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