Tabel 1 Perhitungan Kebutuhan Air BersihDasar Takeo Morimura Kreteria Kepatan hunian 5 s/d 10 m2 C1 =koefisien; 1,5-2,0 20%tambahan untuk antisipasi kebocoran, perawatan alat plambing asumsi 1 penghuni rumah 1 kk =KESEPAKATAN jumlah Luas Total m2

5 orang Kebutuhan Air

No.

Kebutuhan Bangunan

luas bang unan (m2 )

Perbandingan Luas Efektif Lantai /Total %

Luas Efektif

Jumlah Penghuni p

Kebutuhan Air per orang/liter

Kebutuhan Air bersih rata rata perhari

kebocoran, perawatan alat plambing

Keburtuhan Air Bersih Total

waktu pemakaian

Pemakaian Air Per Jam

Pemakaian Pada jam Puncak

q

l/orang.hari I. B ANGUNAN UTAMA 1 Office 2 Multi-function Laboratory 3 Work Shop 4 Canteen 5 Class Room 6 Diesel Generator House 7 Guard House 8 Garage 9 Water Tank II. DOR MITOR Y a.T# 120 c.T# 54 d. T# 45 III. TEMP ORAR DORMITORY Y 1 Guest H ouse T# 90 2 Mess (kap 12 org) IV. BANGUNAN P ENUNJANG 1 Clinic 2 Store 3 Mosque V. PUB IC F IL AR L AC ITY EA 1 Sport Hall 2 Tennis Courts 3 Play Ground 4 Garden Jumlah 630 243 108 75 60 40 8 150 20 120 54 45 1 1 1 1 1 1 1 1 1 1 6 10 630 243 108 75 60 40 8 150 20 120 324 450 60.00 60.00 60.00 60.00 60.00 60.0 378.00 145.80 64.80 45.00 36.00 4.80 38 15 6 5 3 3 250 250 250 250 250 250

Qd = p xq m3/hari 9.45 3.65 1.62 1.13 0.75 0.75

r

QD= + Qd r

Qh = QD/t m3/jam 8 8 8 8 8 8 1.42 0.55 0.24 0.17 0.11 0.11

Qh m3/jam 2.13 0.82 0.36 0.25 0.17 0.17

1.89 0.73 0.32 0.23 0.15 0.15

5 30 50

250 250 250

1.25 7.50 12.50

90 180 100 36 150 864 436 100 200

2 2 1 1 1 1 1 1 1

180 360 100 36 150 864 436 100 200 60 60 60 60 60.00 21.60 90.00 518.40

10 24 6 2 9 52

250 250 250 250 250 250

2.50 6.00 1.50 0.54 2.25 12.96

0.25 1.50 2.50 0.50 1.20 0.30 0.11 0.45 2.59

11.34 4.37 1.94 1.35 0.90 0.90 1.50 9.00 15.00 3.00 7.20 1.80 0.65 2.70 15.55

8 8 8

0.19 1.13 1.88

8 8 8 8 8 8

0.38 0.90 0.23 0.08 0.34 1.94

QD

77.21 Qh

9.65

0.28 1.69 2.81 0.56 1.35 0.34 0.12 0.51 2.92 14.48

Tabel 2 2. Dimensi PipaJaringan pipa Utama dan 0-A A-1 A-B B-2 B-C C-D D-E E-F F-G G-5 G-H H-I I-8 I-J J-K K-10 K-L (Water Tank) Qhmax (m3/jam) 14.48 0.36 14.11 0.82 13.29 12.62 11.94 11.52 9.39 0.46 8.93 8.77 0.51 8.26 5.34 0.56 4.78 Q l/menit 241.3 6.1 235.2 13.7 221.5 210.3 199.0 192.0 156.6 7.7 148.9 146.1 8.4 137.7 89.1 9.4 79.7 Q l/dtk 4.021 0.101 3.920 0.228 3.692 3.505 3.317 3.200 2.609 0.128 2.482 2.435 0.141 2.294 1.484 0.156 1.328 V m/dtk 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 D m 0.0653 0.0104 0.0645 0.0156 0.0626 0.0610 0.0593 0.0583 0.0526 0.0116 0.0513 0.0508 0.0122 0.0494 0.0397 0.0129 0.0375 D cm 6.534 1.037 6.451 1.555 6.261 6.100 5.934 5.828 5.263 1.163 5.133 5.084 1.222 4.935 3.970 1.288 3.755 D inchi 2.572 0.408 2.540 0.612 2.465 2.401 2.336 2.295 2.072 0.458 2.021 2.002 0.481 1.943 1.563 0.507 1.478 D pasaran Inci 2.5 1.5 2.5 1.5 2.5 2.5 2.5 2.5 2 1.5 2 2 1.5 2 1.5 1.5 1.5 L C A m2 0.0032 0.0011 0.0032 0.0011 0.0032 0.0032 0.0032 0.0032 0.0020 0.0011 0.0020 0.0020 0.0011 0.0020 0.0011 0.0011 0.0011 V cek m2/dtk 1.27 0.09 1.24 0.20 1.17 1.11 1.05 1.01 1.29 0.11 1.23 1.20 0.12 1.13 1.30 0.14 1.17 HL Hsisa m 12 11.8 11.5 10.9 10.4 9.5 9.4 9.3 8.2 7.1 5.7 4.5 Pompa

5.8 5.0 9.8 9.6 24.4 19.3 40.6 52.5 2.8 13.9 27.9 29.6 18.4 45.0 20.0 18.8 30.0

130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130

0.180 0.002 0.293 0.018 0.653 0.470 0.892 1.080 0.115 0.009 1.063 1.086 0.014 1.481 1.192 0.017 1.456

Kebutuhan Hidrant

4,65 Jumlah Luas Total 4.00 m2 Hidrant Kebutuhan Air Hidrant Spesifikasi Pillar Hydrant: debit air : 1000 liter/menit tekanan air tertinggi : 4,5 kg/cm2 diameter selang min : 2 inch panjang selang : 30 meter diameter minimum : 4 inch peletakan dari muka tanah : 50 cm Penanganan maksimum 2 jam, dengan asumsi setelah 2 jam petugas pemadam kebakaran sudah sampai di lokasi. Kebutuhan Air Hidrant 1000 x = lt/menit 1 jam 60,000 = liter 60 m3 = Volume GR Hidrant 60

5

buah

Tabel 2 Dimensi HidrantNo 1 2 3 4 5 6 7 Jalur a-b b-c c-d d-e e-h e-f f-g Q l/menit 1000 1000 1000 1000 1000 1000 1000 Q m3/dtk 0.017 0.017 0.017 0.017 0.017 0.017 0.017 l/dtk 16.667 16.667 16.667 16.667 16.667 16.667 16.667 V m/dtk 2 2 2 2 2 2 2 A m2 0.008 0.008 0.008 0.008 0.008 0.008 0.008 D m 0.1030 0.1030 0.1030 0.1030 0.1030 0.1030 0.1030 D D dipakai inchi inchi 4.06 4 4.06 4 4.06 4 4.06 4 4.06 4 4.06 4 4.06 4 D m 0.102 0.102 0.102 0.102 0.102 0.102 0.102 V m2/dtk 0.0081 2 0.0081 2 0.0081 2 0.0081 2 0.0081 2 0.0081 2 0.0081 2 L total A L cm peta 54.58 105.24 72.11 52.16 14.2 37 10.77 346.06 L m real 2.73 5.26 3.61 2.61 0.71 1.85 0.54 hf Hf 0.12 0.23 0.16 0.12 0.03 0.08 0.02 0.77

Tabel 3 Debit dan Dimensi Drainase

L No Saluran M 1 A-B 2 C-Z X-Z Z-D D-F E-F F-G 3 D-H A1-h H-I F-I I-J 4 K-L L-M M -N I-N N-O 5 P-Q Q-R N-R R-S 6 T-U 7 V-W 90.72 48.11 27.94 12.57 10.92 41.04 30 52.32 29.25 10.92 37.03 52.32 30.63 58.01 10.92 81.78 17.8 28.55 8.27 39.23 20.12 74.5 75.85 6.86 6.86 6.82 6.815 6.81 6.825 6.79 6.81 6.81 6.79 6.81 6.79 6.78 6.75 6.775 6.78 6.75 6.775 6.75 6.75 6.74 6.795 6.79 6.8 6.815 6.815 6.81 6.79 6.79 6.75 6.79 6.79 6.78 6.78 6.74 6.775 6.72 6.75 6.75 6.725 6.75 6.74 6.74 6.73 6.76 6.76 0.06 0.045 0.005 0.005 0.02 0.035 0.04 0.02 0.02 0.01 0.03 0.05 0.005 0.03 0.025 0.03 0.025 0.025 0.01 0.01 0.01 0.035 0.03 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 slove awal slove akhir slove n

to

Saluran Rencana H asumsi td td tc detik menit menit 67.8 1.1 22.80 24.6 0.4 17.12 10.2 0.2 19.94 11.4 0.2 13.45 9.1 0.2 9.52 17.1 0.3 16.52 15.7 0.3 13.77 42.6 0.7 21.21 8.7 0.1 15.47 6.0 0.1 10.86 21.9 0.4 16.27 42.6 0.7 17.78 16.2 0.3 20.97 41.0 0.7 20.59 2.8 0.0 9.00 150.7 2.5 26.14 10.3 0.2 11.61 9.6 0.2 14.64 2.0 0.0 9.39 70.5 1.2 21.57 9.2 0.2 14.76 38.8 0.6 22.52 39.9 0.7 23.42 tc I jam mm/jam 0.38 94.93 0.29 114.90 0.33 103.81 0.22 134.99 0.16 170.00 0.28 117.69 0.23 132.85 0.35 99.62 0.26 122.94 0.18 155.69 0.27 118.89 0.30 112.07 0.35 100.38 0.34 101.61 0.15 176.41 0.44 86.64 0.19 148.92 0.24 127.55 0.16 171.47 0.36 98.51 0.25 126.88 0.38 95.72 0.39 93.23 C 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 A m2 2,442.2 1,575.6 350.3 350.3 1,925.9 215.9 1,319.9 2,480.0 609.6 199.3 199.3 872.7 559.9 1,854.5 2,414.4 244.3 1,465.5 634.736 2,100.26 275.823 93.754 1,388.50 2,385.98

Q = 0 ,2 7 8 debit kumulatif C .I .A A Q genangan Ha 0.024 0.3867 0.016 0.3020 0.004 0.0607 0.004 0.0789 0.019 0.5461 0.002 0.0424 0.013 0.2925 0.025 0.4121 0.006 0.1250 0.002 0.0517 0.002 0.0395 0.009 0.1631 0.006 0.0937 0.019 0.3143 0.024 0.7104 0.002 0.0353 0.015 0.3640 0.006 0.1350 0.021 0.6007 0.003 0.0453 0.001 0.0198 0.014 0.2217 0.024 0.3710 q 0.38670 0.00001 0.30195 0.00001 0.06066 0.0000102 0.74932 1E-06 0.74932 1E-06 0.04237 0.000012 0.79169 0.000006 0.4121 0.000005 0.1250 0.000015 0.54 0.000002 0.0395 0.000006 0.577 0.000005 0.0937 0.000006 0.4081 0.000007 0.5018 0.000007 0.9099 0.000002 1.41 0.000003 0.1350 0.000012 0.1350 0.000006 0.0453 1E-06 0.0652 0.000005 0.2217 0.000015 0.3710 0.000015 slope

s^ 0.5

n

b

h

A

K

R

V Q VxA 0.37 0.30 0.13 0.12 0.12 0.14 0.29 0.26 0.16 0.06 0.10 0.16 0.10 0.31 0.31 0.17 0.29 0.14 0.10 0.12 0.06 0.28 0.46

Slove menit slove awal love akhir s 21.67 6.80 5.80 16.71 6.80 5.80 19.77 6.82 5.80 13.26 5.80 5.70 9.37 5.70 5.60 16.23 6.80 5.60 13.51 5.60 5.00 20.50 5.70 5.20 15.33 6.70 5.20 10.76 5.20 5.00 15.90 5.60 5.00 17.07 5.00 4.50 20.70 6.80 6.20 19.90 6.20 5.50 8.96 5.50 4.80 23.63 5.00 4.80 11.43 4.80 4.50 14.48 6.50 5.30 9.36 5.30 4.70 20.39 4.80 4.70 14.60 4.70 4.20 21.87 6.50 5.00 22.76 6.50 5.00

1.00 1.00 1.02 0.10 0.10 1.20 0.60 0.50 1.50 0.20 0.60 0.50 0.60 0.70 0.70 0.20 0.30 1.20 0.60 0.10 0.50 1.50 1.50

0.003 0.012 0.003 0.012 0.003 0.012 0.001 0.012 0.001 0.012 0.003 0.012 0.002 0.012 0.002 0.012 0.004 0.012 0.001 0.012 0.002 0.012 0.002 0.012 0.002 0.012 0.003 0.012 0.003 0.012 0.001 0.012 0.002 0.012 0.003 0.012 0.002 0.012 0.001 0.012 0.002 0.012 0.004 0.012 0.004 0.012

1.5 1.5 2.25 1.5 1.25 1.875 1 1 1 1.5 1.5 2.25 1.5 1.5 2.25 1 1 1 1.5 1.5 2.25 1.5 1.5 2.25 1 1 1 1 1 1 1 1 1 1.5 1 1.5 1 1 1 1.5 1.5 2.25 1.5 1.5 2.25 1.5 1.5 2.25 1.5 2 3 1 1 1 1 1 1 1.5 1.5 2.25 1.5 0.5 0.75 1.5 1 1.5 1.5 1.5 2.25

4.5 4 3 4.5 4.5 3 4.5 4.5 3 3 3 3.5 3 4.5 4.5 4.5 5.5 3 3 4.5 2.5 3.5 4.5

0.5 0.166 0.469 0.159 0.333 0.128 0.5 0.052 0.5 0.052 0.333 0.139 0.5 0.129 0.5 0.117 0.333 0.155 0.333 0.057 0.333 0.098 0.429 0.106 0.333 0.098 0.5 0.139 0.5 0.139 0.5 0.074 0.545 0.096 0.333 0.139 0.333 0.098 0.5 0.052 0.3 0.084 0.429 0.183 0.5 0.203