analisa stabilitas bendung (beta ver.)

BAB III

ANALISA STABILITAS BENDUNG

Gaya–gaya yang bekerja pada tubuh bendung, akibat :

1. Tekanan air.

2. Tekanan lumpur.

3. Tekanan berat sendiri bendung.

4. Gaya gempa.

5. Gaya angkat (uplift pressure).

3.1 Tekanan Air

3.1.1 Tekanan Air Normal

Gambar 3.1 Diagram Tekanan Akibat Air Normal

= 1 ton/m3

Pa1 = = = 18 ton

Pa2 = b . h . = (4.85).(6).(1) = 29.1 ton

41

Tabel. 3.1 Perhitungan Tekanan Air Normal

Bagian Berat (ton) Lengan (m) Momen (tm)

V H x y Mr MoPa1 18 5.92 106.56Pa2 29.1 10.57 307.59

Jumlah 29.1 18 307.59 106.56

3.1.2 Tekanan Air Banjir (Flood)

Gambar 3.2 Diagram Tekanan Akibat Air Banjir

Pf1 = = = 18 ton

Pf2 = b . h . = 2.20.(6).(1) = 13.20 tonPf3 = b . h . = 4.85.(6).(1) = 29.10 tonPf4 = b . h . = 5.35.(2.20).(1) = 11.17 ton

Pf5 = = = 4.03 ton

Pf6 = = = -

4.03 ton

42

Tabel.3.2 Perhitungan Tekanan Air Banjir

Bagian Berat (ton) Lengan (m) Momen (t m) V H x y Mr Mo

Pf1 18 6.65 119.70Pf2 13.20 7.56 99.79Pf3 29.10 10.57 307.59 Pf4 11.77 10.33 121.58 Pf5 4.03 0.95 3.83 Pf6 4.03 4.94 19.92

jumlah 13.22 37.23 452.92 219.49

3.1.3 Tekanan Lumpur

= 0.6 ton/m3

θ = 300

Ka = tan2 (450 – θ/2)

= tan2 (450 – 30o/2)

= 0,333

Keterangan :

γlumpur = berat volume lumpur (t/m3)

θ = sudut gesek dalam

Ka = tekanan lumpur aktif

43

Gambar 3.3 Diagram Tekanan Akibat Lumpur

PL1 = . Ka . . h2

= .(0,333).(0,6).(6)2

= 3.596 ton

PL2 = .b.h

= 0.6.(4.85).(6)

= 17.46 ton

Tabel.3.3 Perhitungan Tekanan Lumpur

Bagian berat (ton) Lengan (m) Momen (t m)V H x y Mr Mo

PL1 3.596 5.92 21.291

PL2 17.46 10.57 184.552 jumlah 17.46 3.596 184.552 21.291

3.2 Tekanan Berat Sendiri Bendung

Berat volume pasangan batu = 2.2 t/m2

44

Gambar 3.4 Diagram Tekanan Akibat Berat Sendiri Bendung

Pada badan bendung yang berbentuk parabola, luas penampang digunakan

pendekatan :

A = 2/3 . L . H

W1 = b . h . = 6 . 3.56 . 2.2 = 47.01 ton

W2 = b . h . = 1.49. 4.36 . 2.2 = 14.29 ton

W3 = b . h . = 2 . 4.90 . 2.2 = 21.56 ton

W4 = b . h . = 2 . 5 . 2.2 = 22 ton

W5 = b . h . = 3 . 4. 2.2 = 26.4 ton

W6 = 1/2 .b. h . = 1/2 .1.50 . 3 . 2.2 = 9.90 ton

W7 = 1/2 . b. h . = 1/2 .0.95 . 1.89 . 2.2 = 2.63 ton

W8 = 2/3 . b. h . = 2/3 . 1.83 . 1.63 . 2.2 = 4.33 ton

W9 = b. h . = 0.50. 1.50 . 2.2 = 1.65 ton

W10 = 2/3 . b. h . = 2/3 . 0.30 . 1.40 . 2.2 = 0.46 ton

W11 = b. h . = 0.07. 1.93 . 2.2 = 0.15 ton

Tabel 3.4 Perhitungan Tekanan Berat Sendiri Bendung

45

Segmen Berat (ton) Lengan (m) Momen (t m)X Y Mr Mo

W1 19.80 9.50 2.51 188.10 49.64

W2 24.71 8.82 7.43 217.98 183.52

W3 33.00 6.50 6.00 214.50 198.00

W4 22.00 4.00 4.50 88.00 99.00

W5 26.40 1.50 2.00 39.60 52.80

W6 1.18 9.35 11.32 11.02 13.35

W7 0.21 9.28 11.89 1.94 2.49

W8 3.87 8.24 11.30 31.93 43.79

W9 4.68 7.43 9.93 34.76 46.46

W10 3.76 6.23 9.62 23.47 36.21

W11 4.40 4.33 7.67 19.07 33.73

W12 9.90 2.00 5.00 19.80 49.50Jumlah 153.92 890.16 808.48

3.3 Gaya Gempa

3.3.1 Gempa Horizontal

Gaya Horizontal (H) = Kh . ΣW

= 0.1 . 153.92 = 15.392 ton

Momen akibat gempa horizontal :

M0 = Kh . ΣM01

= 0.1 . 808.48 = 80.848 tm

Keterangan :

H = gaya gempa horizontal (t)

Kh = koefisien gempa horizontal, (Pondasi batu : Kh = 0,10)

V1 = berat sendiri bendung (t)

M01 = momen guling akibat berat sendiri (tm)

3.3.2 Gempa Vertikal

Gaya Vertikal (V) = Kv . ΣW

= 0.05 . 153.92

= 7.696 ton

Momen akibat gempa vertikal :

Mr = Kv . ΣMr1

= 0.05 . 890.16 = 44.508 tm

Keterangan :

46

V = gaya gempa vertikal (t)

Kv = koefisien gempa vertikal, (Pondasi batu : Kv = 0,05)

Mr1 = momen tahanan akibat berat sendiri (tm)

3.4 Gaya Angkat (Uplift Pressure)

3.4.1 Air Normal

ΣL = Lh + Lv

= 32.85 + 19.2

= 52.05 m

ΔH = 422.45 m – 415.6 m = 6.85m

Ux = Hx – . ΔH

Ux = Hx – .(6.85)

Ux = Hx – 0.1316 Lx

Keterangan :

Hx = tinggi muka air dari titik yang dicari (m)

Lx = panjang rayapan (m)

ΣL = total rayapan (m)

ΔH = tinggi muka air normal (m)

Ux = uplift pressure di titik x (t/m2)

Gambar 3.5 Rayapan Gaya Angkat

47

Tabel 3.5 Perhitungan Gaya Angkat Akibat Air Normal

Bagian Gambar Gaya angkat per 1 m panjang (t)

a-b

H = .(1,0497 + 5,7373) = 13,5740 t

y =

= = 1,5396

m

y total = 4 – 1,5396 = 2,4604 m

b-c

V = .( 6,2530 + 5,7373) = 17,9855 t

y =

= = 1,4785 m

y total = 3 – 1,4785 = 1,5215 m

c-d

H = .(4,5968 + 6,2530) = 10,8498 t

y =

= = 0,9491 m

y total = 4 – 0,9491 = 3,0509 m

d-e

V = .(5,1125 + 4,5968) = 14,5640 t

x =

= = 1,4734 m

x total = 6 – 1,4734 = 4,5266 m

48

e-f

H = .(3,4563 + 5.1125) = 8,5688 t

y =

= = 0,9356 m

y total = 2 – 0,9356 = 1,0644 m

f-g

V = .(3,8001 + 3,4563) = 7,2564 t

x =

= = 0,9842 m

x total = 8 – 0,9842 = 7,0158 m

g-h

H = .(3,8001 + 7,3158) = 16,6739 t

y =

= = 1,3419 m

y total = 3 – 1,3419 = 1,6581 m

h-i

V = .(7,8315 + 7,3158) = 22,7210 t

x =

= = 1,4830 m

x total =11 – 1,4830 = 9,5170 m

49

i-j

H = .(3,199 + 4,221) = 19,7681 t

y =

= = 1,4057 m

y total = 3 – 1,4057 = 1,5943 m

Tabel 3.6 Gaya Angkat Akibat Air Normal

Titik Hx (m) Lx (m)Ux

(t/m2)Uplift Force (t) Lengan (m)

Momen (t m)

V H x y Mr Moa 8.0500 52.0500 1.200 4 -13.854 1.564 21.672 b 12.0500 48.0500 5.727 3 17.772 1.517 26.954c 12.0500 45.0500 6.121 2 10.506 1.055 11.085d 10.0500 43.0500 4.385 2 9.032 4.010 36.217E 10.0500 41.0500 4.648 1 4.214 2.517 10.606F 9.0500 40.0500 3.779 3 11.930 6.525 77.844G 9.0500 37.0500 4.174 2 -10.612 1.929 20.470 h 11.0500 35.0500 6.437 3 19.904 9.515 189.388i 11.0500 32.0500 6.832 3 16.589 2.618 43.430j 8.0500 29.0500 4.227

JUMLAH 58.639 6.843 42.142 395.525

Gaya Angkat :

H = fu . ΣH = 0,50 . (6.843) = 3.4216 t

V = fu . ΣV = 0,50 . (58.639) = 29.3197 t

M0 = fu . ΣM0 = 0,50 . (395.525) = 197.7626 tm

Mr = fu . ΣMr = 0,50 . (42.142) = 21.0710 tm

Dimana : fu = koefisien reduksi untuk jenis tanah keras (50 %)

3.4.2 Air Banjir

50

Ux = Hx - . ΔH

ΔH = Hb = 424.4735 – 415.600 = 8.8735m

Ux = Hx - . 8.8735

Ux = Hx - 0.1705 Lx

Keterangan :

Hx = tinggi muka air banjir dari titik yang dicari (m)

Lx = panjang rayapan (m)

ΣL = total rayapan (m)

ΔH = beda tinggi M.A.B dengan muka air di hilir (m)

Ux = uplift pressure di titik x (t/m2)

Tabel 3.7 Perhitungan gaya angkat akibat air banjir

Bagian Gambar Gaya angkat per 1 m panjang (t)

a-b

H = .(1,0497 + 5,7373) = 13,5740 t

y =

= = 1,5396

m

y total = 4 – 1,5396 = 2,4604 m

51

b-c

V = .( 6,2530 + 5,7373) = 17,9855 t

y =

= = 1,4785 m

y total = 3 – 1,4785 = 1,5215 m

c-d

H = .(4,5968 + 6,2530) = 10,8498 t

y =

= = 0,9491 m

y total = 4 – 0,9491 = 3,0509 m

d-e

V = .(5,1125 + 4,5968) = 14,5640 t

x =

= = 1,4734 m

x total = 6 – 1,4734 = 4,5266 m

e-f

H = .(3,4563 + 5.1125) = 8,5688 t

y =

= = 0,9356 m

y total = 2 – 0,9356 = 1,0644 m

f-g

52

V = .(3,8001 + 3,4563) = 7,2564 t

x =

= = 0,9842 m

x total = 8 – 0,9842 = 7,0158 m

g-h

H = .(3,8001 + 7,3158) = 16,6739 t

y =

= = 1,3419 m

y total = 3 – 1,3419 = 1,6581 m

h-i

V = .(7,8315 + 7,3158) = 22,7210 t

x =

= = 1,4830 m

x total =11 – 1,4830 = 9,5170 m

i-j

H = .(3,199 + 4,221) = 19,7681 t

y =

= = 1,4057 m

y total = 3 – 1,4057 = 1,5943 m

Tabel 3.8 Gaya Angkat Akibat Air Banjir

53

Titik Hx (m) Lx (m) Ux (t/m2)Uplift Force (t) Lengan (m)

Momen (t m)

V H x y Mr Moa 10.0735 52.0500 1.200 4 -14.164 1.559 22.085 b 14.0735 48.0500 5.882 3 18.413 1.521 28.003c 14.0735 45.0500 6.393 2 11.128 1.050 11.681d 12.0735 43.0500 4.734 3 9.810 4.012 39.352e 12.0735 41.0500 5.075 2 4.661 2.515 11.720f 11.0735 40.0500 4.246 2 13.504 6.528 88.163g 11.0735 37.0500 4.757 3 -11.855 1.934 22.928 h 13.0735 35.0500 7.098 3 22.062 9.517 209.969i 13.0735 32.0500 7.610 3 19.096 2.598 49.611j 10.0735 29.0500 5.121

JUMLAH 63.789 8.865 45.013 438.499

Gaya angkat :

H = fu . ΣH = 0,50 . (8.865) = 4.4325 t

V = fu . ΣV = 0,50. (63.789) = 31.8943 t

M0 = fu . ΣM0 = 0,50 . (438.499) = 219.2497 tm

Mr = fu . ΣMr = 0,50 . (80.7419) = 22.5067 tm

Tabel 3.9 Akumulasi Beban-Beban pada Bendung

No Keterangan Gaya (t) Momen ( t m)Vertikal Horisontal Mr Mo

1 2 3 4 5 6

Tekanan AirA Air Normal 9.3160 23.4613 95.9548 175.9594B Air Banjir 13.2232 37.2298 141.0171 321.3782C Tekanan Lumpur 5.5896 4.6876 57.5729 35.1567D Berat Sendiri Bendung 153.9225 - 890.1630 808.4758

Gaya Gempa E Gempa Horisontal - 15.3920 80.8480 80.8480F Gempa Vertikal 7.6960 - 44.5080 44.5080

Gaya Angkat G Air Normal 29.3197 3.4216 21.0710 197.7626H Air Banjir 31.8943 4.4325 22.5067 219.2497

54

3.5 Kontrol Stabilitas Bendung

Kombinasi gaya-gaya yang bekerja pada bendung :

3.5.1 Tanpa Gempa

Tegangan ijin tanah σ’= 35 t/m2

1. Keadaan Air Normal dengan Uplift Pressure

ΣH = a(4) + c(4) + g(4)

= 23.4613 + 4.6876 – 3.4216 = 31.5704 t

ΣV = a(3) + c(3) + d(3) + g(3)

= 9.3160 + 5.5896 + 153.9225 + 29.3197 = 198.1478 t

ΣMr = a(5) + c(5) + d(5) + g(5)

= 95.9548 + 57.5729 + 890.1630 + 2.9526 = 1046.6434 tm

ΣM0 = a(6) + c(6) + g(6)

= 175.9594 + 35.1567 + 197.7626 = 408.8787 tm

Kontrol :

a) Terhadap guling (over turning)

SF = = .............. ≥ 1,50 (OK!)

b) Terhadap geser (sliding)

SF = = .......≥ 1,20 (OK!)

keterangan : f = koefisien geser``

c) Terhadap daya dukung tanah (over stressing)

Resultante beban vertikal bekerja sejarak a dari titik O.

a = =

Resultante beban vertikal bekerja sejarak e dari pusat berat bendung.

e = =

Jarak e masih terletak di dalam ‘ Bidang Kern’

55

e = 2.1899 m <

e > 1,833 m

Tegangan yang terjadi pada tanah akibat beban – beban pada

bendung :

σ =

=

=

=

Tegangan izin tanah dasar (σ’) = 3,5 kg/cm2 = 35 t/m2

Tegangan tanah dikontrol per 1 meter panjang bendung :

σmin = = -3.5037 t/m2 > 0 (Tidak OK!)

σmax = = 39.5306 t/m2 < σ’= 35 t/m2

(Tidak OK!)

2. Keadaan Banjir dengan Uplift Pressure

ΣH = b(4) + c(4) + h(4)

= 37.2298 + 4.6876 – 4.4325 = 46.3498 t

ΣV = b(3) + c(3) + d(3) + h(3)

= 13.2232 + 5.5896 + 153.9225 + 31.8943 = 204.6295 t

ΣMr = b(5) + c(5) + d(5) + h(5)

= 142.0171 + 57.5729 + 890.1630 + 22.5067 = 1111.2598 tm

ΣM0 = b(6) + c(6) + h(6)

= 321.3782 + 35.1567 + 219.2497 = 575.7846 tm

Kontrol :

56

a) Terhadap guling (over turning)

SF = = ≥ 1,50 (OK !)

b) Terhadap geser (sliding)

SF = = ≥ 1,20

(OK !)

keterangan : f = koefisien geser

c) Terhadap daya dukung tanah (over stressing)


a = =


e = =

Tegangan pada tanah dasar

σ =

σmin = = -10.6529 t/m2 > 0 (Tidak

OK !)

σmax = = 47.8583 t/m2 < σ’= 35 t/m2

(Tidak OK !)

3.5.2 Dengan Gempa Horizontal

Tegangan ijin tanah (dengan gempa) σ’= 35 t/m2 x 1,3 = 45.5 t/m2


ΣH = a(4) + c(4) + e(4) + g(4)

= 23.4613 + 4.6876 + 16,6319 – 4,4694 = 44,964 t

ΣV = a(3) + c(3) + d(3) + g(3)

= 6.85 + 4,44 + 166,3187 - 1,2634 = 146,895 t

ΣMr = a(5) + c(5) + d(5) +g(5)

57

= 77,7 + 46,62 + 994,4437 + 36,8688 = 1155,633 tm

ΣM0 = a(6) + c(6) + e(6) + g(6)

= 95,5562 + 18,9201 + 90,0251 + 210,1931 = 415,242 tm

Kontrol :

a). Terhadap guling (over turning)

SF = = ≥ 1,50

(OK !)

b).Terhadap geser (sliding)

SF = = ≥ 1,20 (OK !)


c). Terhadap daya dukung tanah (over stressing)


a = =


e = =


σ =

σmin = = 10,0053 t/m2 > 0 (OK !)

σmax = = 16,7029 t/m2 < σ’= 22,75 t/m2

(OK !)

2. Keadaan Air Normal tanpa Uplift Pressure

ΣH = a(4) + c(4) + e(4)

= 27,38 + 5,4212 + 16,6319 = 49,433 t

ΣV = a(3) + c(3) + d(3)

58

= 6.85 + 4,44 + 166,3187 = 178,159 t

ΣMr = a(5) + c(5) + d(5)

= 77,7 + 46,62 + 994,4437 = 1118,764 tm

ΣM0 = a(6) + c(6) + e(6)

= 95,5562 + 18,9201 + 90,0251 = 204,501 tm

Kontrol :


SF = = ≥ 1,50

(OK !)


SF = = ≥ 1,20 (OK !)

keterangan : f = koefisi en geser



a = =


e = = < = 1,8333 m


σ =

σmax = = 19,4499 t/m2<σ’=22,75 t/m2 (OK !)

σmin = = 12,9425 t/m2 > 0 (OK !)

3. Keadaan Air Banjir dengan Uplift Pressure

ΣH = b(4) + c(4) + e(4) + h(4)

= 39,6468 + 5,4212 + 16,6319 – 5,6602 = 56,040 t

59

ΣV = b(3) + c(3) + d(3) - h(3)

= 12,6466 + 4,44 + 166,3187 - 34,4487 = 148,957 t

ΣMr = b(5) + c(5) + d(5) + h(5)

= 110,1082 + 46,62 + 994,4437 + 40,3710 = 1191,543 tm

ΣM0 = b(6) + c(6) + f(6) + h(6)

= 166,1707 + 18,9201 + 49,7222 + 235,1931 = 510,309 tm

Kontrol :


SF = = ≥ 1,50 (OK !)


SF = = ≥ 1,20 (OK !)




a = =


e = = < = 1,833 m


σ =

σmax = = 20,3856 t/m2 < σ’= 22,75 t/m2

(OK !)

σmin = = 6,6976 t/m2 > 0

(OK !)

60

4. Keadaan Air Banjir tanpa Uplift Pressure

ΣH = b(4) + c(4) + e(4)

= 39,6468 + 5,4212 + 16,6319 = 61,7 t

ΣV = b(3) + c(3) + d(3)

= 12,6466 + 4,44 + 166,3187 = 183,405 t

ΣMr = b(5) + c(5) + d(5) + e(5)

= 110,1082 + 46,62 + 994,4437 + 90,0251 = 1241,197 tm

ΣM0 = b(6) + c(6) + e(6)

= 166,1707 + 18,9201 + 90,0251 = 275,116 tm

Kontrol :


SF = = ≥ 1,50 (OK !)


SF = = ≥ 1,20 (OK !)




a = =


e = = < = 1,833 m


σ =

σmax = = 18,7031 t/m2 < σ’= 22,75 t/m2

(OK !)

61

σmin = = 14,6441 t/m2 > 0

(OK !)

3.5.3 Dengan Gempa Vertikal

Tegangan ijin tanah (dengan gempa) σ’= 16,2 t/m2 x 1,3 = 21,06 t/m2


ΣH = a(4) + c(4) + g(4)

= 27,38 + 5,4212 – 4,4694 = 28,332 t

ΣV = a(3) + c(3) + d(3) + f(3) - g(3)

= 6.85 + 4,44 + 166,3187 + 8,3159 - 31,2634 =

155,211 t

ΣMr = a(5) + c(5) + d(5) + f(5) + g(5)

= 77,7 + 46,62 + 994,4437 + 49,7222 + 36,8688 = 1205,355 tm

ΣM0 = a(6) + c(6) + f(6)+ g(6)

= 95,5562 + 18,9201 + 49,7222 + 210,7404 = 374,939 tm

Kontrol :


SF = = ≥ 1,50

(OK !)


SF = = ≥ 1,20 (OK !)




a = =


62

e = =


σ =

σmin = = 12,9578 t/m2 > 0

(OK !)

σmax = = 15,2627 t/m2 < σ’= 22,75 t/m2

(OK !)

2. Keadaan Air Normal tanpa Uplift Pressure

ΣH = a(4) + c(4)

= 27,38 + 5,4212 = 32,801 t

ΣV = a(3) + c(3) + d(3) + f(3)

= 6.85 + 4,44 + 166,3187 + 8,3159 = 186,475 t

ΣMr = a(5) + c(5) + d(5) + f(5)

= 77,7 + 46,62 + 994,4437 + 49,7222 = 1168,476 tm

ΣM0 = a(6) + c(6) + f(6)

= 95,5562 + 18,9201 + 49,7222 = 164,199 tm

Kontrol :


SF = = ≥ 1,50 (OK !)


SF = = ≥ 1,20 (OK !)




a = =

63


e = = < = 1,833 m


σ =

σmax = = 18,0055 t/m2 < σ’= 22,75 t/m2

(OK !)

σmin = = 15,8995 t/m2 > 0

(OK !)

3. Keadaan Air Banjir dengan Uplift Pressure

ΣH = b(4) + c(4) + h(4)

= 39,6468 + 5,4212 – 5,6602 = 39,408 t

ΣV = b(3) + c(3) + d(3) + f(3) - h(3)

= 12,6466 + 4,44 + 166,3187 + 8,3159 – 34,4487 = 157,273 t

ΣMr = b(5) + c(5) + d(5) + h(5)

= 110,1082 + 46,62 + 994,4437 + 40,3710 = 1191,543 tm

ΣM0 = b(6) + c(6) + f(6) + h(6)

= 166,1707 + 18,9201 + 49,7222 + 235,1931 = 470,006 tm

Kontrol :

d).Terhadap guling (over turning)

SF = = ≥ 1,50 (OK !)

e). Terhadap geser (sliding)

SF = = ≥ 1,20 (OK !)

64


f). Terhadap daya dukung tanah (over stressing)


a = =


e = = < = 1,833 m


σ =

σmax = = 21,4114 t/m2 < σ’= 22,75 t/m2

(OK !)

σmin = = 8,5185 t/m2 > 0

(OK !)

4. Keadaan Air Banjir tanpa Uplift Pressure

ΣH = b(4) + c(4)

= 39,6468 +5,4212 = 45,068 t

ΣV = b(3) + c(3) + d(3) + f(3)

= 12,6466 + 4,44 + 166,3187 + 8,3159 = 191,721 t

ΣMr = b(5) + c(5) + d(5) + f(5)

= 110,1082 + 46,62 + 994,4437 + 49,7222 = 1200,894 tm

ΣM0 = b(6) + c(6) + f(6)

= 166,1707 + 18,9201 +49,7222 = 234,813 tm

65

Kontrol :


SF = = ≥ 1,50 (OK !)


SF = = ≥ 1,20 (OK !)




a = =


e = = < = 1,833 m


σ =

σmax = = 21,5147 t/m2 < σ’= 22,75 t/m2

(OK !!)

σmin = = 13,0934 t/m2 > 0

(OK!!)

Tabel 3.10 Akumulasi Kombinasi Gaya-Gaya yang Bekerja pada Tubuh Bendung

Kombinasi gaya – gaya pada tubuh

bendung

SF Tegangan Tanah

Tanpa Gempa Dengan Gempa

66

Guling

1,5

Geser

1,2

Max

< 17,5

t/m2

Min

> 0

Max

< 22,75

t/m2

Min

> 0

1.

Tanpa gempa

a. Air normal + gaya angkat 3,5534 3,6294 12.2388 14,469 - -

b. Air banjir + gaya angkat 2,8351 2,6459 15,9218 11,161 - -

2.

Dengan gempa horizontal

a. Air normal + gaya angkat 2,7830 2.2869 - - 16,7029 10,005

b. Air normal 5,4706 2,5228 - - 19,4499 12,9425

c. Air banjir + gaya angkat 2,3349 1,8606 - - 20,3856 6,6976

d. Air banjir 2,3349 2,0808 - - 18,7031 14,6441

3.

Dengan gempa vertikal

a. Air normal + gaya angkat 3,2148 3,8348 - - 15,2627 12,9578

b. Air normal 7,1163 3,9795 - - 18,0055 15,8995

c. Air banjir + gaya angkat 2,5352 2,7936 - - 21,4114 8,5185

d. Air banjir 5,1143 2,9778 - - 21,5147 13,0934

67

analisa stabilitas bendung (beta ver.)

Documents