Tugas Wana InsyaAllah

Tugas IndividuMK: Drainase dan Sewarage

REKAYASA DRAINASE

Oleh:A. FAHDINA FITRIANTI ASLAMD12112004

PROGRAM STUDI TEKNIK LINGKUNGANJURUSAN SIPILFAKULTAS TEKNIKUNIVERSITAS HASANUDDIN2014

TugasSuatu kawasan lahan seperti pada Gambar 1 akan direncanakan system drainasenya. Rencanakan system drainase kawasan tersebut bila diketahui data pendukung meliputi: Data curah hujan pada tabel 1 Data topografi pada gambar 1 Koefisien run off CC1 = 0,4 ; C2 = 0,5 ; C3 = 0,7 ; C4 = 0,6 ; C5 = 0,75 ; Cjalan = 0,9Pertanyaan:1. Curah hujan rancangan2. Intensitas hujan dengan menggunakan metode Mononobe dan grafik gambar IDF3. Debit rencana (Q2, Q5, Q10)4. Dimensi saluran berdasarkan ketentuan: Bentuk saluran trapezium Koefisien manning = 0,02 Kemiringan talud = 1,25. Bangunan pelintas Gorong-gorong bulat6. Inlet trotoar Pada ruas .... Lebar trotoar = 1,5 m7. Outfall ke sungai8. Gambar potongan memanjang dan beserta bangunan pelengkapnya Potongan memanjang pada jalur ... dengan skala yang sesuai Potongan melintang pada jalur ... dengan skala yang sesuai Bangunan pelengkap pada titik ... dengan skala yang sesuai9. Dari gambar 1 diketahui ada masukan debit masing-masing.10. Dari gambar 1 diketahui jarak masing-masing bidang:a. 150b. 300c. 100d. 250e. 50f. 200g. 150h. 100i. 50j. 200k. 200l. 7511. Dari gambar 1 diketahui lebar jalan + trotoar masing-masing:a. 25b. 25c. 25d. 25e. 25

1. Curah hujan rancangan

NoTahunCurah Hujan (mm)

Stasiun AStasiun BStasiun C

11992194160235

21993160175180

31994185225140

41995175175220

51996150210265

61997245150270

71998240235175

8199990165190

92000210135235

102001215234215

112002110240205

122003210190160

132004260190105

142005215240110

15200690215260

162007170240235

172008200160275

182009195250190

192010215160210

202011165225200

212012165215186

2. Intensitas hujan dengan menggunakan metode Mononobe dan grafik gambar IDFJawab: A. Stasiun ANoTahunXi (mm)Log Xi (Log Xi - Log X)2(Log Xi - Log X)3

119921942.28780.00160.0001

219931602.20410.0019-0.0001

319941852.26720.00040.0000

419951752.24300.00000.0000

519961502.17610.0052-0.0004

619972452.38920.01990.0028

719982402.38020.01740.0023

81999901.95420.0864-0.0254

920002102.32220.00550.0004

1020012152.33240.00710.0006

1120021102.04140.0427-0.0088

1220032102.32220.00550.0004

1320042602.41500.02780.0046

1420052152.33240.00710.0006

152006901.95420.0864-0.0254

1620071702.23040.00030.0000

1720082002.30100.00280.0001

1820091952.29000.00180.0001

1920102152.33240.00710.0006

2020111652.21750.00090.0000

2120121652.21750.00090.0000

Jumlah47.21070.3288-0.0475

Berdasarkan nilai Cs = -1.244480811 maka diperoleh nilai K untuk setiap periode ulang (tabel 3).Log X = Log X + K . Sx

T (tahun)KLog XSxXi (mm)

20.1952.24810.12822187.56

50.8442.24810.12822227.17

101.0862.24810.12822243.99

251.2822.24810.12822258.52

B. Stasiun BNoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3

119921602.20410.0019-0.0001

219931752.24300.00000.0000

319942252.35220.01080.0011

419951752.24300.00000.0000

519962102.32220.00550.0004

619971502.17610.0052-0.0004

719982352.37110.01510.0019

819991652.21750.00090.0000

920001352.13030.0139-0.0016

1020012342.36920.01470.0018

1120022402.38020.01740.0023

1220031902.27880.00090.0000

1320041902.27880.00090.0000

1420052402.38020.01740.0023

1520062152.33240.00710.0006

1620072402.38020.01740.0023

1720081602.20410.0019-0.0001

1820092502.39790.02240.0034

1920101602.20410.0019-0.0001

2020112252.35220.01080.0011

2120122152.33240.00710.0006

Jumlah48.15020.17370.0155

Berdasarkan nilai Cs = 1.060851149 maka diperoleh nilai K untuk setiap periode ulang (tabel 3)Log X = Log X + K . SxT (tahun)KLog XSxXi (mm)

20.1642.29290.09318203.30

50.7582.29290.09318230.94

101.3402.29290.09318261.66

252.0432.29290.09318304.25

C. Stasiun CNoTahunXi (mm)Log Xi(Log Xi - Log X)2(Log Xi - Log X)3

119922352.37110.01510.0019

219931802.25530.00010.0000

319941402.14610.0104-0.0011

419952202.34240.00890.0008

519962652.42320.03070.0054

619972702.43140.03360.0062

719981752.24300.00000.0000

819991902.27880.00090.0000

920002352.37110.01510.0019

1020012152.33240.00710.0006

1120022052.31180.00400.0003

1220031602.20410.0019-0.0001

1320041052.02120.0515-0.0117

1420051102.04140.0427-0.0088

1520062602.41500.02780.0046

1620072352.37110.01510.0019

1720081752.24300.00000.0000

1820091902.27880.00090.0000

1920102102.32220.00550.0004

2020112002.30100.00280.0001

2120121862.26950.00050.0000

Jumlah47.97380.27480.0024

Berdasarkan nilai Cs = 0.081984911 maka diperoleh nilai K untuk setiap periode ulang (tabel 3).Log X = Log X + K . SxT (tahun)KLog XSxXi (mm)

20.0172.28450.11721193.40

50.8362.28450.11721241.25

101.2922.28450.11721272.84

252.7822.28450.11721407.90

CURAH HUJAN RATA-RATA KETIGA STASIUN DENGAN METODE LOG PEARSON IIINOPERIODE ULANGCURAH HUJAN (mm)LOG PEARSON IIIRATA-RATA

STASIUN ASTASIUN BSTASIUN C

12187.56203.30193.40194.754

25227.166230.939241.245233.117

310243.989261.656272.840259.495

415258.524304.255407.900323.560

Intensitas Curah Hujan Rencana Dengan Metode Mononobe

Diketahui :

R2=194.754mm

R5=233.117mm

R10=259.495mm

R15=323.560mm

Contoh : Untuk t = 5 menit = 5/60 = 0.083 jam

Perhitungan selanjutnya ditabelkan ;

t(menit)Intensitas Curah Hujan (mm/jam)

I 2I 5I10I15

5353.892423.601471.534587.947

10222.938266.852297.048370.384

15170.133203.646226.690282.656

20140.442168.106187.128233.327

25121.029144.870161.262201.075

30107.177128.289142.806178.062

3596.710115.760128.859160.672

4088.473105.900117.883146.987

4581.79297.903108.981135.887

5076.24491.262101.589126.669

5571.55085.64495.335118.871

6067.51880.81789.962112.172

6564.00976.61885.287106.343

7060.92472.92481.176101.217

7558.18569.64677.52796.667

8055.73466.71374.26292.596

8553.52764.07071.32088.928

9051.52661.67568.65485.603

3. Debit RencanaData Curah HujanNoTahunCurah Hujan (mm)

Sta ASta BSta C

11992194160235

21993160175180

31994185225140

41995175175220

51996150210265

61997245150270

71998240235175

8199990165190

92000210135235

102001215234215

112002110240205

122003210190160

132004260190105

142005215240110

15200690215260

162007170240235

172008200160175

182009195250190

192010215160210

202011165225200

212012165215186

Data TopografiRumus perhitungan Elevasi, Panjang Lahan Terjauh, dan kemiringan lahan

Perhitungan Elevasi Awal dan Akhir

R=XP=Jarak areal ke garis berikutnya (m)

PrR=Jarak antar kontur (m)

r=Interval antar kontur yang membatasi titik

Sehingga tinggi elevasi = Kontur X

Perhitungan panjang lahan terjauh

Lt2=m2+n2

StE awal - E akhirx100%

Lt

Mencari Luas lahan

A=mx n

Perhitungan Luas ArealPETAKPanjangLebarLuas

(m)(m)(Ha)

I1251001.25

II1501001.5

III1001001

IV2002004

V3001504.5

VI1002752.75

VII2001753.5

VIII1252002.5

IX1502003

X100750.75

XI200751.5

Dengan mengacu pada denah, dapat dibuat tabel data topografi sebagai berikut :NoPetakLuas Areal( Ha )Elevasi ( m )Panjang lahan ( Lt )( m )KemiringanLahan ( % )

AwalAkhir

1I1.258.3007.500160.080.49976

2II1.507.8136.540180.280.70586

3III1.006.7405.830141.420.64347

4IV4.006.8755.188282.840.59662

5V4.508.6706.080335.410.77219

6VI2.758.2906.560292.620.59122

7VII3.507.9706.540265.750.53809

8VIII2.509.5008.478235.850.43333

9IX3.009.0008.020250.000.39200

10X0.758.7108.214125.000.39680

11XI1.508.4257.716213.600.33193

Data SaluranNoSaluranElevasi ( m )PanjangSaluran ( m )KemiringanSaluran ( % )

AwalAkhir

1A0 - A17.9407.5001250.35

2A2 - A37.3106.5381500.51

3A4 - A56.2505.8331000.42

4A6 - A75.7755.1882000.29

5B1 - A17.9107.5001000.41

6B3 - A36.9256.5381000.39

7B5 - A56.2505.8331000.42

8D1 - A76.2205.1882000.52

9C0 - C18.3756.0803000.77

10C2 - C36.8796.5601000.32

11F1 - C17.9046.0801501.22

12H1 - C38.0706.5601750.86

13E0 - E16.9006.5402000.18

14H3 - E17.5806.5401750.59

15G0 - G18.7708.4781250.23

16G2 - G38.3508.0201500.22

17J1 - G19.0508.4782000.29

18J3 - G38.3488.0202000.16

19I0 - I18.4008.2141000.19

20I2 - I38.1257.7162000.20

21J5 - I18.5008.214750.38

22J7 - I38.1107.716750.53

23J0 - J19.5009.0501250.36

24J2 - J39.0008.3481500.43

25J4 - J58.7358.5001000.23

26J6 - J78.4238.1102000.16

TABEL PERHITUNGAN DEBIT (Q) CURAH HUJAN UNTUK PERIODE ULANG 2 TAHUN, 5 TAHUN, DAN 10 TAHUNTabel Debit Rencana Untuk Periode Ulang 2 Tahun (Saluran Tersier)NoNama saluranAliran PermukaanAliran dalam salurantcmenitCsCrCurah HujanLuas (A)m2Q Rencana (m3/det)Q Kumulatif (m3/det)

Lt(m)SttomenitLs(m)Vm/dtktdmenitTThnIm/dtk

1A0 - A1160.0780.00507.5471250.405.20812.7550.8300.50020.00083125000.01190.0119

2A1 - B1160.0780.00507.5471000.404.16711.7140.8490.48320.00087125000.01250.0125

3C0 - C1335.410.007721911.2823000.4012.50023.7820.7920.47120.00054450000.02540.0254

4C2 - C3292.620.005912211.2561000.404.16715.4230.8810.53320.00073275000.02610.0261

5E0 - E1265.750.005380910.8382000.408.33319.1710.8210.72520.00063350000.03650.0365

6G0 - G1235.850.004333310.7451250.405.20815.9540.8600.45620.00071250000.01940.0194

7I0 - I1125.000.0039686.8181000.404.16710.9840.8410.60020.0009175000.00960.0096

8I2 - I3213.600.33192871.8742000.408.33310.2070.7100.75020.00096150000.02130.0213

9J0 - J1235.850.004333310.7451250.405.20815.9540.8600.45620.00071250000.01940.5194

10J2 - J3250.0000.003911.6811500.406.25017.9310.8520.45620.00066300000.02130.0213

11J4 - J5125.0000.00406.8181000.404.16710.9840.8410.60020.0009175000.00960.0096

12J6 - J7213.6000.003311.0322000.408.33319.3650.8230.75020.00062150000.01610.0161

Tabel Debit Rencana Untuk Periode Ulang 5 Tahun (Saluran Sekunder)NoNama saluranAliran PermukaanAliran dalam salurantcmenitCsCrCurah HujanLuas (A)m2Q Rencana (m3/det)Q Kumulatif (m3/det)


1A2 - A3180.2780.00717.2411500.406.25013.4910.8120.50050.00093150000.01580.0401

2B3 - A3180.280.00717.2411000.404.16711.4070.8460.47150.00104150000.01731.0076

3B5 - A5141.420.00646.2241000.404.16710.3910.8330.58050.00111100000.01490.4869

4D1 - A7282.840.006010.9272000.408.33319.2610.8220.72250.00073400000.04850.1914

5F1 - C1335.410.007711.2821500.406.25017.5320.8490.43850.00078450000.03640.9649

6H1 - C3292.620.005911.2561750.407.29218.5480.8360.55550.00075275000.02670.4459

7H3 - E1265.750.005410.8381750.407.29218.1290.8330.72250.00076350000.04470.1065

8J1 - G1235.850.004310.7452000.408.33319.0790.8210.48350.00074250000.02040.5397

9G2 - G3250.000.003911.6811500.406.25017.9310.8520.45650.00077300000.02490.5840

10J3 - G3250.0000.003911.6812000.408.33320.0140.8280.47150.00072300000.02330.3446

11J5 - I1125.0000.00406.818750.403.1259.9430.8640.58050.0011475000.01190.4096

12J7 - I3213.6000.003311.032750.403.12514.1570.9010.72250.00090150000.02440.0405

Tabel Debit Rencana Untuk Periode Ulang 10 Tahun (Saluran Primer)NoNama saluranAliran PermukaanAliran dalam salurantcmenitCsCrCurah HujanLuas (A)m2Q Rencana (m3/det)Q Kumulatif (m3/det)


1A4 - A5141.420.00643476.2241000.44.16710.3910.8330.580100.00123100000.01661.0643

2A6 - A7282.8430.006010.9272000.408.33319.2610.8220.722100.00082400000.05391.6051

Q total =Q (A6-A7) +Q (D1-A7)

=1.6051+0.1914

=1.7965m3/dtk

Qtotal dipakai untuk perencanaan Outfall (Saluran Pembuang)

4. Dimensi saluranDimensi saluran bentuk trapesium

Dimana:

-Kecepatan rencana (v)=0.4m/dtk

-Koefisien kekasaran Manning (n)=0.02

-Kemiringan talud rencana (m : n)=1:2

Penampang Ekonomis

b = 1.5 h

Luas penampang trapesium (A)

A=Q, dimana :A=(b + m.h).h

v

Keliling basah (p)

p=

Jari-jari Hidrolik ( R )

R=A

P

=(b + m.h).h

Dengan menggunakan rumus Manning, maka v (kecepatan) :

v=1/n . R2/3 . S1/2

Dimana:

v=Q;R=A

Ap

ket:

Q=debit (m3/dtk)

A=Luas (m2)

p=keliling basah (m)

R=jari-jari hidrolis

S=kemiringan saluran

Q=1.

A2/3.S1/2

Anp

n . Q . P2/3 =A5/3 . S1/2

A5/3=n . Q........ (1)

p2/3=S1/2

Untuk trapesium dimana b = 1.5 h, didapat:

A=(b + m.h).h, misal m = 1

=( 1.5h + 1 . h ) .h

=2.5h2

p=

=1.5h + 2h.1 + 12

=1.5 h + 2h . 2

=4.328h

Dari persamaan 1, didapat :

A5/3=n . Q

p2/3=S1/2

( 2.5.h2 )5 1/3=n . Q; n=0.02

(4.328.h)2S1/2

97.65625h10=

0.02 . Q3

18.731584h2S1/2

5.213453918h8=0.0000080

Q3

S1/2

h8=0.00000153

Q3

S1/2

h=0.18761

Q3/8..............(2)

S1/2

Tabel Perhitungan Dimensi Saluran TersierNo.saluranQ maks(m3/dt)v(m/dt)Dimensi SalurannmPRSw(m)V saluran(m/dtk)Q saluran(m3/dtk)

A(m2)h(m)b(m)

1A0 - A10.011910.400.026390.102740.154100.0210.444640.059340.003520.325680.451330.01191

2A1 - B10.0124570.400.025770.101540.152310.0210.439450.058650.00410.325380.48330.01246

3C0 - C10.0254450.400.034850.118080.177110.0210.511030.068200.007650.329520.730030.02544

4C2 - C30.0261220.400.049350.140490.210740.0210.608060.081150.003190.335120.529350.02612

5E0 - E10.0364510.400.078520.177220.265840.0210.767020.102370.00180.344310.464220.03645

6G0 - G10.0193520.400.044290.133100.199650.0210.576050.076880.0023360.333270.436940.01935

7I0 - I10.0095880.400.028490.106750.160120.0210.462010.061660.001860.326690.336570.00959

8I2 - I30.0212660.400.049970.141380.212060.0210.611880.081660.0020450.335340.42560.02127

9J0 - J10.5193520.400.444030.421440.632160.0211.824000.243440.003600.405361.169630.51935

10J2 - J30.021280.400.037680.122770.184150.0210.531330.070910.004350.330690.564770.02128

11J4 - J50.0095880.400.026100.102170.153260.0210.442190.059020.002350.325540.367410.00959

12J6 - J70.0160810.400.044790.133860.200790.0210.579330.077320.001570.333460.3590.01608

Tabel Perhitungan Dimensi Saluran SekunderNo.saluranQ maks(m3/dt)v(m/dt)Dimensi SalurannmPRSw(m)V saluran(m/dtk)Q saluran(m3/dtk)

A(m2)h(m)b(m)

1A2 - A30.040120.400.056900.150860.226300.0210.652940.087140.005150.337720.705060.04012

2B3 - A31.007640.400.710430.533080.799620.0212.307160.307920.003870.433271.418361.00764

3B5 - A50.486850.400.400340.400170.600250.0211.731930.231150.004170.400041.21610.48685

4D1 - A70.191400.400.183470.270900.406350.0211.172460.156480.0051630.367731.043220.19140

5F1 - C10.964900.400.447660.423160.634740.0211.831420.244430.012160.405792.155460.96490

6H1 - C30.445860.400.285330.337840.506750.0211.462150.195150.0086290.384461.562590.44586

7H3 - E10.106490.400.112120.211770.317650.0210.916540.122330.0059430.352940.949830.10649

8J1 - G10.539710.400.498210.446410.669620.0211.932080.257860.002860.41161.08330.53971

9G2 - G30.583970.400.583200.482990.724480.0212.090380.278990.002200.420751.001320.58397

10J3 - G30.344560.400.438340.418730.628100.0211.812270.241870.001640.404680.786050.34456

11J5 - I10.409590.400.363670.381400.572100.0211.650700.220310.003810.395351.126280.40959

12J7 - I30.040520.400.056890.150850.226270.0210.652870.087140.005250.337710.712280.04052

Tabel Perhitungan Dimensi Saluran PrimerNo.saluranQ maks(m3/dt)v(m/dt)Dimensi SalurannmPRSw(m)V saluran(m/dtk)Q saluran(m3/dtk)

A(m2)h(m)b(m)

1A4 - A51.064320.400.719750.536560.804850.0212.322250.309940.004170.434141.478731.06432

2A6 - A71.605110.401.117040.668441.002660.0212.893020.386120.002940.467111.436931.60511

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