Koefisien Daya Dukung Tanah

Terzaghi Meyerhof Hansen

f Nc Nq Ng Nc Nq Ng Nc Nq
0 5.7 1.0 0.0 5.14 1.0 0 5.14 1.0
1 6.0 1.1 0.1 5.41 1.1 0.0 5.41 1.1
2 6.3 1.2 0.2 5.68 1.2 0.0 5.68 1.2
3 6.7 1.4 0.3 5.95 1.4 0.1 5.95 1.4
4 7.0 1.5 0.4 6.22 1.5 0.1 6.22 1.5
5 7.3 1.6 0.5 6.49 1.6 0.1 6.49 1.6
6 7.8 1.8 0.6 6.86 1.8 0.2 6.86 1.8
7 8.2 2.0 0.8 7.23 2.0 0.2 7.23 2.0
8 8.7 2.3 0.9 7.60 2.1 0.3 7.60 2.1
9 9.1 2.5 1.1 7.97 2.3 0.3 7.97 2.3
10 9.6 2.7 1.2 8.34 2.5 0.4 8.34 2.5
11 10.3 3.0 1.5 8.87 2.8 0.5 8.87 2.8
12 10.9 3.4 1.7 9.39 3.1 0.7 9.39 3.1
13 11.6 3.7 2.0 9.92 3.3 0.8 9.92 3.3
14 12.2 4.1 2.2 10.44 3.6 1.0 10.44 3.6
15 12.9 4.4 2.5 10.97 3.9 1.1 10.97 3.9
16 13.9 5.0 3.0 11.74 4.4 1.5 11.74 4.4
17 14.8 5.6 3.5 12.51 4.9 1.8 12.51 4.9
18 15.8 6.2 4.0 13.29 5.4 2.2 13.29 5.4
19 16.7 6.8 4.5 14.06 5.9 2.5 14.06 5.9
20 17.7 7.4 5.0 14.83 6.4 2.9 14.83 6.4
21 19.2 8.5 5.9 16.01 7.3 3.7 16.01 7.3
22 20.7 9.5 6.9 17.18 8.1 4.5 17.18 8.1
23 22.1 10.6 7.8 18.36 9.0 5.2 18.36 9.0
24 23.6 11.6 8.8 19.53 9.8 6.0 19.53 9.8
25 25.1 12.7 9.7 20.71 10.7 6.8 20.71 10.7
26 27.5 14.7 11.7 22.25 11.8 8 22.25 11.8
27 29.9 16.6 13.7 24.02 13.3 9.6 24.02 13.3
28 32.4 18.6 15.7 25.79 14.7 11.2 25.79 14.7
29 34.8 20.5 17.7 27.96 16.5 13.5 27.96 16.5
30 37.2 22.5 19.7 30.13 18.4 15.7 30.13 18.4
31 41.3 26.3 24.2 32.80 20.8 18.9 32.80 20.8
32 45.4 30.1 28.8 35.47 23.2 22 35.47 23.2
33 49.6 33.8 33.3 38.81 26.3 26.6 38.81 26.3
34 52.6 36.5 36.0 42.14 29.4 31.1 42.14 29.4
35 57.8 41.4 42.4 46.35 33.6 37.8 46.35 33.6
36 65.4 49.4 54.0 50.55 37.7 44.4 50.55 37.7
37 73.0 57.4 65.6 55.93 43.3 54.2 55.93 43.3
38 80.5 65.3 77.2 61.31 48.9 64 61.31 48.9
39 88.1 73.3 88.8 68.28 56.5 78.8 68.28 56.5
40 95.7 81.3 100.4 75.25 64.1 93.6 75.25 64.1
41 111.0 99.7 139.8 86.95 78.2 127.3 86.95 78.2
42 126.3 118.1 179.2 98.64 92.3 161.1 98.64 92.3
43 141.7 136.5 218.7 110.34 106.5 194.8 110.34 106.5
44 157.0 154.9 258.1 122.03 120.6 228.6 122.03 120.6
45 172.3 173.3 297.5 133.73 134.7 262.3 133.73 134.7
46 207.3 221.7 468.6 160.28 171.5 384.2 160.28 171.5
47 242.4 270.0 639.8 186.84 208.2 506.1 186.84 208.2
48 258.3 287.9 780.1 213.39 245.0 627.9 213.39 245.0
49 312.5 366.7 982.1 239.95 281.7 749.8 239.95 281.7
50 347.5 415.1 1153.2 266.50 318.5 871.7 266.50 318.5
ah

Hansen Vesic
Ng Nc Nq Ng
0 5.14 1.0 0
0.0 5.41 1.1 0.1
0.0 5.68 1.2 0.2
0.1 5.95 1.4 0.2
0.1 6.22 1.5 0.3
0.1 6.49 1.6 0.4
0.2 6.86 1.8 0.6
0.2 7.23 2.0 0.7
0.3 7.60 2.1 0.9
0.3 7.97 2.3 1.0
0.4 8.34 2.5 1.2
0.6 8.87 2.8 1.5
0.7 9.39 3.1 1.8
0.9 9.92 3.3 2.0
1.0 10.44 3.6 2.3
1.2 10.97 3.9 2.6
1.5 11.74 4.4 3.2
1.9 12.51 4.9 3.7
2.2 13.29 5.4 4.3
2.6 14.06 5.9 4.8
2.9 14.83 6.4 5.4
3.7 16.01 7.3 6.5
4.5 17.18 8.1 7.6
5.2 18.36 9.0 8.7
6.0 19.53 9.8 9.8
6.8 20.71 10.7 10.9
7.9 22.25 11.8 12.5
9.4 24.02 13.3 14.6
10.9 25.79 14.7 16.7
13.0 27.96 16.5 19.5
15.1 30.13 18.4 22.4
18.0 32.80 20.8 26.3
20.8 35.47 23.2 30.2
24.8 38.81 26.3 35.6
28.7 42.14 29.4 41
34.4 46.35 33.6 48.6
40 50.55 37.7 56.2
48.1 55.93 43.3 67.1
56.1 61.31 48.9 77.9
67.8 68.28 56.5 93.6
79.4 75.25 64.1 109.3
103.6 86.95 78.2 141.7
127.8 98.64 92.3 174.1
152.1 110.34 106.5 206.5
176.3 122.03 120.6 238.9
200.5 133.73 134.7 271.3
273.9 160.28 171.5 369.3
347.3 186.84 208.2 467.3
420.6 213.39 245.0 565.3
494.0 239.95 281.7 663.3
567.4 266.50 318.5 761.3
ANALISIS STABILITAS PELIMPAH

i j k

g 1
II h

e III IV V
VI f
A
a b c d

Data:
- Berat jenis air (ga) = 1 t/m3
- Berat jenis beton (gb) = 2.4 t/m3
- Berat jenis tanah dasar (gtd) = 1.69 t/m3
- Berat jenis pasangan batu (gb) = 2.2 t/m3
- Kohesi tanah dasar ( c ) = 1.4 t/m2
- Sudut geser tanah dasar (f) = 28.1 O

- Ketinggian muka air = 0 m

- Kedalaman pondasi bendung = 4 m

Dimensi Struktur Bendung:

-a = 2 m
-b = 2 m
-c = 3 m
-d = 7 m
-e = 2 m
-f = 2 m
-g = 9.5 m
-h = 11.5 m
-i = 1.9 m
-j = 1 m
-k = 11.5 m
- Lebar total dasar pelimpah (B) = 14 m

Analisis:
- Koefisien tekanan aktif tanah (Ka):

φ
Ka = tan 2 ( 45− )
2
= 0.360
- Koefisien tekanan pasif tanah (Kp):

Kp =
1
Ka
Kp = 2.781

- Tekanan aktif tanah sebelah kiri (Pa):

1
Pa =
2
. γ t . h 2 . Ka−2. c . h √ Ka
Pa = 4.86 ton

- Tekanan pasif tanah sebelah kanan (Pp):

1
Pp =
2
. γ t . h 2 . Kp+2 . c . h √ Kp
Pp = 9.40 ton

- Tekanan hidrostatik akibat muka air (Pw):

1
Pw =
2
. γ a . h2
Pw = 0 ton

Selanjutnya perhitungan stabilitas bangunan pelimpah ini akan dilakukan dengan sistem table seperti berikut ini:

Gaya (ton) Lengan momen Momen

Section Luas
Vi Hi r o Mr Mo
1. Berat Sendiri
I 9.03 31.48 - 13.26 - 417.46 -
II 66.13 165.28 - 6.76 - 1117.57 -
III 4.00 20.92 - 13.39 - 280.12 -
IV 16.00 41.20 - 5.15 - 212.18 -
V 2.00 7.80 - 3.23 - 25.21 -
VI 14.00 44.00 - 3.50 - 154.00 -
2. Tekanan Tanah
- Pa - 4.86 - 1.33 - 6.48
- Pp - 9.40 - 0.67 6.27 -
2. Tekanan Hidrostatik
Pw - 0.00 - 7.17 - 0.00
3. Gaya Uplift
III -4.00 -4.00 - - 13.39 - 53.56
IV -16.00 -16.00 - - 5.15 - 82.40
V -2.00 -2.00 - - 3.23 - 6.47
VI -14.00 -14.00 - - 3.50 - 49.00
SV = 274.67 14.26 SM = 2212.81 197.91

- Koordinat absis titik pusat bangunan:

x = 8.06 m
 y = 7.34 m

- Tekanan akibat beban gempa

K = 0.000
Pg = 0.000 ton

- Momen guling total dengan adanya beban gempa (MO):

MO = 197.91

- Stabilitas terhadap Guling (FSO):

MR
FSO =
MO
FSO = 11.18 > 1.5 … OK!

- Stabilitas terhadap Geser (FSs):

tg δ . ΣV +c . B
FSS =
∑H
FSS = 11.66 > 1.5 … OK!

- Eksentrisitas (e)
M R− M O B
e = −
∑V 2

= 0.34 m ?
B
6
e = 0.34 m < 2.33 m … OK!

- Tegangan kontak yang terjadi pada dasar bangunan (q):

∑V 2. V
q1,2 =
B×L ( 1±
6.e
B ) atau
L. x

q1 = 22.44 t/m2
q2 = 11.34 t/m2

- Daya dukung tanah:

c = 1.4 t/m2
f = 28.1 O

Bearing Capacity Factor :

- Terzaghi
Nc = 32.360 Sc = 1.000 dc = -
Nq = 18.580 Sq = - dq = -
 Ng = 15.700 Sg = 1.000 dg = -

Ultimate Bearing Capacity (qult) = c.Nc.Sc + g.Df.Nq + 0.5.

= 356.64 t/m2

- Meyerhof
Nc = 25.790 Sc = 8.786 dc = 1.095
Nq = 14.700 Sq = 4.893 dq = 1.048
Ng = 11.200 Sg = 4.893 dg = 1.048

Ultimate Bearing Capacity (qult) = c.Nc.Sc.dc + g.Df.Nq.dq + 0.5.

= 1536.08 t/m2

- Hansen
Nc = 25.790 Sc = 8.980 dc = 1.400
Nq = 14.700 Sq = 8.475 dq = 1.565
Ng = 10.900 Sg = -4.600 dg = 1.000

Ultimate Bearing Capacity (qult) = c.Nc.Sc.dc.ic + g.Df.Nq.dq.iq + 0.5

= 1178.74 t/m2

- Vesic
Nc = 25.790 Sc = 8.980 dc = 1.400
Nq = 14.700 Sq = 8.475 dq = 1.565
Ng = 16.700 Sg = -4.600 dg = 1.000

Ultimate Bearing Capacity (qult) = c.Nc.Sc.dc.ic + g.Df.Nq.dq.iq + 0.5

= 863.11 t/m2

Recommendeted Bearing Capacity

Ultimate Bearing Capacity Rekomendasi = 983.64

Safety Factor (SF) = 3

Allowable Bearing Capacity Rekomendasi = 327.88 t/m2

Stabilitas daya dukung tanah terhadap tegangan yang terjadi pada dasar bangunan bendung:

qall ? q1,2 (max)

327.88 > 22.44 … OK!

erti berikut ini:
Faktor reduksi gempa = 0%
Koefisien zona gempa = 0.278
Koefisien gempa pakai = 0
Kondisi pembebanan (EC,MAN,MAB) = c
Reduksi kondisi pembebanan = 0.5

Sudut gaya vertikal (j)

Bentuk dasar pelimpah(strip, square, round) :

Bearing Capacity Factors

Terzaghi Meyerhoff Hansen
Nc 32.36 25.79 25.79
 Nq 18.58 14.70 14.70
Ng 15.70 11.20 10.90
+ g.Df.Nq + 0.5.g.B.Ng.Sg Sc 1.00 8.79 8.98
Sq - 4.89 8.48
Sg 1.00 4.89 -4.60
dc - 1.10 1.40
ic = 1.000 dq - 1.05 1.56
iq = 1.000 dg - 1.05 1.00
ig = 1.000 ic - 1.00 1.00
iq 1.00 1.00
dc + g.Df.Nq.dq + 0.5.g.B.Ng.Sg.dg ig 1.00 1.00

ic = 1.000
iq = 1.000
ig = 1.000

dc.ic + g.Df.Nq.dq.iq + 0.5.g.B.Ng.Sg.dg.ig

ic = 1.000
iq = 1.000
ig = 1.000

dc.ic + g.Df.Nq.dq.iq + 0.5.g.B.Ng.Sg.dg.ig

nan bendung:
 = 0
are, round) : s

Factors
Vesic
25.79
14.70
16.70
8.98
8.48
-4.60
1.40
1.56
1.00
1.00
1.00
1.00
ANALISIS STABILITAS PELIMPAH

i j k

g 1
II h

e III IV V
VI f
A
a b c d

Data:
- Berat jenis air (ga) = 1 t/m3
- Berat jenis beton (gb) = 2.4 t/m3
- Berat jenis tanah dasar (gtd) = 1.69 t/m3
- Berat jenis pasangan batu (gb) = 2.2 t/m3
- Kohesi tanah dasar ( c ) = 1.4 t/m2
- Sudut geser tanah dasar (f) = 28.1 O

- Ketinggian muka air = 11 m

- Kedalaman pondasi bendung = 4 m

Dimensi Struktur Bendung:

-a = 2 m
-b = 2 m
-c = 3 m
-d = 7 m
-e = 2 m
-f = 2 m
-g = 9.5 m
-h = 11.5 m
-i = 1.9 m
-j = 1 m
-k = 11.5 m
- Lebar total dasar pelimpah (B) = 14 m

Analisis:
- Koefisien tekanan aktif tanah (Ka):

φ
Ka = tan 2 ( 45− )
2
= 0.360

- Koefisien tekanan pasif tanah (Kp):

Kp =
1
Ka
 1
Ka
Kp = 2.781

- Tekanan aktif tanah sebelah kiri (Pa):

1
Pa =
2
. γ t . h 2 . Ka−2. c . h √ Ka
Pa = 4.86 ton

- Tekanan pasif tanah sebelah kanan (Pp):

1
Pp =
2
. γ t . h 2 . Kp+2 . c . h √ Kp
Pp = 9.40 ton

- Tekanan hidrostatik akibat muka air (Pw):

1
Pw =
2
. γ a . h2
Pw = 84.5 ton

Selanjutnya perhitungan stabilitas bangunan pelimpah ini akan dilakukan dengan sistem table seperti berikut ini:

Gaya (ton) Lengan momen Momen

Section Luas
Vi Hi r o Mr Mo
1. Berat Sendiri
I 9.03 31.48 - 13.26 - 417.46 -
II 66.13 165.28 - 6.76 - 1117.57 -
III 4.00 20.92 - 13.39 - 280.12 -
IV 16.00 41.20 - 5.15 - 212.18 -
V 2.00 7.80 - 3.23 - 25.21 -
VI 14.00 44.00 - 3.50 - 154.00 -
2. Tekanan Tanah
- Pa - 4.86 - 1.33 - 6.48
- Pp - -9.40 - 0.67 6.27 -
2. Tekanan Hidrostatik
Pw - 84.50 - 7.17 - 605.58
3. Gaya Uplift
III -4.00 -4.00 - - 13.39 - 53.56
IV -16.00 -16.00 - - 5.15 - 82.40
V -2.00 -2.00 - - 3.23 - 6.47
VI -14.00 -14.00 - - 3.50 - 49.00
SV = 274.67 79.96 SM = 2212.81 803.49

- Koordinat absis titik pusat bangunan:

x = 8.06 m
y = 5.13 m

- Tekanan akibat beban gempa

K = 0.222
Pg = 61.087 ton

- Momen guling total dengan adanya beban gempa (MO):

 MO = 1116.92

- Stabilitas terhadap Guling (FSO):

MR
FSO =
MO
FSO = 1.98 > 1.2 … OK!

- Stabilitas terhadap Geser (FSs):

tg δ . ΣV +c . B
FSS =
∑H
FSS = 1.25 > 1.2 … OK!

- Eksentrisitas (e)
M R− M O B
e = −
∑V 2

= 3.01 m ?
B
6
e = 3.01 m > 2.33 m … NOT OK

- Tegangan kontak yang terjadi pada dasar bangunan (q):

∑V 2. V
q1,2 =
B×L ( 1±
6.e
B ) atau
L. x

q1 = 45.90 t/m2
q2 = 0.00 t/m2

- Daya dukung tanah:

c = 1.4 t/m2
f = 28.1 O

Bearing Capacity Factor :

- Terzaghi
Nc = 32.360 Sc = 1.000 dc =
Nq = 18.580 Sq = - dq =
Ng = 15.700 Sg = 1.000 dg =

Ultimate Bearing Capacity (qult) = c.Nc.Sc +

= 356.64

- Meyerhof
Nc = 25.790 Sc = 8.786 dc =
Nq = 14.700 Sq = 4.893 dq =
Ng = 11.200 Sg = 4.893 dg =

Ultimate Bearing Capacity (qult) = c.Nc.Sc.dc +

 = 1536.08

- Hansen
Nc = 25.790 Sc = 8.980 dc =
Nq = 14.700 Sq = 8.475 dq =
Ng = 10.900 Sg = -4.600 dg =

Ultimate Bearing Capacity (qult) = c.Nc.Sc.dc.ic +

= 1178.74

- Vesic
Nc = 25.790 Sc = 8.980 dc =
Nq = 14.700 Sq = 8.475 dq =
Ng = 16.700 Sg = -4.600 dg =

Ultimate Bearing Capacity (qult) = c.Nc.Sc.dc.ic +

= 863.11

Recommendeted Bearing Capacity

Ultimate Bearing Capacity Rekomendasi = 983.64

Safety Factor (SF) = 3

Allowable Bearing Capacity Rekomendasi = 327.88

Stabilitas daya dukung tanah terhadap tegangan yang terjadi pada dasar bangunan bendung:

qall ? q1,2 (max)

327.88 > 45.90 … OK!

m table seperti berikut ini:

Faktor reduksi gempa = 80%

Koefisien zona gempa = 0.278
Koefisien gempa pakai = 0.2224
Kondisi pembebanan (EC,MAN,MAB) = n
Reduksi kondisi pembebanan = 1
… NOT OK

Sudut gaya vertikal (j)

Bentuk dasar pelimpah(strip, square,

Bearing Capacity Factors

- Terzaghi Meyerhoff
- Nc 32.36 25.79
- Nq 18.58 14.70
Ng 15.70 11.20
c.Nc.Sc + g.Df.Nq + 0.5.g.B.Ng.Sg Sc 1.00 8.79
t/m2 Sq - 4.89
Sg 1.00 4.89
dc - 1.10
1.095 ic = 1.000 dq - 1.05
1.048 iq = 1.000 dg - 1.05
1.048 ig = 1.000 ic - 1.00
iq 1.00
c.Nc.Sc.dc + g.Df.Nq.dq + 0.5.g.B.Ng.Sg.dg ig 1.00
 t/m2

1.400 ic = 1.000
1.565 iq = 1.000
1.000 ig = 1.000

c.Nc.Sc.dc.ic + g.Df.Nq.dq.iq + 0.5.g.B.Ng.Sg.dg.ig

t/m2

1.400 ic = 1.000
1.565 iq = 1.000
1.000 ig = 1.000

c.Nc.Sc.dc.ic + g.Df.Nq.dq.iq + 0.5.g.B.Ng.Sg.dg.ig

t/m2

t/m2

asar bangunan bendung:

 = 0
ah(strip, square, round) : s

g Capacity Factors
Hansen Vesic
25.79 25.79
14.70 14.70
10.90 16.70
8.98 8.98
8.48 8.48
-4.60 -4.60
1.40 1.40
1.56 1.56
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
ANALISIS STABILITAS PELIMPAH

i j k

g 1
II h

e III IV V
VI f
A
a b c d

Data:
- Berat jenis air (ga) = 1 t/m3
- Berat jenis beton (gb) = 2.4 t/m3
- Berat jenis tanah dasar (gtd) = 1.69 t/m3
- Berat jenis pasangan batu (gb) = 2.2 t/m3
- Kohesi tanah dasar ( c ) = 1.4 t/m2
- Sudut geser tanah dasar (f) = 28.1 O

- Ketinggian muka air = 13 m

- Kedalaman pondasi bendung = 4 m

Dimensi Struktur Bendung:

-a = 2 m
-b = 2 m
-c = 3 m
-d = 7 m
-e = 2 m
-f = 2 m
-g = 9.5 m
-h = 11.5 m
-i = 1.9 m
-j = 1 m
-k = 11.5 m
- Lebar total dasar pelimpah (B) = 14 m

Analisis:
- Koefisien tekanan aktif tanah (Ka):

φ
Ka = tan 2 ( 45− )
2
= 0.360

- Koefisien tekanan pasif tanah (Kp):

1
Ka
 Kp =
1
Ka
Kp = 2.781

- Tekanan aktif tanah sebelah kiri (Pa):

1
Pa =
2
. γ t . h 2 . Ka−2. c . h √ Ka
Pa = 4.86 ton

- Tekanan pasif tanah sebelah kanan (Pp):

1
Pp =
2
. γ t . h 2 . Kp+2 . c . h √ Kp
Pp = 9.40 ton

- Tekanan hidrostatik akibat muka air (Pw):

1
Pw =
2
. γ a . h2
Pw = 84.5 ton

Selanjutnya perhitungan stabilitas bangunan pelimpah ini akan dilakukan dengan sistem table seperti berikut ini:

Gaya (ton) Lengan momen Momen

Section Luas
Vi Hi r o Mr Mo
1. Berat Sendiri
I 9.03 31.48 - 13.26 - 417.46 -
II 66.13 165.28 - 6.76 - 1117.57 -
III 4.00 20.92 - 13.39 - 280.12 -
IV 16.00 41.20 - 5.15 - 212.18 -
V 2.00 7.80 - 3.23 - 25.21 -
VI 14.00 44.00 - 3.50 - 154.00 -
2. Tekanan Tanah
- Pa - 4.86 - 1.33 - 6.48
- Pp - 9.40 - 0.67 6.27 -
2. Tekanan Hidrostatik
Pw - 84.50 - 7.17 - 605.58
3. Gaya Uplift
III -4.00 -4.00 - - 13.39 - 53.56
IV -16.00 -16.00 - - 5.15 - 82.40
V -2.00 -2.00 - - 3.23 - 6.47
VI -14.00 -14.00 - - 3.50 - 49.00
SV = 274.67 98.76 SM = 2212.81 803.49

- Koordinat absis titik pusat bangunan:

x = 8.06 m
y = 5.13 m

- Tekanan akibat beban gempa

K = 0.139
Pg = 38.180 ton
- Momen guling total dengan adanya beban gempa (MO):

MO = 999.39

- Stabilitas terhadap Guling (FSO):

MR
FSO =
MO
FSO = 2.21 > 1.2 … OK!

- Stabilitas terhadap Geser (FSs):

tg δ . ΣV +c . B
FSS =
∑H
FSS = 1.21 > 1.2 … OK!

- Eksentrisitas (e)
M R− M O B
e = −
∑V 2

= 2.58 m ?
B
6
e = 2.58 m > 2.33 m … NOT OK

- Tegangan kontak yang terjadi pada dasar bangunan (q):

∑V 2. V
q1,2 =
B×L ( 1±
B )
6.e atau
L. x

q1 = 41.45 t/m2
q2 = 0.00 t/m2

- Daya dukung tanah:

c = 1.4 t/m2
f = 28.1 O

Bearing Capacity Factor :

- Terzaghi
Nc = 32.360 Sc = 1.000 dc = -
Nq = 18.580 Sq = - dq = -
Ng = 15.700 Sg = 1.000 dg = -

Ultimate Bearing Capacity (qult) = c.Nc.Sc + g.Df.Nq + 0.5.

= 356.64 t/m2

- Meyerhof
Nc = 25.790 Sc = 8.786 dc = 1.095
Nq = 14.700 Sq = 4.893 dq = 1.048
 Ng = 11.200 Sg = 4.893 dg = 1.048

Ultimate Bearing Capacity (qult) = c.Nc.Sc.dc + g.Df.Nq.dq + 0.5.

= 1536.08 t/m2

- Hansen
Nc = 25.790 Sc = 8.980 dc = 1.400
Nq = 14.700 Sq = 8.475 dq = 1.565
Ng = 10.900 Sg = -4.600 dg = 1.000

Ultimate Bearing Capacity (qult) = c.Nc.Sc.dc.ic + g.Df.Nq.dq.iq + 0.5

= 1178.74 t/m2

- Vesic
Nc = 25.790 Sc = 8.980 dc = 1.400
Nq = 14.700 Sq = 8.475 dq = 1.565
Ng = 16.700 Sg = -4.600 dg = 1.000

Ultimate Bearing Capacity (qult) = c.Nc.Sc.dc.ic + g.Df.Nq.dq.iq + 0.5

= 863.11 t/m2

Recommendeted Bearing Capacity

Ultimate Bearing Capacity Rekomendasi = 983.64

Safety Factor (SF) = 3

Allowable Bearing Capacity Rekomendasi = 327.88 t/m2

Stabilitas daya dukung tanah terhadap tegangan yang terjadi pada dasar bangunan bendung:

qall ? q1,2 (max)

327.88 > 41.45 … OK!

rti berikut ini:

Faktor reduksi gempa = 100%

Koefisien zona gempa = 0.278
Koefisien gempa pakai = 0.278
Kondisi pembebanan (EC,MAN,MAB) = b
 Reduksi kondisi pembebanan = 0.5

Sudut gaya vertikal (j)

Bentuk dasar pelimpah(strip, square, round) :

Bearing Capacity Factors

Terzaghi Meyerhoff Hansen
Nc 32.36 25.79 25.79
Nq 18.58 14.70 14.70
Ng 15.70 11.20 10.90
+ g.Df.Nq + 0.5.g.B.Ng.Sg Sc 1.00 8.79 8.98
Sq - 4.89 8.48
Sg 1.00 4.89 -4.60
dc - 1.10 1.40
ic = 1.000 dq - 1.05 1.56
iq = 1.000 dg - 1.05 1.00
 ig = 1.000 ic - 1.00 1.00
iq 1.00 1.00
c + g.Df.Nq.dq + 0.5.g.B.Ng.Sg.dg ig 1.00 1.00

ic = 1.000
iq = 1.000
ig = 1.000

c.ic + g.Df.Nq.dq.iq + 0.5.g.B.Ng.Sg.dg.ig

ic = 1.000
iq = 1.000
ig = 1.000

c.ic + g.Df.Nq.dq.iq + 0.5.g.B.Ng.Sg.dg.ig

nan bendung:
 = 0
are, round) : s

Factors
Vesic
25.79
14.70
16.70
8.98
8.48
-4.60
1.40
1.56
1.00
1.00
1.00
1.00