Tabel 1 Perhitungan Kebutuhan Air Bersih

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

No.

Kebutuhan Bangunan

5 orang

KESEPAKATAN luas  jumlah LuasTotal m2 bang Perbandingan unan Luas Efektif  (m2 )

KebutuhanAir

Luas Efektif 

Lantai / Total %

 Jumlah Penghuni p

Kebutuhan Air per orang/liter

q

l/ orang.hari I. BANGUNAN 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. DORMITORY  a. T#120 c. T#54 d. T#45 III. III. TEMPORARY DORMITORY  1 GuestHouse T#90 2 Mess (kap 12 org) IV. BANGUNAN PENUNJANG 1 Clinic 2 Store 3 Mosque V. PUBLIC FACILITY AREA 1 Sport Hall 2 Tennis Courts 3 Play Ground 4 Garden  Jumlah

630 243 108 75 60 40 8 150 20

1 1 1 1 1 1 1 1 1

630 243 108 75 60 40 8 150 2 20 0

120 54 45

1 6 10

90 180

60.00 60.00 60.00 60.00 60.00 60.0 -

Kebutuhan Air bersih rata rata perhari

kebocoran, perawatan alat plambing

KeburtuhanAir BersihTotal

r

QD=Qd +r

Qd = p xq m3/ hari

378.00 145.80 64.80 45.00 36.00

38 15 6 5 3

250 250 250 250 250

9.45 3.65 1.62 1.13 0.75

1.89 0.73 0.32 0.23 0.15

4.80

3

250

0.75

0.15

120 324 450

5 30 50

250 250 250

1.25 7.50 12.50

2 2

180 360

10 24

250 250

2.50 6.00

100 36 150

1 1 1

100 36 150

60 60 60

60.00 21.60 90.00

6 2 9

250 250 250

1.50 0.54 2.25

864 436 100 200

1 1 1 1

864 436 100 200

60

518.40

52

250

12.96

0.25 1.50 2.50 0.50 1.20 0.30 0.11 0.45 2.59

QD

Pemakaian Air Per Jam

waktu pemakaian

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

77.21 Qh

Qh =QD/ t m3/jam

Pemakaian Pada  jam Puncak

Qh

8 8 8 8 8

1.42 0.55 0.24 0.17 0.11

m3/j am 2.13 0.82 0.36 0.25 0.17

8

0.11

0.17

8 8 8

0.19 1.13 1.88

8 8

0.38 0.90

8 8 8

0.23 0.08 0.34

8

1.94

0.28 1.69 2.81 0.56 1.35 0.34 0.12 0.51 2.92 14.48

9.65

 Tabel 2 2. Dimensi Pipa  Jaringan 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

D m

D cm

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

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

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

D pasaran Inci

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

Kebutuhan Hidrant

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

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

C

A m2

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

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

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

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

4,65 Luas Total

4.00

 Jumlah Hidrant

m2

5

buah

Kebutuhan Air Hidrant Spesifikasi Pillar Hydrant: • debit air : 1000 liter/menit • tekanan air tertinggi : 4,5 kg/cm2 • diameter selang min : 2 ½ 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 60,000 liter 60 m3 Volume GR Hidrant

1

jam

60

 Tabel 2 Dimensi Hidrant No 1 2 3 4 5 6 7

Ja 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

 Tabel 3 Debit dan Dimensi Drainase

D m 0.102 0.102 0.102 0.102 0.102 0.102 0.102

A

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

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

 

L No

Sal ur ur an an

slove awa sl slove akhir slove

n

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

to

Saluran Rencana

Slove menit slove awalslove akhir 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

ebit kumula

H asumsi

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

td detik 67.8 24.6 10.2 11.4 9.1 17.1 15.7 42.6 8.7 6.0 21.9 42.6 16.2 41.0 2.8 150.7 10.3 9.6 2.0 70.5 9.2 38.8 39.9

td menit 1.1 0.4 0.2 0.2 0.2 0.3 0.3 0.7 0.1 0.1 0.4 0.7 0.3 0.7 0.0 2.5 0.2 0.2 0.0 1.2 0.2 0.6 0.7

tc menit 22.80 17.12 19.94 13.45 9.52 16.52 13.77 21.21 15.47 10.86 16.27 17.78 20.97 20.59 9.00 26.14 11.61 14.64 9.39 21.57 14.76 22.52 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

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

s^0.5

n

b

h

A

K

 R

V

slope

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

0.003 0.012 0. 003 0 .0 .012 0.003 0.012 0.001 0.012 0.001 0. 0.012 0.003 0. 0.012 0.002 0. 0.012 0.002 0. 0.012 0.004 0.012 0.001 0.012 0.002 0. 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. 0.012 0.003 0. 0.012 0.002 0. 0.012 0.001 0. 0.012 0.002 0. 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 0.5 0.166 4 0. 469 0 .1 .159 3 0. 0.333 0.128 4.5 0.5 0.052 4.5 0.5 0.052 3 0.333 0. 0.139 4.5 0.5 0.129 4.5 0.5 0.117 3 0. 0.333 0.155 3 0. 0.333 0.057 3 0.333 0. 0.098 3.5 0 .4 .429 0. 0.106 3 0. 0.333 0.098 4.5 0.5 0.139 4.5 0.5 0.139 4.5 0.5 0.074 5.5 0.545 0. 0.096 3 0.333 0. 0.139 3 0.333 0. 0.098 4.5 0.5 0.052 2.5 0.3 0.084 3.5 0 .4 .429 0. 0.183 4.5 0.5 0.203

Q VxA 0.37 0. 30 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