tugas rencana bendung

Supplement-Report No.2

DAFTAR ISI Nota Desain BendungHalaman A. Bangunan Utama Bendung A.1 Perencanaan Hidrolis 1 Debit Banjir Rencana dan Muka Air Sungai 2 Data Bendung 3 Lebar Efektif Bendung 4 Elevasi Dinding Bendung 5 Kontrol terhadap Q1000 6 Kolam Olak Tipe MDO 7 Kontrol terhadap Q2 8 Kurva Pengempangan A.2 Perencanaan Struktur 2.1 Syarat Keamanan ( KP-06) a. Keamanan terhadap Daya dukung tanah b. Keamanan terhadap Guling c. Keamanan terhadap Geser 2.2 Keamanan Terhadap Rembesan a. Kondisi Normal b. Kondisi Banjir Rencana 1 1 1 1 2 2 3 3 4 5 5 5 5 5 6 6 7

B. Bangunan Pengambilan dan Kantong Lumpur B.1 Bangunan Pengambilan B.2 Kantong Lumpur C Dinding Pangkal Bendung D Tanggul Penutup & Tanggul Banjir 19 19 23 47

Review-Design Karaopa

Perencanaan Elevasi Mercu Bendung1 Elevasi sawah yang akan diairi 2 Kedalaman air di sawah 3 Kehilangan tinggi energi di saluran dan boks tersier 4 Kehilangan tinggi energi di bangunan sadap tersier 5 Variasi muka air untuk eksploitasi di jaringan primer 6 Panjang dan kemiringan saluran primer 7 Kehilangan tinggi energi pada bangunan ukur di jaringan primer Elevasi muka air yang diperlukan (eksploitasi normal) Kehilangan tinggi energi di pintu pengambilan saluran Panjang dan kemiringan kantong lumpur Kehilangan tinggi di pintu pengambilan utama Tinggi cadangan untuk mercu ELEVASI RENCANA MERCU BENDUNG +

+

+ +

6.00 0.15 0.15 0.20 0.20 0.14 0.45 7.29 0.15 0.06 0.15 0.15 7.80 96.50

DISIMP Gorontalo

A. Bangunan Utama BendungA.1 Perencanaan Hidrolis1 Debit Banjir Rencana dan Muka Air Sungai Q1000 Q100 Q25 Q5 Q2 2

= = = = =

150 104 78 50 32

m3/detik , m /detik ,3 3 3 3

H= H= H= H= H=

4.08 3.32 2.82 2.18 1.68

m m m m m

+ 96.08 m + 95.32 m + 94.82 m + 94.18 m + 93.68 m

m /detik , m /detik , m /detik ,

Data Bendung Elevasi mercu Tinggi bendung Elevasi lantai apron Lebar bendung ( Bt ) Lebar total pilar ( Bp ) Lebar total mercu ( B ) = = = = = = 96.50 3.00 93.50 15.00 1 Bt m m m m x -

0.80 Bp

= =

0.80 14.20

m m

3

Lebar Efektif Bendung Be n Kp Ka H1 H2 = B - 2 ( n Kp + Ka ) H1 : jumlah pilar : koef. Konstraksi pilar : koef. Konstraksi pangkal bendung : tinggi energi hulu, m : tinggi energi hilir = 95.32 96.50 = = = -1.18 1.148 13.39 m (coba-coba-1) (coba-coba-2) (2) (H1 awal dari harga coba-coba Cd dan Be) (1) (2) ---> f = 0.98 H1 = 0.000 m < 0.005 (kontrol H1 hitung) (H1 hitung dari harga hitung Cd dan Be) ( Tabel Koef. Debit, KP.02 halaman 46 ) = = = 1 0.01 0.15 (1) (ujung pilar bulat) (tembok hulu miring)

Taksiran :

Koef. debit ( Cd ) Be

m

Q H1 Be H1

1,5 = 1,71 f .Cd . Be. H1

= =

2.53 2.53 -0.47

m m

13.39 m

= H2/H1 =

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DISIMP Gorontalo Tabel Koefisien Debit ( Cd ) H1/r 0.50 1.00 2.00 3.00 4.00 5.00 r p = = Co 1.05 1.17 1.33 1.41 1.46 1.47 2.00 1.50 p/H1 0.00 0.25 0.50 0.75 1.00 1.50 m ----> C1 1 0.65 0.86 0.93 0.95 0.97 0.99 1.030 1.012 1.004 0.998 0.993 1.27 0.59 1.00 C2 0.67 1.025 1.017 1.010 1.006 1.000 --->Co = --->C1 = --->C2 = 0.001 H2/H1 0.333 1.008 1.005 1.004 1.002 1.000 1.21 0.94 1.01 < 0.001 (kontrol Cd hitung) 0.1 0.2 0.3 0.4 0.5 0.6 1 0.99 0.98 0.97 0.95 0.92 f

H1/r = p/H1 = m ----> Kemiringan mercu = = = 1.147 7.77 ~

Cd = Co.C1.C2 Debit per satuan lebar 4 Elevasi Dinding Bendung Ho Vo H1 = = 2.35

Cd =

m3/detik/meter

m ~ tinggi muka air di atas mercu 1.80 2.52 m/detik ~ H1 2.35 W = = 0.015 98.85 m < 0.005 meter = =

Q / (Btx( p+Ho)) =

= Ho + Vo2 /2g

Muka air banjir hulu Elevasi Dinding Bendung Muka air banjir hilir Elevasi Dinding Bendung

96.50 +

W 5 Kontrol terhadap Q1000 H1 = 3.23 m : Ho Vo H1 = = 2.98 2.23 3.23

= 100.50 meter = 1.65 meter > 1.50 = 95.32 meter = 96.32 meter = 1.00 meter > 1.00

m m/detik m = = 1.02 0.24 meter meter

Hulu Hilir

: :

= MAB1000 = MAB1000 =

99.48 m ---> w 96.08 m ---> w

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DISIMP Gorontalo 6 Kolam Olak Tipe MDO Muka air banjir hilir Degradasi q z = = 7.77 4.53 = = 95.32 m 1.00 m 94.32 m m3/detik/meter m = 0.26 ----> D2 = = = = = = = = = 3.32 m

q / ( g z3 )0.5

Grafik : D/D2 D Elevasi minimum dasar kolam Ds : L/Ds L : a/D amin

1.30 4.32 m 90.00 ----> 6.50 1.30 8.45 0.20 0.86 ----> m ---->

90.00 m

Grafik

9.00

m

Grafik

1.00

m

Grafik Stilling Basin Gigi Ompong Tipe MDO3.00

40 a 50 m Z m.a Ds

2.00 q gz 3

L/Ds a/D

D2 2a a

L

1.00 0.80 0.60 0.40 0.20 0 0 1.00

D/D2

Bp

Riprap

Bn

Endsill Bergigi Ompong

2.00 L / Ds , D/ D2 dan a / D

3.00

HIDROLIKA - DPMA

7

Kontrol terhadap Q2 Q q z = = = 32 2.39 4.97 m3/detik , m3/detik/meter m = 0.07 ----> D2 = = = = = = = = = 1.68 m Grafik : D/D2 D Elevasi dasar kolam Ds Grafik : L/Ds L Grafik : a/D a 1.50 2.51 m 93.99 > 2.51 m 1.40 3.52 < 0.20 0.50 1 h/a < 1 H Q1000 Q100 Q25 Q5 Q2 = = = = = 150 104 78 50 32 4.08 3.32 2.82 2.18 1.68 = : : h ( 1 - x / L)2 L = 2h / i L = (a+h)/i h 2.98 2.35 3.03 2.49 2.07 a 4.08 3.32 2.82 2.18 1.68 L 4,709 3,782 4,040 3,319 2,765 x 2700 2700 2700 2700 2700 z 0.54 0.19 0.33 0.09 0.00 EL.X Tanggul Jagaan a

102.18 101.00 -1.18 101.07 101.00 -0.07 100.70 101.00 99.81 99.23 101.00 101.00 0.30 1.19 1.77

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DISIMP Gorontalo

B. Intake dan Kantong LumpurB.1 Areal: 375 Ha

1 Intake KiriQn Qd = = 375 120% x x 1.98 0.741 = = = = = 741 0.89 96.50 0.15 96.35 L/detik m3/detik m m m = 1.05 + 96.35 + 95.2596.25 0.95

Elevasi mercu bendung z Elevasi muka air hulu intake zpintu

m 1.00 b

pintu intake : m/detik

= 0.10 m v = 0.75 (2g.z)0.5 Elevasi muka air hilir intake = 96.25 m Elevasi ambang intake = 95.25 m Tinggi bukaan ( a ) = 96.25 95.25 0.05 Tinggi pintu ( H ) = 96.35 95.25 = 1.20 Lebar pintu = Qd / v /a = 0.89 1 x 1.00 = 1.00 Elevasi Dinding = 100.50 m H' = 6.15

= m m m m

0.95

m

0.70

2 Kantong Lumpur KiriKadar lumpur diandaikan Periode pengurasan Volume lumpur = Dimensi Saluran L .B L B L/B Vn hn m b A p R k In = = = = = = = = = = = = = = Qn / w 185 m2 160 m 1.95 m 82 >8 0.40 m/detik 0.95 m 1 B - m . hn ( b + m.hn ) hn b + 2.hn ( 1+m2)0.5 A/p 45 ( Qn / k / A / R0.667 )2 L = panjang kantong lumpur,m B = lebar rata-rata,m Qn = debit normal, m3/detik w = kecepatan endap partikel = = = x 0.05% 7 hari 24x3600 x

0.05%

7

x

0.741 =

224

m3

0

m/detik

= = = = =

1.00 1.85 3.69 0.50 0.00020

m m2 m m

Saluran Penguras Vs hs As p R k Is Fr = = = = = = = = 1.75 m/detik Qd / b / Vs b . hs b + 2.hs As / p

= = = = = =

0.51 0.51 2.02 0.25 0.012 0.78

m m2 m m

40 ( Qd / k / As / R0.667 )2 Vs / ( g . hs )0.5

= = = = = + 92.82 93.32 1.00 0.51 92.82 0.10 H' m m m m ~ = =

92.80 m 2.55 m 4.42

= 100.00 m = 0.80 x 0 = 0.00 = 0.00 + 1.00 = 1.00 = 1 = 40 = 1.5 = 0.59 m2 = 0.42 m --> A = 0.60 = 92.80 + 2/3 hf - h = b + 2.h ( 1+m2)0.5 = 2.19 = A/p = 0.27 = ( Qd / k / A / R0.667 )2 = 0.0080 = = = 92.72 91.92 92.34 + 0.80 0.42 h/3 = = =

m m

0k = 92.72 m

91.92 > 92.34 m 92.20 m

93.00 ?

b

Pintu Pengambilan KiriEL. Muka air hulu L . In zpintu EL. Muka air hilir bangunan ( Hulu Saluran Induk ) d EL. Ambang Pintu h b bpintu H Elevasi Dinding = 96.32 m H' = 96.25 = = = = = = = = = 96.22 m 0.15 96.07 0.19 95.46 0.68 0.95 1 0.81 1.76 m ----> v = m m m m m x 1.00 = ~ 1.00 m m 1.37 m/det

1.00

m

c

Alat Ukur b Q =

:

Ambang Lebar

1.00 m Cd Cv 1.71 b H11.5 =

Cd Cv L m h 0.50 0.39 0.07

= = =

0.93 + 0.1 H1 / L = 1.1 1.00 m > 1.75 H1

0.98

Elevasi Ambang Q 100% 70% 50% 0.741 0.518 0.370

=

95.66H1 0.54 0.43 0.34

Elevasi Muka Air Hulu 96.20 96.09 96.00 Hilir-max

H2 0.38 0.27 0.27

H2/H1< 0.79 0.69 0.62 0.78

96.0395.92 95.92

DISIMP Gorontalo

2

Struktur

2.1 Syarat Keamanan ( KP-06)a. Keamanan terhadap Daya dukung tanah N-SPT = 50 qu = N/8 = qa = qu/3 = No 1 2 3 4 5

6.25 kg/cm2 20.83 ton/m2 qa ( t/m2) 20.83 25.00 25.00 31.25 27.08

Kondisi Pembebanan

Kenaikan Tegangan Izin Normal 0% Normal + Gempa 20% Banjir Rencana 20% Banjir Rencana + Gempa 50% Banjir Rencana + Beban Sementara 30% ( Periode pelaksanaan )

b.

Keamanan terhadap Guling No 1 2 3 4 5 Kondisi Pembebanan Normal Normal + Gempa Banjir Rencana Banjir Rencana + Gempa Banjir Rencana + Beban Sementara ( Periode pelaksanaan ) Fg = Mt / Mg 1.5 1.3 1.3 1.1 1.2 Eksentrisitas 0% L/6 20% L/5 20% L/5 50% L/4 30% L/4,6

c.

Keamanan terhadap Geser No 1 2 3 4 5 Kondisi Pembebanan Normal Normal + Gempa Banjir Rencana Banjir Rencana + Gempa Banjir Rencana + Beban Sementara ( Periode pelaksanaan ) Fs = fxV / H 1.5 1.3 1.3 1.1 1.2

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DISIMP Gorontalo

2.2. Keamanan Terhadap Rembesana. Kondisi Normal Muka air hulu Muka air hilirHw = = = 96.50 m 91.00 m

5.50 m Jalur V (m)

Dinding halang : jarak = 3.00 m kedalaman = 1.10 m Cw = 6.63 Losses h=lw/Cw (m) Tekanan H-h (m)

Titik Koordinat x y (m) (m)

H (m)

H/3 (m)

lw (m)

H (m)

a b c d e f g h i j k L L1 m n o p

0.00 0.00 0.00 2.00 3.00 4.75 4.75 4.75 6.75 8.25

93.50 a-b 92.50 b-c 90.50 c-d 90.50 d-e 91.50 e-f 91.50 f-g 91.50 g-h 91.50 h-i 89.50 i-j 89.50 j-k 2.05 0.00 0.00 0.60 1.55 2.50 2.50 0.00 5.00 1.00 1.00 4.50 0.83 0.00 1.50 0.50 2.00 2.00 0.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 0.58 1.00 1.00 0.33 0.00 2.00 0.67 2.00 11.00 15.00 5.00

0 16.00 18.00 18.67 20.00 20.58 20.58 20.58 23.25 23.75 26.63 k-l 0.83 27.47 l-L1 0.00 27.47 L1-m 1.67 29.73 m-n 0.33 31.62 n-o 0.33 31.95 o-p 36.45 24.70 35.25 59.95

0.00 2.41 2.72 2.82 3.02 3.11 3.11 3.11 3.51 3.58 4.02 4.14 4.14 4.49 4.77 4.82 5.50

3.00 4.00 6.00 6.00 5.00 5.00 5.00 5.00 7.00 7.00 9.05 9.05 9.05 8.45 10.00 10.00 5.50

3.00 1.59 3.28 3.18 1.98 1.89 1.89 1.89 3.49 3.42 5.03 4.91 4.91 3.96 5.23 5.18 0.00

10.75 87.45 13.25 87.45 13.25 87.45 18.25 88.05 19.25 86.50 20.25 86.50 20.25 91.00

Angka Rembesan Lane's : Cw = Bligh's : Cb =

31.95 / 5.50 = 5.81 59.95 / 5.50 = 10.90

> >

5.5 10.5

OK OK

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DISIMP Gorontalo

b.

Kondisi Banjir Rencana Muka air hulu Muka air hilirHw = 4.53 m Jalur y V (m) H (m) H/3 (m) lw (m) = 98.85 m = 94.32 m Cw = 7.55 Losses h=lw/Cw (m) Tekanan H-h (m)

TitikKoordinat x

H (m)

a b c d e f g h i j k L m n o p

0.00 0.00 0.00 2.00 3.00 4.75 4.75 4.75 6.75 8.25

93.50 a-b 92.50 b-c 90.50 c-d 90.50 d-e 91.50 e-f 91.50 f-g 91.50 g-h 91.50 h-i 89.50 i-j 89.50 j-k 2.05 0.00 0.00 1.55 2.50 2.50 0.00 1.00 1.00 4.50 0.83 0.00 1.50 0.50 2.00 2.00 0.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 0.58 1.00 1.00 0.33 0.00 2.00 0.67 2.00 0.00 0.00 11.00 15.00 5.00

0 16.00 18.00 18.67 20.00 20.58 20.58 20.58 23.25 23.75 26.63 k-l 0.83 27.47 l-m 0.00 27.47 m-n 0.33 29.35 n-o 0.33 29.68 o-p 0.00 34.18 24.10 30.25 54.35

0.00 2.12 2.38 2.47 2.65 2.73 2.73 2.73 3.08 3.15 3.53 3.64 3.64 3.89 3.93 4.53

5.35 6.35 8.35 8.35 7.35 7.35 7.35 7.35 9.35 9.35 11.40 11.40 10.80 12.35 12.35 7.85

5.35 4.23 5.97 5.88 4.70 4.62 4.62 4.62 6.27 6.20 7.87 7.76 7.16 8.46 8.42 3.32

10.75 87.45 13.25 87.45 18.25 88.05 19.25 86.50 20.25 86.50 20.25 91.00


29.68 / 4.53 = 6.56 54.35 / 4.53 = 12.01

> >

5.5 10.5

OK OK

Kontrol Banjir Q1000

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DISIMP Gorontalo Muka air hulu Muka air hilirHw = 4.40 m Jalur y V (m) H (m) H/3 (m) lw (m) = 99.48 m = 95.08 m Cw = 7.78 Losses h=lw/Cw (m) Tekanan H-h (m)

TitikKoordinat x

H (m)

a b c d e f g h i j k L m n o p

0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 3.00 0.00 4.75 0.00 4.75 0.00 4.75 0.00 6.75 0.00 8.25 0.00 10.75 0.00 13.25 0.00 18.25 0.00 19.25 0.00 20.25 0.00 20.25

93.50 0.00 a-b 92.50 0.00 b-c 90.50 0.00 c-d 90.50 0.00 d-e 91.50 0.00 e-f 91.50 0.00 f-g 91.50 0.00 g-h 91.50 0.00 h-i 89.50 0.00 i-j 89.50 0.00 j-k 87.45 0.00 k-l 87.45 0.00 l-m 88.05 0.00 m-n 86.50 0.00 n-o 86.50 0.00 o-p 91.00

0 11.00 2.00 0.00 1.00 0.00 0.00 0.00 2.00 0.00 2.05 0.00 0.00 1.55 0.00 4.50 15.00 0.00 2.00 1.00 1.75 0.00 0.00 2.00 1.50 2.50 2.50 0.00 1.00 1.00 0.00 5.00 16.00 0.00 18.00 0.67 18.67 0.33 20.00 0.58 20.58 0.00 20.58 0.00 20.58 0.67 23.25 0.50 23.75 0.83 26.63 0.83 27.47 0.00 27.47 0.33 29.35 0.33 29.68 0.00 34.18 24.10 30.25 54.35

0.00 2.06 2.31 2.40 2.57 2.65 2.65 2.65 2.99 3.05 3.43 3.53 3.53 3.77 3.82 4.40

5.98 6.98 8.98 8.98 7.98 7.98 7.98 7.98 9.98 9.98 12.03 12.03 11.43 12.98 12.98 8.48

5.98 4.92 6.67 6.58 5.41 5.33 5.33 5.33 6.99 6.93 8.60 8.50 7.90 9.21 9.16 4.08


29.68 / 4.40 = 6.75 54.35 / 4.40 = 12.36

> >

5.5 10.5

OK OK

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DISIMP GorontaloA. Grafik Tekanan Uplift Bendung (Kondisi Muka Air Normal)

98.00 96.00 94.00 92.00 90.00 88.00 86.00 84.00 82.00 80.00 78.00 76.00 74.00 72.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36

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DISIMP Gorontalo

A.3 Stabilitas BendungKonstruksi : Beton Siklop( degradasi : Elevasi mercu bendung : 96.50 m Muka air banjir hulu : 98.85 m 1.00 meter ) hilir : 94.32 m

100 98 96 94 92 90 88 86 84 82 80 0 5Lebar Bendung = Tinggi Bendung = Tubuh Bendung = Panjang Bendung = Lantai Hulu = Kolam Olakan =

1015.00 3.00 11.25 20.25 15.00 9.00

15

20

25

meter meter meter meter m ~ Elevasi : m ~ Elevasi :

93.50 90.00

m m

Faktor Aman

Kondisi Pembebanan Normal Gempa 2.04 1.42 1.60 1.61 > 5.50 Q100 1.57 1.08 2.05 1.40 6.56 12.01

1 2 3 4

Guling ( emax / e ) Penurunan Geser Rembesan Clane's CBligh's

2.57 2.36 2.06 2.77 5.81

10.90 > 10.50

Koefisien Gempa Parameter Tanah Pondasi

Tebal Lantai hulu

=

0.40

m

Kh = 0.15 = 26.5 = 1.65 ton/m3 N-SPT = 50 k = 10-3 ~ 10-5 cm/detik Koperan : d = 1.10 L= 3.00

m m

Volume

=

1,183

m3

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1

Gaya dan Momena. Pias G1 G2 G3 G4 G5 G6 G7 0.5 G8 G9 0.5 G 10 G 11 0.5 G 12 G 13 Jumlah GS b. 1 Pias W1 W2 W3 W4 0.5 W5 0.5 W6 0.5 W7 0.5 W8 0.5 W9 0.5 W 10 0.5 W 11 0.5 W 12 0.5 W 13 0.5 W 14 Jumlah Tekanan Air Kondisi Debit Rendah Uraian 0.50 0.50 3.28 3.18 1.98 1.89 1.89 1.89 3.49 3.42 5.03 3.55 0.50 x x + + + + + + + + + + x 3.00 1.59 3.45 3.18 1.98 1.89 1.89 1.89 3.49 3.42 5.03 4.91 0.55 4.50 x x x )x )x )x )x )x )x )x )x )x )x x 3.00 5.05 5.05 2.00 1.00 1.75 0.00 0.00 2.00 1.50 2.50 2.50 3.00 4.50 Gaya (ton) Lengan (m) V H x y 4.5 7.6 8.0 2.5 8.7 3.4 6.5 12.3 2.6 10.9 3.4 9.4 0.0 8.5 0.0 8.5 5.4 7.8 5.2 5.8 10.6 5.8 12.4 1.3 -6.2 9.2 -10.1 0.5 39.8 11.1 19.48 x 1.30 0.5 x x x x 0.5 0.5 x x Berat Bendung dan Gaya Akibat Gempa Uraian 3.00 1.20 3.00 2.00 1.00 1.00 1.75 0.00 0.00 0.00 2.00 2.00 1.50 2.50 2.50 2.50 3.50 0.00 x x x x x x x x x x x x x x x x x x 3.00 3.00 3.00 3.00 2.00 1.00 2.00 2.00 0.00 2.00 4.00 -2.00 4.00 6.05 -2.05 6.05 3.50 3.50 x x x x x x x x x x x x x x x x x x 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 ( Kh = 0.150 ) Lengan (m) x y 10.7 9.1 7.5 12.3 10.8 10.9 9.4 8.5 8.5 8.5 7.5 7.8 5.8 3.8 5.8 1.3 1.2 0.0 7.1 7.6 7.1 4.6 5.1 3.7 5.1 5.1 4.1 5.1 4.1 2.7 4.1 3.0 0.7 3.0 4.9 4.3

DISIMP Gorontalo

Gaya (ton) V H -10.4 -8.3 -10.4 -13.8 -4.6 -1.2 -8.1 0.0 0.0 0.0 -18.4 4.6 -13.8 -34.8 5.9 -34.8 14.1 0.0 -133.8 25.3 1.6 1.2 1.6 2.1 0.7 0.2 1.2 0.0 0.0 0.0 2.8 -0.7 2.1 5.2 -0.9 5.2 -2.1 0.0 20.1

Momen (ton.m) V H -110.7 -75.3 -77.6 -169.1 -49.5 -12.6 -75.5 0.0 0.0 0.0 -138.0 36.0 -79.4 -130.5 34.4 -43.5 16.4 0.0 -874.7 10.9 9.4 10.9 9.4 3.5 0.6 6.1 0.0 0.0 0.0 11.2 -1.9 8.4 15.8 -0.6 15.8 -10.3 0.0 89.2

0.5

x

( stilling basin )

x( x( x( x( x( x( x( x( x( x(

Momen (ton.m) V H 34.0 20.2 29.3 79.2 28.2 31.8 0.0 0.0 42.2 29.8 61.6 15.5 -56.6 -5.6 231.7 77.9

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2 Pias

Kondisi Debit Banjir Rencana Uraian x( 2.35 0.50 5.97 5.88 4.70 4.62 4.62 4.62 6.27 6.20 7.87 3.55 0.50 0.50 3.32 + x + + + + + + + + + + x x + 5.35 4.23 3.64 5.88 4.70 4.62 4.62 4.62 6.27 6.20 7.87 7.76 3.55 0.55 2.35 4.32 4.32 7.82 )x x x )x )x )x )x )x )x )x )x )x x )x x x x )x 3.00 5.05 5.05 2.00 1.00 1.75 0.00 0.00 2.00 1.50 2.50 2.50 2.35 3.00 1.20 4.32 0.00 4.50 Gaya (ton) Lengan (m) V H x y 11.6 7.55 21.4 2.53 9.2 3.37 11.8 12.25 5.3 10.92 8.2 9.38 0.0 8.50 0.0 8.50 10.9 7.83 9.4 5.75 17.6 5.83 19.5 1.25 -8.3 9.48 -6.2 9.20 -1.4 7.30 -9.3 1.44 0.0 0.00 -25.1 1.30 57.44 17.03

DISIMP GorontaloMomen (ton.m) V H 87.2 54.0 31.0 145.1 57.7 76.5 0.0 0.0 85.3 53.8 102.6 24.4 -79.0 -56.6 -10.3 -13.5 0.0 -32.6 386.18 139.53

W1 0.5 W2 W3 W4 0.5 W5 0.5 W6 0.5 W7 0.5 W8 0.5 W9 0.5 W 10 0.5 W 11 0.5 W 12 0.5 W 13 W 14 0.5 W 15 W 16 W 17 W 18 0.5 Jumlah

x( x( x( x( x( x( x( x( x( x(

x(

c. Ea Ep

Tekanan Tanah 0.5 0.5 x x

0.38 2.61

= x x

26.50 0.65 0.65

x x

9.05 2.25

= ^2 ^2

1.65

Ka = 10.19 Kp = 4.30

0.38 3.02 2.61 0.55 2.36 30.75

88778573.xls-03/16/2012

- 11 -

2

Stabilitas Struktur a. Debit Rendah- Keamanan terhadap Guling : Mt = -875 tm Mg = 232 + 78 Fg = 2.57 > 1.50 Mo = Mt + Mg = -534 H = 11 + 6 V = -134 + 40 L = 13.25 m e = L/2 - Mo / V

DISIMP Gorontalo

+

31

=

340

tm

ton.m = 17 = -94 = 0.94

ton ton < L/6 2.21 m

- Keamanan terhadap Daya Dukung Tanah : 1 = V/L x (1+ 6e/L) = 10.10 < 20.83 2 = V/L x (1- 6e/L) = 4.08 < 20.83 - Keamanan terhadap Geser : Koefisien gesekan ( f ) Fs = fxV/H = 2.77

t/m2 t/m2

= >

0.50 1.50

( kerikil-pasir )

b. GempaKeamanan terhadap Guling : Mt = -875 + -2 Mg = 340 + 89 Fg = 2.04 > 1.30 Mo = Mt + Mg = -447 H = 17 + 20 e = 1.86 < L/5 = = -877 430 tm tm

ton.m = 37 = 2.65

ton m

1 2

Keamanan terhadap Daya Dukung Tanah : = 15.60 < 25.00 t/m2 = 1.11 < 25.00 t/m2 Keamanan terhadap Geser : GS = 25 ton Vtot = 94 + 25 Fs = f x Vtot / H = 1.61

= >

119 1.30

ton

c. Banjir Rencana- Mt Mg Fg Mo H V L e = = = = = = = = -875 tm 386 + 140 1.57 > 1.30 Mt + Mg = -318 17 + 10 -134 + 57 13.25 m L/2 - Mo / V + 31 = 556 tm

ton.m = 27 = -76 = 2.46

ton ton < L/5 2.65 m

Keamanan terhadap Daya Dukung Tanah : - 1 = V/L x (1+ 6e/L) = 12.17 < 25.00 2 = V/L x (1- 6e/L) = -0.65 < 25.00 - Keamanan terhadap Geser : Fs = fxV/H = 1.40

t/m2 t/m2

>

1.30

3 KesimpulanKondisi Debit Normal a Tanpa gempa b Gempa Angka Keamanan Guling Geser 2.57 2.04 2.77 1.61 Tekanan Tanah ( T/m2) max min 10.10 15.60 4.08 1.11

88778573.xls-03/16/2012

- 11 -

DISIMP GorontaloDebit Banjir Rencana a Tanpa gempa b Gempa 1.57 #REF! 1.40 #REF! 12.17 #REF! -0.65 #REF!

d. Erosi Bawah Tanahs a hs Fs = = = = 4.50 0.00 0.68 m m m = 6.63 > 2.00

s ( 1 + a / s ) / hs

e. Tebal Lantai OlakanTitik L L1 m P= P= P= 4.91 4.91 3.96 m m m ---> tmin = 1.5 ( P-1 ) / = 2.55 meter ---> tmin = 2.55 meter ---> tmin = 1.93 meter

f. Kontrol Q 1000Pias W1 W2 W3 W4 W5 W6 W7 W8 W9 W 10 W 11 W 12 W 13 W 14 W 15 W 16 17 W 18 Jumlah - Keamanan terhadap Guling : Mt = -875 tm Mg = 424 + 159 Fg = 1.43 > 1.00 Mo = Mt + Mg = -262 H = 19 + 10 V = -134 + 61 L = 13.25 m e = L/2 - Mo / V 0.5 x( Uraian 2.98 0.50 6.67 6.58 5.41 5.33 5.33 5.33 6.99 6.93 8.60 3.55 0.50 0.50 4.08 + x + + + + + + + + + + x x x 5.98 4.92 3.68 6.58 5.41 5.33 5.33 5.33 6.99 6.93 8.60 8.50 3.55 0.55 2.98 5.08 5.08 8.58 )x x x )x )x )x )x )x )x )x )x )x x )x x x x )x 3.00 5.05 5.05 2.00 1.00 1.75 0.00 0.00 2.00 1.50 2.50 2.50 2.98 3.00 1.20 5.08 0.00 4.50 Gaya (ton) Lengan (m) V H x y 13.4 7.6 24.9 2.5 9.3 3.4 13.2 12.3 6.0 10.9 9.4 9.4 0.0 8.5 0.0 8.5 12.3 7.8 10.4 5.8 19.4 5.8 21.4 1.3 -10.6 9.5 -6.2 9.2 -1.8 7.3 -12.9 1.4 0.0 0.0 -28.5 1.3 60.7 19.1 Momen (ton.m) V H 101.5 62.8 31.3 162.2 65.4 88.1 0.0 0.0 96.5 60.0 113.2 26.7 -100.2 -56.6 -13.1 -18.6 0.0 -37.1 423.8 158.5

0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5

x( x( x( x( x( x( x( x( x( x(

0.5

x(

+

31

=

613

tm

ton.m = 29 = -73 = 3.04

ton ton < > t/m2 t/m2 L/5 L/6 2.65 m 2.21 m

- Keamanan terhadap Daya Dukung Tanah : 1 = 2V/ 3(L/2 -e)= 13.59 < 25.00 2 = 0.00 < 25.00 - Keamanan terhadap Geser : Koefisien gesekan ( f ) Fs = fxV/H = 1.25

= >

0.50 1.00

( kerikil-pasir )

88778573.xls-03/16/2012

- 11 -

DISIMP Gorontalo

8. PERENCANAAN RIP-RAP Kondisi Perencanaan : Q100 = 104 m3/dt Be = 13.39 m q100 = 7.77 m3/dt/m El. M.a.b = 98.85 El. M.a.h = 94.32

98.85 El.A H= 96.50 d3= 3.32 P= 93.50 El.B 90.00 3.00 4.32 El.C 91.00 89.00 2.35 h = 4.53 EL.D 94.32

2.00

Kedalaman scouring : Rumus Scholish : T = (4.75/d^0.32) . h^0.2 . q^0.57 d h = = = = 100 mm El. M.a.b (u/s) - El. M.a.h (d/s) 4.53 m 4.73 m, EL = 89.59

7.50 L=

7.50 15.00

T

Panjang scouring : Rumus Angerholzer : L = (V1 + (2.g.h)^0.5) * (2P/g)^0.5 + H H1 Z V1 h1 P H L = = = = = = = = = 2.35 m 6.50 m ( 2.g.1/2.H1 + Z)^0.5 5.44 m/dt q/v1 1.43 m 3.00 m 2.35 m 11.91 m ---> direncanakan

15.00 m

Rumus Lacey's : R = 0.47 * (q/f) ^ 1/3 * SF f = 1.76*dm^0.5 dm = 1 mm f = 1.76 q = 7.77 m3/dt/m SF = 1.50 Kedalaman gerusan R = 1.16 m ---> direncanakan L = 4*R

2.00 m

88778573.xls

DISIMP Gorontalo = 4.63 m ---> direncanakan 15.00 m

Rumus Adachi's : H1 H1 H2 H1 hit L = = = = = = 8 * H2 4.64 m ---> direncanakan 15.00 m (H2/2) ( ((8q^2/(g.H2^3))+1)^0.5 - 1) 4.32 m, kedalaman konjugasi di kolam olak 0.58 m, coba-coba 4.32 OK

Rumus Bligh's : L Lb Ha q f C Lb La L = = = = = = = = = Lb - la 0.67 C ( Ha q f)0.5 5.50 m (el. Crest - el. M.a.h kondisi kering) 7.77 m3/dt/m 1.50 angka keamanan 12 Bligh's coefficient, material pasir kasar 64.36 total panjang bendung termasuk lantai apron 35.25 29.11 m ---> direncanakan 15.00 m

Berdasarkan tipe aliran : V1 = = = = = = = = = = ( 2.g.1/2.H1 + Z)^0.5 5.44 m/dt 1/2 ((1+8Fru 2)-1)0.5 V1 / (g yu)0.5 q/V1 1.43 m 1.45 2.93 m 3.5 * y2 10.27 m

y2 / yu Fru yu Fru y2 L

---> direncanakan

15.00 m

88778573.xls

Dimensi SaluranRuas Panjang saluran Debit ( Q ) Elevasi dasar saluran Hulu saluran Hilir saluran i k m b h w H=h+w n=b/h V Elevasi Muka Air Hulu saluran Hilir saluran : BK.0 - BK.1a = 25.00 m = 0.889 m3/det : = 95.25 m = 94.85 m = 0.01600 = 60 = 0.00 = 1.00 m = 0.34 m = 0.60 m = 0.95 m = 2.94 = 2.61 m/detik : = 95.59 m = 95.19 m

88778573.xls-03/16/2012

INTAKE KIRI +100.50 qn = 741 L/det. Areal = 375 Ha. Qd = 0.889 m3/det. V = 1.05 m/det. H' = 6.15 m. Lpintu = 1 x 1.00 = 1.00 m. hpintu = 1.20 m. z= 0.10 hn= 0.95 +96.25 In = 0.00020 Vn = 0.40 0.95 hn +95.300

z= Weir +96.50

0.15

z = 0.00917A B

+96.350.05

Vs = 1.75 hs = 0.51 k = 40

m/det m.C

P. PENGURAS KT.LUMPUR KIRI +76.00 H' = -15.96 m. Fr = 0.78 < 1 Lpintu = 1 x 1.0 = 1.0 m. hpintu = 2.49 m. Vs= 1.75 m/det. hf = 0.51 m. ; h = 0.420 m. k = 40 +93.277 h +92.857 +92.776 31.4 10 297.4 +69.00 OK SUNGAI l= 0.01 +90.387 +90.667 +90.807 Muka air hilir

+96.243

+96.241

z = 0.04085 +96.209 hnhs

+96.203

+95.25

+95.293A

+95.291B +94.784

+95.260 +93.365C +92.857

+93.365hf

+93.50

6.32

19.24

17.1 10.00 L= 0.510 237.74

Is = 0.012 160.0

Pintu Intake1 1.00 0.80 1.00 0.80 1.00 1.0

B=

5.55hn= 0.95

+95.293

1

b=

4.60

B=

1.95 +96.209 0.95 +95.260 1.89 +93.365 hs= 0.51 +92.857

Potongan A-AB=1 1

1.95 hn

+95.291 0.508 +94.784

b=

1.0

0.000

hs b=

Potongan C-C

1.0 1 1 2 2 sambungan

Potongan B-B

INTAKE KIRI +100.50 qn = 741 L/det. Areal = 375 Ha. Qd = 0.889 m3/det. V = 1.05 m/det. H' = 6.15 m. Lpintu = 1 x 1 = 1.00 m. hpintu = 1.20 m. z= 0.10 hn= 0.95 +96.25 In = 0.00020 Vn = 0.40 0.95 hn +95.300

Lpintu = 1 x 1.0 = 1.0 m. H' = 4.50 m. V = 1.372 m/det. hpintu (hp) = 23.73 m. ; z = 0.15 m. P. PENGAMBILAN SALURAN KIRI Vs = 1.75 hs = 0.51 k = 40 m/det m.C

z= Weir +96.50

0.15

+76.00

z = 0.00917A B

+96.350.05

+96.243

+96.241

z = 0.04085 +96.209 hnhs

+96.204 +96.204 +72.40

Alat Ukur Ambang Lebar +96.054 hp +72.30

+95.25

+95.293A

+95.291B +94.784

+95.260 +93.365C +92.857

+93.50

6.32

19.24

17.1 10.00 L= 0.510 230.02

Is = 0.012 160.0 0.0 0.0

+93.365 +92.857 hf

+93.277 h +92.857 +92.776 l= 297.4 0.01 +90.387 +90.807

Muka air hilir

+90.667 +69.00 SUNGAI

31.4

10

15.93B=1

7.75

???

Pintu Intake1.00 0.80 1.00 0.80 1.00 1.0

6.07hn= 1.47

+95.293

1

b=

4.60

B=

2.47 +96.209 1.47 +95.260 1.895 +93.365 hs= 0.51 +92.857

Potongan A-AB=1 1

2.47 hn

+95.291 0.508 +94.784

b=

1.0

0.000

hs b=

Potongan C-C

1.0 3 3 4 4 sambungan

Potongan B-B


E. ANALISA REMBESAN PADA TANGGUL PENUTUP ( KONDISI BANJIR )

23.00

MAB

21.15

19.50 19.50 16.00 MAN

Cofferdam 16.00 M 14.28

Garis Depresi dasar h L1 L2 d Yo Y = = = 21.15 m1.h = 16.00 10.30 = = = m 25.79 0.51 ---> m m Y x Y=h x=d = = = = 0 m Yo / 2 = 5.15 m 25.79 m 5.15 m

22.70 m = L2 + 0,3 L1 = ( h2 + d2 )0.5 - d = 2.Yo.x + Yo2

0.25 m

Garis Depresi Terkoreksi a c = Yo / ( 1 - cos ) - a = a / ( a + a ) 30 60 90 120 150 180 c 0.37 0.32 0.25 0.18 0.10 0

--->

a = Yo / ( 1 - cos ) . ( 1 -c ) = c = a = a = a + a = 180 0 0 0.25 m 0.00 m 0.25 m

3.00

m,

panjang drainase alas

KOORDINAT GARIS REMBESAN X Y-2.75 16.00 -3.00 16.51 -4.62 17.38 -6.24 17.89 -7.86 18.28 -9.49 18.62 -11.11 18.92 -12.73 19.19 -14.35 19.44 -15.97 19.67 -17.59 19.89 -19.21 20.10 -20.84 20.29 -22.46 20.48 -24.08 20.66 -25.70 21.15

DEBIT REMBESAN q b = k .i. Yo m3/detik.m' = 40 m 1.00E-034.46E-05 #VALUE! L I = = 23.53 0.22

k (cm/dt) Q (m3/dt) V (m/dt)

1.00E-044.46E-06 #VALUE!

1.00E-054.46E-07 #VALUE!

1.00E-064.46E-08 #VALUE!

1.00E-074.46E-09 #VALUE!



D

Jembatan Gantung

1.00 m 1.75 m

1.50 m

1.00 m 1.75 m = = = 5/ 7 0.05 x 1/6 x 5x 0.07 5 7 x 1 = 72 = = 0.0035 t/m' 40.83 cm3 35.00 cm2 2/3 x 150 = 2/3 x 20 = 1.0 t/m3 100 13

1.50 m kg/cm2 kg/cm2

1 Rangka Kayu Kayu Klas I : ( tidak terlindung) a. Balok Memanjang : G= Wx = A= 1) Beban Beban hidup : Lantai : Balok :

0.5 x 0.5 x

0.200 0.04 x

= 1 = = q =

0.100 t/m' 0.020 t/m' 0.004 t/m' 0.124 t/m'

2)

Tegangan Lentur M= =

1/8 x

0.124 x M / Wx

1.50 2 = =

0.035 tm 85.06 kg/cm2 < 100

3)

Tegangan geser D= 0.124 x = 8D / 7A : 8 / 12 0.08 x 1/6 x 8x

1.5 = =

0.185 ton 6.0 kg/cm2 = 19.14 0 H / cos T= = 13.02 ton b. Diameter kabel Kekuatan batas = 8300 kg/cm2 , kabel SF = 3 = 2767 kg/cm2 T / kabel A perlu = = 4.71 cm2 ( Class 6x19 - IWRC)

q=

Supplement-Report No.21 = As = 25 4.91 mm > 4.71


c. Lendutan Es = 2x1010 n= f / L Pertambahan panjang kabel = : 0.09 L = H.L . ( 1+16n2/3 ) / ( Es.As) = 0.08 m f = L / (16n( 5-24n2) /15 ) = 0.18 m

Lendutan kabel

:

d. Koordinat kabel

: y = 4 f L ( L - x ) x / L2

Titik 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

x (m) 0.25 1.75 3.25 4.75 6.25 7.75 9.25 10.75 12.25 13.75 15.25 16.75 18.25 19.75 21.25 22.75 24.25 25.75 27.25 28.75 30.25

y (m) 0.09 0.59 1.07 1.52 1.95 2.35 2.72 3.07 3.39 3.69 3.96 4.20 4.42 4.62 4.79 4.93 5.04 5.13 5.20 5.24 5.25

h = 0.75 m t = f - y + hBesi penggantung.(m) 5.91 5.41 4.93 4.48 4.05 3.65 3.28 2.93 2.61 2.31 2.04 1.80 1.58 1.38 1.21 1.07 0.96 0.87 0.80 0.76 0.75

e. Gaya Normal Tiang o = 30 Vtotal = 2 x ( T sin + H tg ) = 22.75 ton 4 Angker Blok Beton Gaya tarik ( S ) = 2 H / cos = 28.42 ton a. Diameter angker : 2 40 = = 25.14 cm2 1130 < 1400

kg/cm2

Supplement-Report No.2Baja U 24


b. Dimensi Blok Beton

b

H h 1.50 T c. Stabilitas Data tanah : B

B b H h D T c Volume

= = = = = = = =

5.00 1.00 2.50 1.00 2.25 3.00 2.30 28.50

m m m m m m ton/m3 m3

=m = Kp =

c=

3.30 ton/m2 12.00 derajat 1.74 ton/m3 1.52

Gaya Aksi pada angker blok: H= -24.61 ton V= 14.21 ton Gaya Tahan pada angker blok : Berat beton = -86.25 + 20.70 = Tekanan tanah pasif ( Pp ) = 20.15 ton 1). Kondisi Normal - Kontrol terhadap guling M aksi = -24.61 x 2.75 = -67.68 tm M tahan = 139.73 + 15.11 = 154.84 tm Mtot = 87.16 tm Vtot = 65.55 14.21 = < < 51.34 ton L/6 0.83

-65.55 ton

e = L / 2 - Mtot / Vtot = 0.80 m

m

- Kontrol terhadap daya dukung tanah max = Vtot / A (1+ 6e /B ) < 15.00 t/m2 = 6.72 t/m2 - Kontrol terhadap geser f = tangen = 0.21 Fg = f .Vtot 10.91 ton

Supplement-Report No.2Sf = (Fg + c. A + Pp) / H = 3.27 >

1.50


2). Kondisi Gempa - Kontrol terhadap guling Koef. Gempa = 0.15 Htot = Vtot = M aksi = M tahan = Mtot = -24.61 + -9.57 = -34.18 ton 51.34 ton -79.64 tm 154.84 tm 75.20 tm L/4 1.25

-67.675 +

-11.96 =

e = L/2 - Mtot / Vtot = 1.04 m

<

1.30

Yo = ( h2 + d2)0.50 - d Yo = q / k ---> h = 3 d 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Yo 3.00 2.16 1.61 1.24 1.00 0.83 0.71 0.62 0.54 0.49 0.44 d+Yo/2 1.50 2.08 2.80 3.62 4.50 5.42 6.35 7.31 8.27 9.24 10.22

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