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ANALISIS PERHITUNGAN BENDUNG

1. PERHITUNGAN STABILITASΣLh = 10.4 0.5 0.5 0.5 1 1 2 4.4

12.03 1.5 1 1 1 1 1.5 1.5

4.01

Lw= 15.50

WCR = 3.86 > dari 1,6 9 (untuk tanah jenis cadas )………….

wcr utuk krikil 2,5 < 3.86 …….

Perhit Pa AKTIF ?h1 = 1.5

h2 = 4.5

h3 = 1.8

γw= 10

γb= 17.6

F1 = 67.5

F2 = 101.25

F3 = 190.08

F4 = 28.51

Pa 387.34

Pp PASIF ?

ΣLv =

Δh (z) =

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Mpp = 1182.30

Momen Gempa

MG = 224.299

Momen Aktif 

MA = 4267.40

MP = 6161771.45

V ( vertival) = -506.04H ( horizontal ) = -2.67

Kontrol Thdp Geser

sf = 85.16 > 1,5 ………….AMAn!

Kontrol Terhadap Guling

SF = 1443.92 >1,5………..AMAN

Tinjauan terhadap Eksentrisitas

B= 31.54

e= 12183.79

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0.5

1.5 2.03

.. AMAN

OKE

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 Tabel.1 Perhitungan Gaya Angkat Pada X ( Px )

No TTK Hx ( m ) LLv ( m )

1 3.21 0

2 4.71 1.5

3 4.71 1.5

4 6.02 2.5

5 6.02 2.5

6 4.71 3.57 4.71 3.5

8 6.02 4.5

9 6.02 4.5

10 4.71 5.5

11 4.71 5.5

12 6.21 7

13 6.21 714 4.71 8.5

15 4.21 9

16 5.21 10

17 5.21 10

18 3.21 12

 

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H 0.5 0.5

V 1.5 1

22.73

No GayaBesar Gaya

(KN)

U1 16.11U2 17.45

U3 30.37

U4 25.50

U5 54.35

U6 14.68

U7 -4.46

U8 -2.88∑ Momen U

L total

 Tabel.3 Perhit Momen Akibat Gaya U

 

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No Gaya Berat (KN)

G1 18.00

G2 6.00

G3 12.00

G4 18.00

G5 198.72G6 30.00

G7 6.00

G8 99.36

G9 24.00

G10 12.00

G11 120.00

G12 117.60G13 26.40

G14 3.00

G15 24.36

∑G 715.44

 

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( m )Lw ( m ) ΔH

Lh ( m )

0 15.5 4.01

0 15.5 4.01

0.5 15.5 4.01

1 15.5 4.01

1.5 15.5 4.01

1.5 15.5 4.013 15.5 4.01

3.5 15.5 4.01

4.5 15.5 4.01

4.5 15.5 4.01

5.5 15.5 4.01

5.5 15.5 4.01

7.5 15.5 4.017.5 15.5 4.01

11.9 15.5 4.01

12.4 15.5 4.01

12.33 15.5 4.01

12.33 15.5 4.01

 

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0.5 1 1

1 1 1

Lengan Momoen

m) (KN.m)

10.15 163.549.65 168.36

8.9 270.26

7.9 201.41

6.9 375.00

3.2 46.97 3

0.75 -3.34

0.25 -0.721221.48

10.4

   plift 

 

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Perhitungan Gaya Angkat Pada X ( Px)  Jarak Terhadap Jarak Terhadap MY

  Tepi Bawah Y(m) Tepi sisi X(m) (KN.m)

2.250 11.65 40.500

1.830 11.15 10.980

2.750 10.90 33.000

2.250 10.15 40.500

5.010 9.40 995.5872.750 8.65 82.500

1.850 9.65 11.100

4.090 8.40 406.382

2.000 7.90 48.000

2.660 6.73 31.920

1.250 6.40 150.000

2.000 4.00 235.2001.660 3.20 43.824

0.800 0.75 2.400

1.515 0.25 36.905

∑M 2168.799

X= 7.28

y= 3.03 

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Tabel.

Px No TTK 

3.21 1

4.32 2

4.19 3

5.11 4

4.99 5

3.42 63.03 7

3.95 8

3.69 1 9

2.12 10

1.86 11

2.98 12

2.46 130.57 14

-1.20 15

-0.59 16

-0.57 17

-3.08 18

19

20

( KN /m²)

 

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U5

2 4.4 0.5 U6

1.5 1.5 1.5 2.03 U7

U8U9

No Gaya

U1

U2

U3

U4

U5

U6

U7U8

U9

 

Tabel.3

 

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G18

G19

G20

G21MX G22

(KN.m) G23

209.700 G24

66.900 1.5

130.800 0.5

182.700 2.5

1867.968 5.52259.500 1

57.900 2

834.624 4.4

189.600 2.03

80.760

768.000

470.40084.480

2.250 5

6.090

5211.672

 

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Perhitungan Gaya Angkat Pada X ( Px )

Hx ( m ) Lx ( m )( ΔH

Px Lv ( m ) Lh ( m )

3.21 0 0 ## 4.01 3.21

7.23 5.49 0 ## 4.01 6.83

7.23 5.49 1 ## 4.01 6.76

4.23 8.49 1.5 ## 4.01 3.50

4.23 8.49 4 ## 4.01 3.32

7.23 11.49 4 ## 4.01 6.107.23 11.49 5 ## 4.01 6.03

4.23 14.49 5 ## 4.01 2.81

4.23 14.49 8 ## 4.01 2.59

7.23 17.49 8 ## 4.01 5.38

7.23 17.49 9 ## 4.01 5.30

4.23 20.49 9 ## 4.01 2.08

4.23 20.49 12 ## 4.01 1.877.23 23.49 12 ## 4.01 4.65

7.23 23.99 13 ## 4.01 4.54

4.23 26.99 13.5 ## 4.01 1.28

4.23 26.99 14.5 ## 4.01 1.21

7.23 29.99 14.5 ## 4.01 3.99

7.23 29.99 16.5 ## 4.01 3.85

9 23 32 99 16 5 ## 4 01 5 63

( KN /m²)

 

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1.000 5.63 5.48 10 111.14

2.000 8.27 7.97 10 324.81

3.195 1.76 0.75 10 80.02

0.250 0.75 3.02 10 9.420.500 3.02 2.95 10 29.84

∑ U 706.62

Besar Gaya Lengan Momoen

(KN) ( m) (KN.m)45.94 17.74 814.89

14.56 16.99 247.34

12.48 16.24 202.67

78.41 14.74 1155.79

111.14 12.74 1415.88

324.81 9.74 3163.68

80.02 4.5 359.709.42 1.25 11.78

29.84 0.5 14.92

∑ Momen U 7386.66

Perhit Momen Akibat Gaya Uplift 

 

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6.62 24 158.83 G18 158.83

20 24 480.00 G19 480.00

5.69 24 136.62 G20 136.62

1.75 24 41.88 G21 41.880.62 24 14.94 G22 14.94

0.32 24 7.68 G23 7.68

4 24 96.00 G24 96.00

∑G 2345.24 ∑G 294.98

X=

y=

 

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REKAPITULNo

1

2

3

4

56

7

8

9

10

11

1213

14

15

16

17

18

 

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5.620 10.15 892.602 1612.084

2.490 9.98 1195.200 4790.400

4.220 4.49 576.557 613.445

3.290 5.59 137.785 234.1092.610 1.17 38.993 17.480

5.170 0.40 39.706 3.072

2.970 0.50 285.120 48.000

∑M 16240.984 34556.486

117.15

55.06

 

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SI ANALISIS STABILITAS BENDUNG

Keterangan simbol hasil perhitungan

WCR

Gaya uplift

momen akibat gaya uplift

gaya berat sendiri

titik berat konstruksi terhadap x

titik berat konstruksi terhadap y

Statis momen terhadap sisi x

Statis momen terhadap sisi y

 Tekanan aktif 

 Tekanan pasif 

Gaya gempa

momen tekanan aktif momen tekanan pasif 

momen gampa

momen aktif 

momen pasif 

safety factor penggulingan

safety factor pergeseran

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 Tekanan Lumpur

Ps gaya horisontal karena lumpur u=25-45

lamda s berat lumpur

h kedalaman lumpur

miu s koef tekanan tanahB Lebar bangunan

ps= 0

Ө

Gempa Berat Sendiri Bangunan

v a

e miu b

miu a B

h V= 0

B

He 0

Pe= 0