.09 1.00 0.0007 1.5

NO PATOKR₂ (m) P₂ (m) H (m) D (m) W (m) Ls m

1 P0-P1 200 3382.15 4227.69 4.986 5.217 678.265 810.339 10.868 68.71 8.403 8.974 75.58 84.38 1.87 17.95 1.00 0.0007 1.5

2 P1-P2 200 3773.21 4439.07 5.125 5.266 736.271 842.915 11.324 71.42 8.044 8.337 78.75 86.54 1.46 18.70 1.00 0.0007 1.5

NO PATOKR₂ (m) P₂ (m) H (m) D (m) W (m) Ls m

1 P0-P1 200 4102.24 5127.79 5.233 5.483 783.917 935.151 11.684 73.57 9.648 10.348 81.25 90.37 2.00 19.30 1.00 0.0007 1.5

2 P1-P2 200 4576.56 5384.18 5.378 5.535 850.959 972.762 12.174 76.48 10.052 10.495 84.66 92.69 1.56 20.10 1.00 0.0007 1.5

NO PATOKR₂ (m) P₂ (m) H (m) D (m) W (m) Ls m

1 P0-P1 200 4636.35 5795.44 5.396 5.659 859.284 1024.131 12.233 76.84 10.101 10.849 85.07 94.40 2.09 20.20 1.00 0.0007 1.5

2 P1-P2 200 5172.43 6085.21 5.545 5.712 932.771 1065.332 12.745 79.89 10.524 11.002 88.63 96.83 1.63 21.05 1.00 0.0007 1.5

JARAK (m)

DIMENSI CANAL UNTUK DEBIT BANJIR RENCANA Q₂ TAHUN

Q₁ (m3/det)

Q₂ (m3/det)

V₁ (m3/det

)

V₂ (m3/det

)A₁ (m2) A₂ (m2) B₁ (m) B₂ (m) R₁ (m) P₁ (m)

JARAK (m)

DIMENSI CANAL UNTUK DEBIT BANJIR RENCANA Q₅ TAHUN

Q₁ (m3/det)

Q₂ (m3/det)

V₁ (m3/det

)

V₂ (m3/det

)A₁ (m2) A₂ (m2) B₁ (m) B₂ (m) R₁ (m) P₁ (m)

JARAK (m)

DIMENSI CANAL UNTUK DEBIT BANJIR RENCANA Q₂₀ TAHUN

Q₁ (m3/det)

Q₂ (m3/det)

V₁ (m3/det

)

V₂ (m3/det

)A₁ (m2) A₂ (m2) B₁ (m) B₂ (m) R₁ (m) P₁ (m)

JARAK (m)

DIMENSI CANAL UNTUK DEBIT BANJIR RENCANA Q₅₀ TAHUN

Q₁ (m3/det)

Q₂ (m3/det)

V₁ (m3/det

)

V₂ (m3/det

)A₁ (m2) A₂ (m2) B₁ (m) B₂ (m) R₁ (m) P₁ (m)

JARAK (m)

DIMENSI CANAL UNTUK DEBIT BANJIR RENCANA Q₁₀₀ TAHUN

Q₁ (m3/det)

Q₂ (m3/det)

V₁ (m3/det

)

V₂ (m3/det

)A₁ (m2) A₂ (m2) B₁ (m) B₂ (m) R₁ (m) P₁ (m)