tabel irigasi 2

Sal. Primer 0.65Sal. Sekunder 0.72Sal. Tersier 0.9Sal. Muka 0.9

TABEL KOEFISIEN

DISCHARGE M3/SEC k b/d n m FbV

m/sec

0.00 - 0.15 45 1.00 1 1 0.30 0.25 - 0.300.15 - 0.30 45 1.00 2 1 0.30 0.30 - 0.350.30 - 0.40 45 1.50 3 1 0.40 0.35 - 0.400.40 - 0.50 45 1.50 4 1 0.40 0.40 - 0.450.50 - 0.75 45 2.00 5 1 0.50 0.45 - 0.500.75 - 1.50 45 2.00 6 1 0.50 0.50 - 0.551.50 - 3.00 45 2.50 6 1 0.60 0.55 - 0.603.00 - 4.50 45 3.00 1 1.5 0.60 0.60 - 0.704.50 - 6.00 47.50 3.50 1 1.5 0.60 0.706.00 - 7.50 47.50 4.00 1 1.5 0.60 0.707.50 - 9.00 47.50 4.50 1 1.5 0.60 0.709.00 - 11.00 47.50 5.00 1 1.5 0.60 0.7011.00 - 15.00 50.00 6.00 1 1.5 0.60 0.7015.00 - 25.00 50.00 8.00 1 2 0.75 0.7025.00 - 40.00 50.00 10.00 1 2 1.00 0.7540.00 - 80.00 50.00 12.00 1 2 1.00 0.80

Gun Gun Gumilar N.Z. (41155025090008)

of 23

TABEL DIMENSI SALURAN IRIGASI UJUNG JAYA

NO. NAMA SALURANC NFR e Q

Dari Tabel

F h b v' P R iv b/h m k FB

ha lt/dt m/dt m m m m/dt m m %

1 Sal. Muka PT ka 89.20 1 1.08 0.90 107.04 0.107 0.286 1.00 1.00 45.00 0.30 0.374 0.43 0.50 0.40 0.27 1.72 0.23 0.0002412 Sal. Tersier PT3 kaka 61.52 1 1.08 0.90 73.82 0.074 0.275 1.00 1.00 45.00 0.30 0.268 0.37 0.40 0.28 0.26 1.44 0.20 0.0003013 Sal. Sekunder PT 3 150.72 1 1.08 0.72 226.08 0.226 0.325 1.00 1.00 45.00 0.30 0.696 0.59 0.60 0.70 0.32 2.27 0.31 0.0002454 Sal. Tersier PT2 kaki 66.20 1 1.08 0.90 79.44 0.079 0.276 1.00 1.00 45.00 0.30 0.288 0.38 0.40 0.30 0.27 1.47 0.20 0.0003035 Sal. Tersier PT2 kaka 72.48 1 1.08 0.90 86.98 0.087 0.279 1.00 1.00 45.00 0.30 0.312 0.39 0.40 0.31 0.28 1.52 0.21 0.0003106 Sal. Sekunder PT 2 289.40 1 1.08 0.72 434.10 0.434 0.417 1.50 1.00 45.00 0.40 1.041 0.65 1.00 1.06 0.41 2.83 0.38 0.0003047 Sal. Tersier PT1 kaka 75.56 1 1.08 0.90 90.67 0.091 0.280 1.00 1.00 45.00 0.30 0.324 0.40 0.50 0.36 0.25 1.64 0.22 0.0002308 Sal. Sekunder PT 1 515.68 1 1.08 0.72 773.52 0.774 0.502 2.00 1.00 45.00 0.50 1.541 0.72 1.50 1.59 0.49 3.53 0.45 0.0003399 Sal. Muka CHR ka 68.72 1 1.08 0.90 82.46 0.082 0.277 1.00 1.00 45.00 0.30 0.298 0.39 0.40 0.30 0.27 1.49 0.20 0.000306

10 Sal. Tersier CHR kaka 67.52 1 1.08 0.90 81.02 0.081 0.277 1.00 1.00 45.00 0.30 0.292 0.38 0.40 0.30 0.27 1.48 0.20 0.00030611 Sal. Sekunder CHR 1 136.24 1 1.08 0.72 204.36 0.204 0.318 1.00 1.00 45.00 0.30 0.643 0.57 0.60 0.66 0.31 2.20 0.30 0.00023512 Sal. Muka SR8 8a 54.96 1 1.08 0.90 65.95 0.066 0.272 1.00 1.00 45.00 0.30 0.242 0.35 0.40 0.26 0.25 1.38 0.19 0.00029413 Sal. Muka SR8 8b 65.76 1 1.08 0.90 78.91 0.079 0.276 1.00 1.00 45.00 0.30 0.286 0.38 0.40 0.29 0.27 1.47 0.20 0.00030314 Sal. Tersier SR8 ka 83.48 1 1.08 0.90 100.18 0.100 0.283 1.00 1.00 45.00 0.30 0.354 0.42 0.50 0.39 0.26 1.69 0.23 0.00023515 Sal. Sekunder SR 8 204.20 1 1.08 0.72 306.30 0.306 0.353 1.50 1.00 45.00 0.40 0.868 0.59 0.90 0.88 0.35 2.57 0.34 0.00025216 Sal. Tersier SR7 kaki 76.76 1 1.08 0.90 92.11 0.092 0.281 1.00 1.00 45.00 0.30 0.328 0.40 0.50 0.37 0.25 1.65 0.22 0.00023117 Sal. Sekunder SR 7 280.96 1 1.08 0.72 421.44 0.421 0.411 1.50 1.00 45.00 0.40 1.025 0.64 1.00 1.05 0.40 2.81 0.37 0.00029518 Sal. Tersier SR6 kaki 76.96 1 1.08 0.90 92.35 0.092 0.281 1.00 1.00 45.00 0.30 0.329 0.41 0.50 0.37 0.25 1.65 0.22 0.00023119 Sal. Tersier SR6 kaka 65.80 1 1.08 0.90 78.96 0.079 0.276 1.00 1.00 45.00 0.30 0.286 0.38 0.40 0.29 0.27 1.47 0.20 0.00030320 Sal. Muka SR6 6a 58.84 1 1.08 0.90 70.61 0.071 0.274 1.00 1.00 45.00 0.30 0.258 0.36 0.40 0.27 0.26 1.42 0.19 0.00029821 Sal. Sekunder SR 6 482.56 1 1.08 0.72 723.84 0.724 0.495 2.00 1.00 45.00 0.50 1.462 0.70 1.40 1.46 0.49 3.37 0.43 0.00036722 Sal. Tersier SR5 kaki 67.48 1 1.08 0.90 80.98 0.081 0.277 1.00 1.00 45.00 0.30 0.292 0.38 0.40 0.30 0.27 1.48 0.20 0.00030623 Sal. Tersier SR5 kaka 71.00 1 1.08 0.90 85.20 0.085 0.278 1.00 1.00 45.00 0.30 0.306 0.39 0.40 0.31 0.27 1.51 0.21 0.00030824 Sal. Sekunder SR 5 621.04 1 1.08 0.72 931.56 0.932 0.512 2.00 1.00 45.00 0.50 1.819 0.78 1.60 1.85 0.50 3.80 0.49 0.00032625 Sal. Tersier SR4 kaka 66.64 1 1.08 0.90 79.97 0.080 0.277 1.00 1.00 45.00 0.30 0.289 0.38 0.40 0.30 0.27 1.47 0.20 0.00030626 Sal. Sekunder SR 4 687.68 1 1.08 0.72 1031.52 1.032 0.519 2.00 1.00 45.00 0.50 1.988 0.81 1.70 2.05 0.50 4.00 0.51 0.00030727 Sal. Tersier SR3 kaki 61.92 1 1.08 0.90 74.30 0.074 0.275 1.00 1.00 45.00 0.30 0.270 0.37 0.40 0.28 0.26 1.44 0.20 0.00030128 Sal. Tersier SR3 kaka 71.36 1 1.08 0.90 85.63 0.086 0.279 1.00 1.00 45.00 0.30 0.307 0.39 0.40 0.31 0.28 1.51 0.21 0.00031029 Sal. Sekunder SR 3 820.96 1 1.08 0.72 1231.44 1.231 0.532 2.00 1.00 45.00 0.50 2.315 0.88 1.80 2.35 0.52 4.28 0.55 0.00030130 Sal. Tersier SR2 kaki 58.72 1 1.08 0.90 70.46 0.070 0.273 1.00 1.00 45.00 0.30 0.258 0.36 0.40 0.27 0.26 1.42 0.19 0.00029631 Sal. Muka SR2 2a 64.96 1 1.08 0.90 77.95 0.078 0.276 1.00 1.00 45.00 0.30 0.282 0.38 0.40 0.29 0.27 1.46 0.20 0.00030332 Sal. Sekunder SR 2 944.64 1 1.08 0.72 1416.96 1.417 0.544 2.00 1.00 45.00 0.50 2.605 0.93 1.90 2.64 0.54 4.54 0.58 0.00029333 Sal. Tersier SR1 kaki 61.76 1 1.08 0.90 74.11 0.074 0.275 1.00 1.00 45.00 0.30 0.269 0.37 0.40 0.28 0.26 1.44 0.20 0.00030134 Sal. Sekunder SR 1 1006.40 1 1.08 0.72 1509.60 1.510 0.550 2.50 1.00 45.00 0.60 2.745 0.89 2.30 2.82 0.54 4.80 0.59 0.00028835 Sal. Tersier CMP4 kaki 69.40 1 1.08 0.90 83.28 0.083 0.278 1.00 1.00 45.00 0.30 0.300 0.39 0.40 0.30 0.27 1.49 0.20 0.00030836 Sal. Tersier CMP4 kaka 67.60 1 1.08 0.90 81.12 0.081 0.277 1.00 1.00 45.00 0.30 0.293 0.38 0.40 0.30 0.27 1.48 0.20 0.00030637 Sal. Sekunder CMP 4 137.00 1 1.08 0.72 205.50 0.206 0.318 1.00 1.00 45.00 0.30 0.646 0.57 0.60 0.66 0.31 2.21 0.30 0.000235

NO. RUAS

Luas Petak/ Saluran

F'(baru)

m3/dt m2 m2


of 23

NO. NAMA SALURANC NFR e Q

Dari Tabel

F h b v' P R iv b/h m k FB

ha lt/dt m/dt m m m m/dt m m %

NO. RUAS

Luas Petak/ Saluran

F'(baru)

m3/dt m2 m2

38 Sal. Muka CMP ka 66.12 1 1.08 0.90 79.34 0.079 0.276 1.00 1.00 45.00 0.30 0.287 0.38 0.40 0.30 0.27 1.47 0.20 0.00030339 Sal. Tersier CMP3 kaki 58.88 1 1.08 0.90 70.66 0.071 0.274 1.00 1.00 45.00 0.30 0.258 0.36 0.40 0.27 0.26 1.42 0.19 0.00029840 Sal. Sekunder CMP 3 262.00 1 1.08 0.72 393.00 0.393 0.396 1.50 1.00 45.00 0.40 0.992 0.63 1.00 1.03 0.38 2.78 0.37 0.00027341 Sal. Tersier CMP2 kaka 52.24 1 1.08 0.90 62.69 0.063 0.271 1.00 1.00 45.00 0.30 0.231 0.34 0.40 0.25 0.25 1.36 0.18 0.00029142 Sal. Sekunder CMP 2 314.24 1 1.08 0.72 471.36 0.471 0.436 1.50 1.00 45.00 0.40 1.081 0.66 1.00 1.09 0.43 2.86 0.38 0.00033443 Sal. Tersier CMP1 kaki 66.32 1 1.08 0.90 79.58 0.080 0.277 1.00 1.00 45.00 0.30 0.287 0.38 0.40 0.30 0.27 1.47 0.20 0.00030644 Sal. Sekunder CMP 1 380.56 1 1.08 0.72 570.84 0.571 0.464 2.00 1.00 45.00 0.50 1.230 0.64 1.30 1.24 0.46 3.11 0.40 0.00035445 Sal. Tersier UJ4 kaki 84.60 1 1.08 0.90 101.52 0.102 0.284 1.00 1.00 45.00 0.30 0.357 0.42 0.50 0.39 0.26 1.70 0.23 0.00023746 Sal. Primer UJ 4 465.16 1 1.08 0.65 772.88 0.773 0.502 2.00 1.00 45.00 0.50 1.540 0.72 1.50 1.59 0.49 3.53 0.45 0.00033947 Sal. Tersier UJ3 kaki 98.00 1 1.08 0.90 117.60 0.118 0.289 1.00 1.00 45.00 0.30 0.407 0.45 0.50 0.43 0.27 1.78 0.24 0.00024748 Sal. Primer UJ 3 1569.56 1 1.08 0.65 2607.88 2.608 0.587 2.50 1.00 45.00 0.60 4.443 1.13 2.90 4.54 0.57 6.09 0.75 0.00024149 Sal. Tersier UJ2 kaki 77.72 1 1.08 0.90 93.26 0.093 0.281 1.00 1.00 45.00 0.30 0.332 0.41 0.50 0.37 0.25 1.65 0.22 0.00023150 Sal. Primer UJ 2 1783.52 1 1.08 0.65 2963.39 2.963 0.599 2.50 1.00 45.00 0.60 4.947 1.19 3.00 4.98 0.60 6.36 0.78 0.00024251 Sal. Tersier UJ1 kaka 76.00 1 1.08 0.90 91.20 0.091 0.280 1.00 1.00 45.00 0.30 0.326 0.40 0.50 0.36 0.25 1.64 0.22 0.00023052 Sal. Primer UJ 1 1859.52 1 1.08 0.65 3089.66 3.090 0.606 3.00 1.50 45.00 0.60 5.098 1.06 3.20 5.11 0.61 7.04 0.73 0.00027753 Sal. Tersier UJ1 kaki 83.40 1 1.08 0.90 100.08 0.100 0.283 1.00 1.00 45.00 0.30 0.354 0.42 0.50 0.39 0.26 1.69 0.23 0.00023554 Sal. Primer Utama Cipelang 2458.60 1 1.08 0.65 4085.06 4.085 0.672 3.00 1.50 45.00 0.60 6.079 1.16 3.50 6.09 0.67 7.69 0.79 0.000303


TABEL PINTU SALURANDAERAH IRIGASI UJUNG JAYA

NO. NAMA SALURAN i 5 x iQ z

Letak Jarak (m) (m) Hilir (6+8) Udik (12+13)

1 2 3 4 5 6 7 8 9 10 11 12 13 14

1 Sal. Muka PT ka 0 0.0002410 0 0.107 0.50 III 0.1 0 0.12 Sal. Tersier PT3 kaka3 Sal. Sekunder PT 3 41.48 0 41.58 0.0002450 0 0.226 0.60 III 0.1 41.58 41.684 Sal. Tersier PT2 kaki5 Sal. Tersier PT2 kaka6 Sal. Sekunder PT 2 43.23 0 43.33 0.0001722 0 0.434 1.10 III 0.1 43.33 43.437 Sal. Tersier PT1 kaka8 Sal. Sekunder PT 1 43.96 0 44.06 0.0001190 0 0.774 1.80 III 0.1 44.06 44.169 Sal. Muka CHR ka 41.37 0 41.47 0.0003056 0 0.082 0.40 III 0.1 41.47 41.57

10 Sal. Tersier CHR kaka11 Sal. Sekunder CHR 1 41.91 0 42.01 0.0002345 0 0.204 0.60 III 0.1 42.01 42.1112 Sal. Muka SR8 8a 0 0.0002936 0 0.066 0.40 III 0.1 0 0.113 Sal. Muka SR8 8b 0 0.0003033 0 0.079 0.40 III 0.1 0 0.114 Sal. Tersier SR8 ka15 Sal. Sekunder SR 8 38.03 0 38.13 0.0001402 0 0.306 1.00 III 0.1 38.13 38.2316 Sal. Tersier SR7 kaki17 Sal. Sekunder SR 7 38.06 0 38.16 0.0001670 0 0.421 1.10 III 0.1 38.16 38.2618 Sal. Tersier SR6 kaki19 Sal. Tersier SR6 kaka20 Sal. Muka SR6 6a 38.13 0 38.23 0.0002985 0 0.071 0.40 III 0.1 38.23 38.3321 Sal. Sekunder SR 6 38.34 0 38.44 0.0001147 0 0.724 1.80 III 0.1 38.44 38.5422 Sal. Tersier SR5 kaki23 Sal. Tersier SR5 kaka24 Sal. Sekunder SR 5 38.73 0 38.83 0.0001068 0 0.932 2.00 III 0.1 38.83 38.9325 Sal. Tersier SR4 kaka26 Sal. Sekunder SR 4 39.32 0 39.42 0.0001114 0 1.032 2.00 III 0.1 39.42 39.5227 Sal. Tersier SR3 kaki28 Sal. Tersier SR3 kaka29 Sal. Sekunder SR 3 40.56 0 40.66 0.0001024 0 1.231 2.20 III 0.1 40.66 40.7630 Sal. Tersier SR2 kaki31 Sal. Muka SR2 2a 39.07 0 39.17 0.0003033 0 0.078 0.40 III 0.1 39.17 39.2732 Sal. Sekunder SR 2 40.36 0 40.46 0.0001014 0 1.417 2.30 III 0.1 40.46 40.5633 Sal. Tersier SR1 kaki34 Sal. Sekunder SR 1 40.74 0 40.84 0.0000663 0 1.510 3.00 III 0.1 40.84 40.9435 Sal. Tersier CMP4 kaki36 Sal. Tersier CMP4 kaka37 Sal. Sekunder CMP 4 38.49 0 38.59 0.0002345 0 0.206 0.60 III 0.1 38.59 38.6938 Sal. Muka CMP ka 38.67 0 38.77 0.0003034 0 0.079 0.40 III 0.1 38.77 38.8739 Sal. Tersier CMP3 kaki40 Sal. Sekunder CMP 3 39.12 0 39.22 0.0001545 0 0.393 1.10 III 0.1 39.22 39.3241 Sal. Tersier CMP2 kaka42 Sal. Sekunder CMP 2 41.33 0 41.43 0.0001650 0 0.471 1.20 III 0.1 41.43 41.5343 Sal. Tersier CMP1 kaki44 Sal. Sekunder CMP 1 41.5 0 41.6 0.0001192 0 0.571 1.60 III 0.1 41.6 41.745 Sal. Tersier UJ4 kaki46 Sal. Primer UJ 4 42.55 0 42.65 0.0001190 0 0.773 1.80 III 0.1 42.65 42.7547 Sal. Tersier UJ3 kaki48 Sal. Primer UJ 3 43.1 0 43.2 0.0000552 0 2.608 3.80 III 0.1 43.2 43.349 Sal. Tersier UJ2 kaki50 Sal. Primer UJ 2 43.06 0 43.16 0.0000538 0 2.963 4.00 III 0.1 43.16 43.2651 Sal. Tersier UJ1 kaka52 Sal. Primer UJ 1 44.84 0 44.94 0.0000577 0 3.090 4.30 III 0.1 44.94 45.0453 Sal. Tersier UJ1 kaki54 Sal. Primer Utama Cipelang 44.96 0 45.06 0.0000630 0 4.085 4.70 III 0.1 45.06 45.16

NO. RUAS

Sawah Tertinggi

Tinggi Muka Air

Dekat Sawah

Lebar Dasar

SaluranTipe yang

Dipakai

Tinggi Muka Air Dekat Pintu

(m3/det)

Diketahui : b = 40 m i = 0.001m = 1.5 Ri = 1.75

h F O R C Ri V Q1 41.50 43.61 0.95171 0.97555814 30.646878 0.00095171 0.945 39.24

1.5 63.38 45.41 1.39567 1.18138441 38.600123 0.00139567 1.442 91.392 86.00 47.21 1.82161 1.34966863 44.372111 0.00182161 1.894 162.873 133.50 50.82 2.62709 1.6208305 52.216629 0.00262709 2.676 357.304 184.00 54.42 3.38097 1.8387422 57.327265 0.00338097 3.333 613.345 237.50 58.03 4.09287 2.02308401 60.942595 0.00409287 3.899 925.976 294.00 61.63 4.77015 2.18406685 63.649303 0.00477015 4.396 1292.43

1.97 84.67 47.11 1.79736 1.34065535 44.08072 0.00179736 1.869 158.23

Q rencana 158h = 1.9659 m

Elevasi Dasar Sungai di Muka Bendung Elevasi Mercu Bendunge dasar Sungai = 46 -4 Elevasi sawah tertinggi (dpl)

42 m Tinggi genangan di sawahKehilangan tekanan di saluran quarter

TMA di hilir = 43.87 m Kehilangan tekanan di saluran tersierKehilangan tekanan di bangunan bagi

Lebar efektif bendung Kehilangan tekanan di bangunan ukurLebar bendung = 48 m Kehilangan tekanan akibat kemiringanLebar pengurasan = 4.8 m Kehilangan tekanan di pintu pengambilLebar 3 pintu penguras= 1.6 m Kehilangan tekanan akibat eksploitasiLebar pilar = 2 m Elevasi Mercu BendungJumlah pilar = 3 buahB efektif = 41.04 m Elevasi mercu

Elevasi dasar sungai rencanaTinggi rencana bendung (p)

Tinggi Max Air di atas Mercum pertama = 1.34

g = 9.81

d = 0.94408 mH = 3d/2 = 1.41611 mr1 = H/2 = 0.70806 mr2 = 0.8*H = 1.13289 m

Tabel H

h r m p k41 0.5 0.125 0.70806 1.15813255 1.341271 4.11 0.047054173 0.00116941 1 1 0.70806 1.25831338 1.5833526 4.11 0.038296422 0.008983

R1/2

m3/detik

m/detik2

Q = m.b.d.(g.d)1/2

Bef h3 m2 (1/(h+p))2

41 1.5 3.375 0.70806 1.34054249 1.7970542 4.11 0.031774175 0.0285541 2 8 0.70806 1.40481988 1.9735189 4.11 0.026786599 0.06265341 3 27 0.70806 1.4795195 2.188978 4.11 0.019781572 0.17320641 4 64 0.70806 1.48241224 2.1975461 4.11 0.015204015 0.31679141 5 125 0.70806 1.4134981 1.9979769 4.11 0.01204934 0.4458241 1.4 2.744 0.70806 1.32553281 1.7570372 4.11 0.032937968 0.023527

Hd = 1.4 m

Kolam Olakan Tipe Vlughter

He = 1.578 mZ = 3.817 mZ/He = 2.419 m

D = L = R = He + (1,1xZ) = 5.78 ma = 0.152 m

STABILITAS

Beton = 2.2 Air = 1

Lumpur = 1.6 Tanah = 1.6

Akibat berat sendiri tubuh bendung(Konstruksi dianggap pias 1 m)

Bagian Luas Berat

1 2 3 4 5 6 7

1 2.82 6.19 0.91 2.57 4.12 11.602 2.16 4.75 1.63 3.52 4.81 10.373 14.18 31.19 4.11 58.30 4.12 58.424 4.13 9.08 1.50 6.19 1.38 5.675 9.13 20.08 5.15 46.99 2.13 19.396 0.38 0.83 1.11 0.42 1.00 0.387 0.56 1.24 6.88 3.87 1.13 0.638 0.75 1.65 7.50 5.63 0.75 0.569 1.05 2.31 8.25 8.66 1.00 1.05

10 0.06 0.14 7.83 0.49 0.33 0.0211 2.38 5.24 9.48 22.57 1.62 3.8512 1.54 3.39 9.95 15.32 0.78 1.1913 0.25 0.55 11.25 2.81 0.50 0.13

39.373 86.620 177.342 113.257

Letak titik beratx = Sx/A = 4.50

4/3 ≤ Z/He ≤ 10 maka

t/m3 t/m3

t/m3 t/m3

Lengan thd I-I

Statis Momen thd

I-ILengan thd

A-AStatis

Momen thd A-A

y = Sy/A = 2.88

Uplift Pressurea) Keadaan Air Normal

Ux = Hx - (Lx/L)H L = 60.68H = 2.24

Titik Hx Lx Ux Uplift Horizontal

(m) (m) (m) Bidang Y (m) Sx1 4.86 36.48 3.51 UH 1-2 7.0267 1.000 7.0272 6.86 38.48 5.44 UH' 1-2 1.9262 0.667 1.2843 6.86 39.98 5.38 UH 3-4 -5.7387 0.750 -4.3044 5.36 41.56 3.83 UH' 3-4 -1.1687 0.500 -0.5845 5.36 46.06 3.66 UH 5-6 2.7448 1.125 3.0886 6.11 46.81 4.38 UH' 5-6 0.2709 1.000 0.2717 6.11 47.56 4.35 UH 7-8 3.2657 0.375 1.2258 6.86 48.31 5.08 UH' 7-8 0.2709 0.250 0.0689 6.86 48.81 5.06 UH 9-10 -2.2688 0.250 -0.567

10 6.36 49.37 4.54 UH' 9-10 -0.1302 0.167 -0.02211 6.36 52.37 4.43 UH 11-12 2.2134 0.250 0.55312 6.86 52.87 4.91 UH' 11-12 0.1204 0.167 0.02013 6.86 53.37 4.89 UH 13-14 -2.1857 0.250 -0.54614 6.36 53.87 4.37 UH' 13-14 -0.1296 0.167 -0.02215 6.36 56.87 4.26 6.2172 7.49016 6.86 57.37 4.7417 6.86 57.87 4.72 y = Sx/UH = 1.2047259218 6.36 58.37 4.21 x = Sy/UV = 5.8744753119 6.36 60.37 4.1320 6.86 58.93 4.6821 6.86 59.43 4.6722 5.61 60.68 3.37

b) Keadaan Air BanjirUx = Hx - (Lx/L)H L = 60.68

H = 3.64

Titik Hx Lx Ux Uplift Horizontal

(m) (m) (m) Bidang Y (m) Sx1 4.86 36.48 2.67 UH 1-2 5.3434 1.000 5.3432 6.86 38.48 4.55 UH' 1-2 1.8800 0.667 1.2533 6.86 39.98 4.46 UH 3-4 -4.3004 0.750 -3.2254 5.36 41.56 2.87 UH' 3-4 -1.1961 0.500 -0.5985 5.36 46.06 2.60 UH 5-6 1.9478 1.125 2.1916 6.11 46.81 3.30 UH' 5-6 0.2644 1.000 0.2647 6.11 47.56 3.26 UH 7-8 2.4428 0.375 0.916

Garis Kerja thd Sb X

Statis Momen

(t/m2) (t/m')


Statis Momen

(t/m2) (t/m')

8 6.86 48.31 3.96 UH' 7-8 0.2644 0.250 0.0669 6.86 48.81 3.93 UH 9-10 -1.6992 0.250 -0.425

10 6.36 49.37 3.40 UH' 9-10 -0.1334 0.167 -0.02211 6.36 52.37 3.22 UH 11-12 1.6092 0.250 0.40212 6.86 52.87 3.69 UH' 11-12 0.1175 0.167 0.02013 6.86 53.37 3.66 UH 13-14 -1.5643 0.250 -0.39114 6.36 53.87 3.13 UH' 13-14 -0.1325 0.167 -0.02215 6.36 56.87 2.95 4.8435 5.77316 6.86 57.37 3.4217 6.86 57.87 3.39 y = Sx/UH = 1.1918567918 6.36 58.37 2.86 x = Sy/UV = 5.7705668619 6.36 60.37 2.7420 6.86 58.93 3.3221 6.86 59.43 3.2922 5.61 60.68 1.97

RESUME GAYA YANG BEKERJA PADA TUBUH BENDUNG

Keadaaan Air Normal

Gaya-Gaya Horizontal (H) Gaya-Gaya Horizontal (V)Pengaruh Notasi Besar (to Y (m) Sx Pengaruh NotasiGempa Fg 8.6620 2.88 24.916448 Gempa GLumpur P1 1.6892 1.37 2.314204 Lumpur P2Hidrostatis W1 8.4461 4.12 34.797932 Hidrostatis W2Tek. Tanah F1 0.4 0.66666667 0.2666667 Uplift 80% UVTek. Tanah F2 -1.4063 0.41666667 -0.585958Uplift 80% UH 4.97374 1.20472592 5.9919938

Dengan Uplift : ΣH1 = 22.76 ΣSx1 = 67.70 Dengan Uplift : ΣV1 =Tanpa Uplift : ΣH2 = 17.79 ΣSx2 = 61.71 Tanpa Uplift : ΣV2 =

Garis kerja thd Sb X Dengan Uplift : Y1 = ΣSx1/ΣH1 = 2.97395749 m Dengan Uplift : X1 = ΣSy1/ΣV1 =Tanpa Uplift : Y2 = ΣSx2/ΣH1 = 3.46857342 m Tanpa Uplift : X2 = ΣSy2/ΣV1 =

KONTROL STABILITAS TUBUH BENDUNG

Terhadap Bahaya Guling Terhadap EksentrisitasB' = 11.6

183.214014 tmMomen guling (Mg) = ΣH1.Y1 = 67.7012865 tm e = 3.606671Faktor Keamanan (SF) = Mt/Mg = 2.7062117 -1.035679


Statis Momen

Momen tahanan (Mt) = ΣV1.X1 = e = ((ΣH1.Y1) - ΣV1(X1 - 0,5.B'))/ΣV1 ≤ B'/6

≥ 2 …. OK

Elevasi sawah tertinggi (dpl) = 44.96 mTinggi genangan di sawah = 0.10 mKehilangan tekanan di saluran quarter= 0.10 mKehilangan tekanan di saluran tersier = 0.10 mKehilangan tekanan di bangunan bagi = 0.15 mKehilangan tekanan di bangunan ukur = 0.20 mKehilangan tekanan akibat kemiringan= 0.15 mKehilangan tekanan di pintu pengambil= 0.25 mKehilangan tekanan akibat eksploitasi = 0.10 m

= 46.11 m

= 46.11 mElevasi dasar sungai rencana = 42 mTinggi rencana bendung (p) = 4.11 m

H d Q0.50116875 0.334112 1.827874445 29.027171.00898322 0.672655 2.593560256 90.09179

(gd)1/2

0 1 2 3 4 5 6 7 80

200

400

600

800

1000

1200

1400

1.52854996 1.019033 3.192230105 178.9662.06265346 1.375102 3.708237194 293.9886

3.1732057 2.11547 4.599424384 590.79734.31679074 2.87786 5.364569408 939.24955.44582041 3.630547 6.02540201 1268.9971.42352654 0.949018 3.08061308 159.0411

UV

X (m) Sy

UV 2-3 8.076 0.750 6.057 10.850UV' 2-3 0.042 1.000 0.042 10.600UV 4-5 16.469 4.250 69.992 7.350UV' 4-5 0.374 3.500 1.308 8.100UV 6-7 3.266 6.875 22.452 4.725UV' 6-7 0.010 6.750 0.070 4.850UV 8-9 2.529 7.500 18.968 4.100UV' 8-9 0.005 7.417 0.034 4.183UV 10-11 13.280 9.500 126.163 2.100UV' 10-11 0.166 9.000 1.495 2.600UV 12-13 2.445 11.250 27.505 0.350UV' 12-13 0.005 11.167 0.052 0.433

46.666 274.138

UV

X (m) Sy

UV 2-3 6.693 0.750 5.019 10.850UV' 2-3 0.067 1.000 0.067 10.600UV 4-5 11.687 4.250 49.668 7.350UV' 4-5 0.607 3.500 2.126 8.100UV 6-7 2.443 6.875 16.794 4.725UV' 6-7 0.017 6.750 0.114 4.850

Garis Kerja thd Sb Y

Statis Momen

(t/m')

Garis Kerja thd Sb Y

Statis Momen

(t/m')

UV 8-9 1.966 7.500 14.745 4.100UV' 8-9 0.007 7.417 0.056 4.183UV 10-11 9.655 9.500 91.727 2.100UV' 10-11 0.270 9.000 2.429 2.600UV 12-13 1.829 11.250 20.579 0.350UV' 12-13 0.007 11.167 0.084 0.433

35.249 203.408

Gaya-Gaya Horizontal (V)Besar (ton) X (m) Sy

86.6197 4.50 390.15332920.5631 1.37 0.7714472.8154 4.12 11.599448

-37.3327317 5.874475 -219.310211

52.67 ΣSy1 = 183.2190.00 ΣSy2 = 402.52

Dengan Uplift : X1 = ΣSy1/ΣV1 = 3.478825 mTanpa Uplift : X2 = ΣSy2/ΣV1 = 4.47258 m

m

1.933333

Garis Kerja thd

Sb YStatis

Momen

e = ((ΣH1.Y1) - ΣV1(X1 - 0,5.B'))/ΣV1 ≤ B'/6


Keadaaan Air Normal

Gaya-Gaya Horizontal (H) Gaya-Gaya Horizontal (V)

Pengaruh Notasi Besar (ton) Y (m) Sx Pengaruh Notasi Besar (ton) X (m) SyGempa Fg 10.574 3.221 34.059 Gempa G 105.744 4.929 521.210Lumpur P1 3.260 4.160 13.562 Lumpur P2 0.788 0.597 0.470Hidrostatis W1 14.470 4.160 60.195 Hidrostatis W2 3.497 0.597 2.088Tek. Tanah F1 0.246 0.523 0.129 Uplift 80% UV 17.651 7.199 127.071Tek. Tanah F2 -3.600 0.670 -2.412Uplift 80% UH 2.253 0.615 1.385

Dengan Uplift : ΣH1 = 27.204 ΣSx1 = 106.918 Dengan Uplift : ΣV1 = 127.680 ΣSy1 = 650.840Tanpa Uplift : ΣH2 = 24.950 ΣSx2 = 105.533 Tanpa Uplift : ΣV2 = 110.029 ΣSy2 = 523.768

Garis kerja thd Sb X Dengan Uplift : Y1 = ΣSx1/ΣH1 = 3.930 m Dengan Uplift : X1 = ΣSy1/ΣV1 = 5.097 mTanpa Uplift : Y2 = ΣSx2/ΣH1 = 4.230 m Tanpa Uplift : X2 = ΣSy2/ΣV1 = 4.760 m


Terhadap Bahaya Guling Terhadap EksentrisitasB' = 11.6 m

650.839662 tmMomen guling (Mg) = ΣH1.Y1 = 106.917844 tm e = 0.134826 ≤ 1.933333 OKFaktor Keamanan (SF) = Mt/Mg = 6.08728756

Terhadap Bahaya GeserΣV1 = 127.68

0.57735027ΣH1 = 27.20 = 2.7097774 > 1,5 OK

Keadaaan Air Banjir


Pengaruh Notasi Besar (ton) Y (m) Sx Pengaruh Notasi Besar (ton) X (m) SyGempa Fg 10.574 3.221 34.059 Gempa G 105.744 4.929 521.210Lumpur P1 3.260 4.160 13.562 Lumpur P2 0.788 0.597 0.470Hidrostatis W3 14.470 4.160 60.195 Hidrostatis W5 1.950 0.895 1.745

W4 8.070 2.690 21.708 W6 0.975 0.597 0.582W8 5.810 2.067 12.009 W7 7.760 10.410 80.782

Tek. Tanah F1 0.246 0.523 0.129 Uplift 80% UV 52.618 7.838 412.426Tek. Tanah F2 -3.600 0.670 -2.412Uplift 80% UH 9.896 0.505 4.999

Dengan Uplift : ΣH1 = 48.727 ΣSx1 = 144.249 Dengan Uplift : ΣV1 = 169.835 ΣSy1 = 1,017.216Tanpa Uplift : ΣH2 = 38.830 ΣSx2 = 139.250 Tanpa Uplift : ΣV2 = 117.217 ΣSy2 = 604.790

Garis kerja thd Sb X Dengan Uplift : Y1 = ΣSx1/ΣH1 = 2.960 m Dengan Uplift : X1 = ΣSy1/ΣV1 = 5.989 mTanpa Uplift : Y2 = ΣSx2/ΣH1 = 3.586 m Tanpa Uplift : X2 = ΣSy2/ΣV1 = 5.160 m



1017.21573 tmMomen guling (Mg) = ΣH1.Y1 = 144.249373 tm e = 1.038805 1.933333Faktor Keamanan (SF) = Mt/Mg = 7.05178614


0.57735027ΣH1 = 48.73 = 2.0123221 > 1,5 OK


Statis Momen

Garis Kerja thd

Sb YStatis

Momen

Momen tahanan (Mt) = ΣV1.X1 = e = ((ΣH1.Y1) - ΣV1(0,5.B' - X1))/ΣV1 ≤ B'/6

≥ 2 …. OK

f = tan 30o


Statis Momen

Garis Kerja thd

Sb YStatis

Momen


≥ 2 …. OK

f = tan 30o

𝐹=𝛴𝑉1𝑥𝑓/𝛴𝐻1>1.5


Perhitungan intakeA = 4536c = 0.8a = 1.36

Q = A.c.a = 4.935168

misal b = 2hm = 0.85g = 9.81z = 0.25

h1 = 1.14 m

S = 1.56 m

Dimensi Saluran

Pintu Penguras Bila kedua pintu dibuka, makab pintu = 1.88 m Q = 35.91 m3/detF = b pintu x S = 2.92 m2 V = 12.28 m/deth= 1.92 m

17.96 m3/det

Bila pembilas dibuka penuh Bila kedua pintu dibuka, makaH = 2.70 m Q = 24.17 m3/detz = H/3 = 0.9 m V = 7.14 m/deth = 2H/3 = 1.8 m

Q = 12.09 m3/det

m3/detik

𝑄=𝜇𝑏ℎ√2𝑔𝑧h1=√(𝑄/(𝜇2√2 𝑔𝑧"" ))

𝑄=𝐹√2𝑔ℎ=

𝑄=𝜇𝑏ℎ√2𝑔𝑧


Keadaaan Air Normal

Gaya-Gaya Horizontal (H) Gaya-Gaya Vertical (V)

Pengaruh Notasi Besar (ton) Y (m) Sx Pengaruh Notasi Besar (ton) X (m)Gempa Fg 13.1391 15.93 209.30621 Gempa G 13.139 7.179Lumpur P1 4.4625 1.37 6.113625 Lumpur P2Hidrostatis W1 -3.960 0.708 -2.805 Hidrostatis W3 0.500 4.433

W2 0.707 0.183 0.130 W4 2.260 4.433W5 1.440 2.000 2.880 W6 1.790 2.601W7 2.260 4.117 9.304 W8 2.390 0.622W10 -7.980 5.618 -44.831 W9 1.460 0.407

W11 6.730 0.958Tek. Tanah F1 3.969 2.000 7.938 Uplift 80% UV 23.256 3.635Tek. Tanah F2 1.410 2.000 2.820Uplift 80% UH 2.292 2.014 4.616

Dengan Uplift : ΣH1 = 17.740 ΣSx1 = 195.472 Dengan Uplift : ΣV1 = 51.525 ΣSy1 =Tanpa Uplift : ΣH2 = 15.448 ΣSx2 = 190.856 Tanpa Uplift : ΣV2 = 13.639 ΣSy2 =

Garis kerja thd Sb X Dengan Uplift : Y1 = ΣSx1/ΣH1 = 11.019 m Dengan Uplift : X1 = ΣSy1/ΣV1 = 3.965Tanpa Uplift : Y2 = ΣSx2/ΣH1 = 12.355 m Tanpa Uplift : X2 = ΣSy2/ΣV1 = 7.078


Terhadap Bahaya Guling Terhadap EksentrisitasB' = 12 m

204.271804 tmMomen guling (Mg) = ΣH1.Y1 = 195.472282 tm e = 1.758265 ≤ 2Faktor Keamanan (SF) = Mt/Mg = 1.04501673


0.57735027ΣH1 = 17.74 = 1.6769023 > 1,5 OK

Keadaaan Air Banjir


Pengaruh Notasi Besar (ton) Y (m) Sx Pengaruh Notasi Besar (ton) X (m)Gempa Fg 13.139 0.985 12.944 Gempa G 13.139 7.179Lumpur P1 4.4835 4.160 18.651 Lumpur P2Hidrostatis W1 -4.312 -0.847 3.653 Hidrostatis W3 0.574 4.497

W2 0.071 0.147 0.010 W4 2.680 4.497W5 1.782 2.127 3.789 W6 2.172 2.474W7 2.673 4.433 11.851 W8 2.119 0.339W10 -7.804 5.681 -44.335 W9 0.783 0.620

W11 6.734 0.967Tek. Tanah F1 3.969 0.523 2.076 Uplift 80% UV 27.381 3.635Tek. Tanah F2 1.410 0.670 0.945Uplift 80% UH 4.756 1.526 7.258

Dengan Uplift : ΣH1 = 20.168 ΣSx1 = 16.843 Dengan Uplift : ΣV1 = 55.581 ΣSy1 =Tanpa Uplift : ΣH2 = 15.413 ΣSx2 = 9.585 Tanpa Uplift : ΣV2 = 18.565 ΣSy2 =

Garis kerja thd Sb X Dengan Uplift : Y1 = ΣSx1/ΣH1 = 0.835 m Dengan Uplift : X1 = ΣSy1/ΣV1 = 3.986Tanpa Uplift : Y2 = ΣSx2/ΣH1 = 0.622 m Tanpa Uplift : X2 = ΣSy2/ΣV1 = 6.158




Statis Momen

Garis Kerja thd

Sb Y


≥ 2 …. OK

f = tan 30o


Statis Momen

Garis Kerja thd

Sb Y


221.56856 tmMomen guling (Mg) = ΣH1.Y1 = 16.8429514 tm e = -1.510583 ≤ 1.933333Faktor Keamanan (SF) = Mt/Mg = 13.1549723


0.57735027ΣH1 = 20.17 = 1.5911112 > 1,5 OK


≥ 2 …. OK

f = tan 30o


Sy94.322

2.21710.019

4.6551.4860.5946.449

84.531

204.27296.538

mm

OK

Sy94.322

2.58212.049

5.3740.7190.4856.511

99.527

221.569114.326

mm

Statis Momen

Statis Momen

Diketahui : b = 40 m i = 0.002m = 2 Ri = 1.75

h F O R C Ri V Q1 42.00 44.47 0.94441 0.971808 30.494 0.0018888 1.325 55.662 88.00 48.94 1.79796 1.340882 44.088 0.0035959 2.644 232.653 138.00 53.42 2.58348 1.607319 51.867 0.005167 3.728 514.504 192.00 57.89 3.31672 1.821186 56.951 0.0066334 4.638 890.58

2.27 101.30 50.17 2.01919 1.420983 46.607 0.0040384 2.962 300.03

Q rencana 300.08h = 2.24 m

Elevasi Dasar Sungai di Muka Bendung Elevasi Mercu Bendunge dasar Sungai = 178 -4 Elevasi sawah tertinggi (dpl)

174 m Tinggi genangan di sawahKehilangan tekanan di saluran quarter

TMA di hilir = 176.07 m Kehilangan tekanan di saluran tersierKehilangan tekanan di bangunan bagi/sadap

Lebar efektif bendung Kehilangan tekanan di bangunan ukurLebar bendung = 48 m Kehilangan tekanan akibat kemiringan sungaiLebar pengurasan = 4.8 m Kehilangan tekanan di pintu pengambilan (intake)Lebar 3 pintu penguras= 1.6 m Kehilangan tekanan akibat eksploitasiLebar pilar = 2 m Elevasi Mercu BendungJumlah pilar = 3 buahB efektif = 41.04 m Elevasi mercu

Elevasi dasar sungai rencanaTinggi rencana bendung (p)

Tinggi Max Air di atas Mercum pertama = 1.34

g = 9.81

d = 1.44786 mH = 3d/2 = 2.17179 mr1 = H/2 = 1.0859 mr2 = 0.8*H = 1.73743 m

Tabel H

h r m p k41 0.5 0.125 1.0859 1.1191 1.2523 4.00 0.049383 0.00114541 1 1 1.0859 1.1905 1.4173 4.00 0.04 0.00839941 1.5 3.375 1.0859 1.2543 1.5733 4.00 0.033058 0.02600441 2 8 1.0859 1.3105 1.7173 4.00 0.027778 0.05653741 2.5 15.625 1.0859 1.3590 1.8469 4.00 0.023669 0.101188

R1/2

m3/detik

m/detik2

Q = m.b.d.(g.d)1/2

Bef h3 m2 (1/(h+p))2

41 2.12 9.528128 1.0859 1.322808 1.7498 4.00 0.026699 0.065947

Hd = 2.105 m

Kolam Olakan Tipe Vlughter

He = 2.57 mZ = 4.49 mZ/He = 1.75 m 0.666667 0.33

D = L = R = He + (1,1xZ) = 7.51 m 3.58094 3.58094 6.266645a = 0.291 m

STABILITAS

Beton = 2.2 Air = 1

Lumpur = 1.6 Tanah = 1.6

Akibat berat sendiri tubuh bendung(Konstruksi dianggap pias 1 m)

Bagian Luas Berat

1 2 3 4 5 6 7

1 2.82 6.19 0.91 2.57 4.12 11.602 2.16 4.75 1.63 3.52 4.81 10.373 14.18 31.19 4.11 58.30 4.12 58.424 4.13 9.08 1.50 6.19 1.38 5.675 9.13 20.08 5.15 46.99 2.13 19.396 0.38 0.83 1.11 0.42 1.00 0.387 0.56 1.24 6.88 3.87 1.13 0.638 0.75 1.65 7.50 5.63 0.75 0.569 1.05 2.31 8.25 8.66 1.00 1.05

10 0.06 0.14 7.83 0.49 0.33 0.0211 2.38 5.24 9.48 22.57 1.62 3.8512 1.54 3.39 9.95 15.32 0.78 1.1913 0.25 0.55 11.25 2.81 0.50 0.13

39.373 86.620 177.342 113.257

Letak titik beratx = Sx/A = 4.50y = Sy/A = 2.88

4/3 ≤ Z/He ≤ 10 maka

t/m3 t/m3

t/m3 t/m3

Lengan thd I-I

Statis Momen thd I-I

Lengan thd A-A

Statis Momen thd A-A

Elevasi Mercu BendungElevasi sawah tertinggi (dpl) = 175.00 mTinggi genangan di sawah = 0.10 mKehilangan tekanan di saluran quarter = 0.10 mKehilangan tekanan di saluran tersier = 0.10 mKehilangan tekanan di bangunan bagi/sadap = 0.20 mKehilangan tekanan di bangunan ukur = 0.60 mKehilangan tekanan akibat kemiringan sungai = 1.50 mKehilangan tekanan di pintu pengambilan (intake) = 0.25 mKehilangan tekanan akibat eksploitasi = 0.15 mElevasi Mercu Bendung = 178.00 m

= 178.00 mElevasi dasar sungai rencana = 174 mTinggi rencana bendung (p) = 4.00 m

H d Q0.5011 0.3341 1.827832 28.051.0084 0.6723 2.592809 85.161.5260 1.0173 3.189571 167.032.0565 1.3710 3.702735 273.022.6012 1.7341 4.164283 402.76

(gd)1/2

0 100 200 300 400 500 600 700 800 900 10000

0.5

1

1.5

2

2.5

3

3.5

4

4.5

2.18594693058903 1.457298 3.817457 302.0137

h h v v

w1 3.96 X= 0.7083 Y= 1.2415w2 0.707 X= 0.1834 Y= 3.533w3 0.5 X= 0.4179 Y= 4.4332w4 2.26 X= 1.2832 Y= 4.4332w5 1.44 X= 1.9999 Y= 3.1625w6 1.79 X= 3.4083 Y= 2.6005w7 2.26 X= 4.1167 Y= 1.3302w8 2.39 X= 5.5756 Y= 0.6218w9 1.46 X= 6.3336 Y= 0.407w10 7.98 X= 5.6179 Y= 2.4541w11 6.73 X= 8.0125 Y= 0.9582

w1 4.3117 X= -0.8472 Y= 0.9986w2 0.071 X= 0.1474 Y= 3.5112w3 0.5741 X= 0.4097 Y= 4.4967w4 2.6796 X= 1.3467 Y= 4.4967w5 1.7818 X= 2.1266 Y= 3.0993w6 2.1721 X= 3.6616 Y= 2.474w7 2.6732 X= 4.4333 Y= 1.0939w8 2.1189 X= 5.829 Y= 0.3392w9 0.7826 X= 6.4529 Y= 0.6201w10 7.8036 X= 5.6813 Y= 2.3449w11 6.7335 X= 7.9919 Y= 0.9669

tabel irigasi 2

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