weir design

Supplement-Report No.2

Review-Design Karaopa

DAFTAR ISINota Desain Bendung

Halaman

A. Bangunan Utama Bendung

A.1 Perencanaan Hidrolis 11 Debit Banjir Rencana dan Muka Air Sungai 12 Data Bendung 13 Lebar Efektif Bendung 14 Elevasi Dinding Bendung 25 Kontrol terhadap Q1000 26 Kolam Olak Tipe MDO 37 Kontrol terhadap Q2 38 Kurva Pengempangan 4

A.2 Perencanaan Struktur 52.1 Syarat Keamanan ( KP-06) 5

a. Keamanan terhadap Daya dukung tanah 5b. Keamanan terhadap Guling 5c. Keamanan terhadap Geser 5

2.2 Keamanan Terhadap Rembesan 6a. Kondisi Normal 6b. Kondisi Banjir Rencana 7

B. Bangunan Pengambilan dan Kantong Lumpur

B.1 Bangunan Pengambilan 19

B.2 Kantong Lumpur 19

C Dinding Pangkal Bendung 23

D Tanggul Penutup & Tanggul Banjir 47

Perencanaan Elevasi Mercu Bendung

1 Elevasi sawah yang akan diairi +2 Kedalaman air di sawah3 Kehilangan tinggi energi di saluran dan boks tersier4 Kehilangan tinggi energi di bangunan sadap tersier5 Variasi muka air untuk eksploitasi di jaringan primer6 Panjang dan kemiringan saluran primer7 Kehilangan tinggi energi pada bangunan ukur di jaringan primer

Elevasi muka air yang diperlukan (eksploitasi normal) +Kehilangan tinggi energi di pintu pengambilan saluranPanjang dan kemiringan kantong lumpurKehilangan tinggi di pintu pengambilan utamaTinggi cadangan untuk mercu

+ELEVASI RENCANA MERCU BENDUNG +

94.700.150.150.200.200.140.45

95.990.150.060.150.15

96.5096.50

DISIMP Gorontalo

document.xls-04/09/2023 - 4 -

A. Bangunan Utama Bendung

A.1 Perencanaan Hidrolis

1 Debit Banjir Rencana dan Muka Air Sungai

= 150 H = 4.08 m + 96.08 m

= 104 H = 3.32 m + 95.32 m

= 78 H = 2.82 m + 94.82 m

= 50 H = 2.18 m + 94.18 m

= 32 H = 1.68 m + 93.68 m

2 Data Bendung

Elevasi mercu = 96.50 mTinggi bendung = 3.00 mElevasi lantai apron = 93.50 mLebar bendung ( Bt ) = 15.00 mLebar total pilar ( Bp ) = 1 x 0.80 = 0.80 mLebar total mercu ( B ) = Bt - Bp = 14.20 m

3 Lebar Efektif Bendung

Be = ( 1 )

n : jumlah pilar = 1Kp : koef. Konstraksi pilar = 0.01 (ujung pilar bulat)Ka : koef. Konstraksi pangkal bendung = 0.15 (tembok hulu miring)

: tinggi energi hulu, m

: tinggi energi hilir = 95.32 - 96.50 = -1.18 m

Taksiran : Koef. debit ( Cd ) = 1.148 (coba-coba-1)Be = 13.39 m (coba-coba-2)

Q = ( 2 )

= 2.53 m (H1 awal dari harga coba-coba Cd dan Be)

Be = 13.39 m ( 1 ) = 0.000 m < 0.005 (kontrol H1 hitung)

= 2.53 m ( 2 ) (H1 hitung dari harga hitung Cd dan Be)

= -0.47 ---> f = 0.98 ( Tabel Koef. Debit, KP.02 halaman 46 )

Q1000 m3/detik ,

Q100 m3/detik ,

Q25 m3/detik ,

Q5 m3/detik ,

Q2 m3/detik ,

B - 2 ( n Kp + Ka ) H1

H1

H2

1,71 f .Cd . Be. H11,5

H1

D H1

H1

H2/H1

DISIMP Gorontalo

document.xls-04/09/2023 - 5 -

Tabel Koefisien Debit ( Cd )

Co C1 C2 f1 0.667 0.333

0.50 1.05 0.00 0.65 0.1 11.00 1.17 0.25 0.86 1.030 1.025 1.008 0.2 0.992.00 1.33 0.50 0.93 1.012 1.017 1.005 0.3 0.983.00 1.41 0.75 0.95 1.004 1.010 1.004 0.4 0.974.00 1.46 1.00 0.97 0.998 1.006 1.002 0.5 0.955.00 1.47 1.50 0.99 0.993 1.000 1.000 0.6 0.92

r = 2.00 m ----> = 1.27 --->Co = 1.21

p = 1.50 m ----> = 0.59 --->C1 = 0.94Kemiringan mercu = 1.00 --->C2 = 1.01

Cd = Co.C1.C2 = 1.147 ~ = 0.001 < 0.001 (kontrol Cd hitung)

Debit per satuan lebar = 7.77

4 Elevasi Dinding Bendung

Ho = 2.35 m ~ tinggi muka air di atas mercu

Vo = Q / (Btx( p+Ho)) = 1.80 m/detik

= = 2.52 ~ = 0.015 m < 0.005

Muka air banjir hulu = 96.50 + 2.35 = 98.85 meter

Elevasi Dinding Bendung = 100.50 meterW = 1.65 meter > 1.50

Muka air banjir hilir = 95.32 meterElevasi Dinding Bendung = 96.32 meter

W = 1.00 meter > 1.00

5 :

= 3.23 m Ho = 2.98 mVo = 2.23 m/detik

= 3.23 m

Hulu : = 99.48 m ---> w = 1.02 meter

Hilir : = 96.08 m ---> w = 0.24 meter

H1/r p/H1 H2/H1

H1/r

p/H1

D Cd

m3/detik/meter

H1 Ho + Vo2 /2g D H1

Kontrol terhadap Q1000

H1

H1

MAB1000

MAB1000

DISIMP Gorontalo

document.xls-04/09/2023 - 6 -

6 Kolam Olak Tipe MDO

Muka air banjir hilir = 95.32 mDegradasi = 1.00 m

94.32 m

q = 7.77z = 4.53 m

= 0.26 ----> = 3.32 m

Grafik : = 1.30D = 4.32 m

Elevasi minimum dasar kolam = 90.00 ----> 90.00 m

Ds = 6.50 mGrafik : L/Ds = 1.30

L = 8.45 ----> 9.00 m

Grafik : a/D = 0.20

= 0.86 ----> 1.00 m

7

Q = 32 m3/detik ,

q = 2.39z = 4.97 m

= 0.07 ----> = 1.68 m

Grafik : = 1.50D = 2.51 m

Elevasi dasar kolam = 93.99 > 90.00 okDs = 2.51 m

Grafik : L/Ds = 1.40L = 3.52 < 9.00 ok

Grafik : a/D = 0.20a = 0.50 < 1.00 ok

m3/detik/meter

q / ( g z3 )0.5 D2

D/D2

amin

Kontrol terhadap Q2

m3/detik/meter

q / ( g z3 )0.5 D2

D/D2

3gz

q

HIDROLIKA - DPMAL / Ds , D/ D2 dan a / D

Endsill Bergigi Ompong

Riprap

Bn

Bp

a

2a

Z

L

D2

m.a

Grafik Stilling Basin Gigi Ompong Tipe MDO

D/D2

L/Ds

a/D

Ds

40 a 50 m

3.002.001.00

0

0

3.00

2.00

1.00

0.80

0.60

0.40

0.20

DISIMP Gorontalo

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7 Kurva Pengempangan

zx

h97.55

93.50 a

L

a : kedalaman air tanpa bendung, mh : tinggi muka air di matas mercu, mL : jangkauan pengempangan, mz : kenaikan muka air akibat pembendungan pasda jarak x dari bendung, mi : kemiringan dasar sungai = 0.0015

z =h/a > 1 : L = 2h / ih/a < 1 : L = ( a + h ) / i

H h a L x z EL.X Tanggul Jagaan

= 150 4.08 2.98 4.08 4,709 2700 0.54 102.18 101.00 -1.18

= 104 3.32 2.35 3.32 3,782 2700 0.19 101.07 101.00 -0.07

= 78 2.82 3.03 2.82 4,040 2700 0.33 100.70 101.00 0.30

= 50 2.18 2.49 2.18 3,319 2700 0.09 99.81 101.00 1.19

= 32 1.68 2.07 1.68 2,765 2700 0.00 99.23 101.00 1.77

h ( 1 - x / L)2

Q1000

Q100

Q25

Q5

Q2

DISIMP Gorontalo

B. Intake dan Kantong Lumpur

B.1 Areal : 375 Ha

1 Intake Kiri

Qn = 375 x 1.975 = 741 L/detikQd = 120% x 0.741 = 0.89 m3/detik + 96.35 96.25

Elevasi mercu bendung = 96.50 m + 95.25 0.95 mz = 0.15 m

Elevasi muka air hulu intake = 96.35 m pintu intake : 1.00

= 0.10 m b

v = 0.75 = 1.05 m/detikElevasi muka air hilir intake = 96.25 mElevasi ambang intake = 95.25 mTinggi bukaan ( a ) = 96.25 - 95.25 - 0.05 = 0.95 m 0.70 Tinggi pintu ( H ) = 96.35 - 95.25 = 1.20 mLebar pintu = Qd / v /a = 0.89 m

1 x 1.00 = 1.00 mElevasi Dinding = 100.50 m H' = 6.15 m

2 Kantong Lumpur Kiri

Kadar lumpur diandaikan = 0.05%Periode pengurasan = 7 hariVolume lumpur = 0.05% x 24x3600 x 7 x 0.741 = 224 m3

Dimensi Saluran

L .B = Qn / w L = panjang kantong lumpur,m= 185 m2 B = lebar rata-rata,m

L = 160 m Qn = debit normal, m3/detikB = 1.95 m w = kecepatan endap partike= 0.004 m/detikL/B = 82 > 8Vn = 0.40 m/detikhn = 0.95 mm = 1b = B - m . hn = 1.00 mA = ( b + m.hn ) hn = 1.85 m2

p = = 3.69 mR = A / p = 0.50 mk = 45

In = = 0.00020

Saluran Penguras

Vs = 1.75 m/detikhs = Qd / b / Vs = 0.51 mAs = b . hs = 0.51 m2p = b + 2.hs = 2.02 mR = As / p = 0.25 mk = 40

Is = = 0.012

Fr = = 0.78 < 1 Sub kritis

Volume = = 233 m3

zpintu

(2g.z)0.5

b + 2.hn ( 1+m2)0.5

( Qn / k / A / R0.667 )2

( Qd / k / As / R0.667 )2

Vs / ( g . hs )0.5

b.hs.L + 0.5 b. ( Is - In ) L2 D

DISIMP Gorontalo

3 Bangunan Penguras dan Pengambilan Kiri

a Pintu Penguras Kiri

EL . Dasar hilir = 95.25 - L.Is -hs = 92.82 mEL . Muka air = 92.82 + hs = 93.32 mLebar pintu ( bp ) = 1 x 1.00 = 1.00 m

hf = As / bp = 0.51 mEL . dasar pintu = 93.32 - 0.51 = 92.82 ~ 92.80 mTinggi pintu = 95.25 - 92.80 + 0.10 = 2.55 mElevasi Dinding = 96.32 m -------> H' = 4.42

Saluran Penguras HilirL = 100.00 m

Lebar pilar = 0.80 x 0 = 0.00 mLebar saluran = 0.00 + 1.00 = 1.00 m

m = 1k = 40v = 1.5A = 0.59 m2h = 0.42 m --> A = 0.60 0k

EL dasar hulu = 92.80 + 2/3 hf - h = 92.72 m

p = = 2.19R = A/p = 0.27

I = = 0.0080

EL. dasar hilir = 92.72 - 0.80 = 91.92 > 93.00 ?EL. Muka air hilir = 91.92 + 0.42 = 92.34 mMax.Muka air sungai = 92.34 - h/3 = 92.20 m

b Pintu Pengambilan Kiri

EL. Muka air hulu = 96.25 - L . In = 96.22 m

= 0.15 m ----> v = 1.37 m/detEL. Muka air hilir bangunan ( Hulu Saluran Induk ) = 96.07 m

d = 0.19 mEL. Ambang Pintu = 95.46 m

h = 0.68 mb = 0.95 m

bpintu = 1 x 1.00 = 1.00 mH = 0.81 ~ 1.00 m

Elevasi Dinding = 96.32 m H' 1.76 m

c Alat Ukur : Ambang Lebar

b = 1.00 m

Q = Cd = 0.93 + 0.1 H1 / L = 0.98Cv = 1.1L = 1.00 m > 1.75 H1

Elevasi Ambang = 95.66 m

Q H1 h Elevasi Muka Air H2 H2/H1< 0.79

Hulu Hilir-max

100% 0.741 0.54 0.50 96.20 96.03 0.38 0.6970% 0.518 0.43 0.39 96.09 95.92 0.27 0.6250% 0.370 0.34 0.07 96.00 95.92 0.27 0.78

D

D

b + 2.h ( 1+m2)0.5

( Qd / k / A / R0.667 )2

zpintu

Cd Cv 1.71 b H11.5

DISIMP Gorontalo

document.xls-04/09/2023 - 7 -

2 Struktur

2.1 Syarat Keamanan ( KP-06)

a. Keamanan terhadap Daya dukung tanah

N-SPT = 50qu = N/8 = 6.25 kg/cm2qa = qu/3 = 20.83 ton/m2

No Kondisi Pembebanan Kenaikan qa ( t/m2)Tegangan Izin

1 Normal 0% 20.832 Normal + Gempa 20% 25.003 Banjir Rencana 20% 25.004 Banjir Rencana + Gempa 50% 31.255 Banjir Rencana + Beban Sementara 30% 27.08

( Periode pelaksanaan )

b. Keamanan terhadap Guling

No Kondisi Pembebanan Fg = Mt / Mg Eksentrisitas

1 Normal 1.5 0% L/62 Normal + Gempa 1.3 20% L/53 Banjir Rencana 1.3 20% L/54 Banjir Rencana + Gempa 1.1 50% L/45 Banjir Rencana + Beban Sementara 1.2 30% L/4,6


c. Keamanan terhadap Geser

No Kondisi Pembebanan Fs = fxV / H

1 Normal 1.52 Normal + Gempa 1.33 Banjir Rencana 1.34 Banjir Rencana + Gempa 1.15 Banjir Rencana + Beban Sementara 1.2


DISIMP Gorontalo

document.xls-04/09/2023 - 6 -

2.2. Keamanan Terhadap Rembesan

a. Kondisi Normal

Muka air hulu = 96.50 m

Muka air hilir = 91.00 m Dinding halang : jarak = 3.00 m

kedalaman = 1.10 mHw = 5.50 m Cw = 6.63

Titik Koordinat Jalur Losses Tekananx y V H H/3 lw H

(m) (m) (m) (m) (m) (m) (m) (m) (m)

a 0.00 93.50 0 0.00 3.00 3.00a-b 11.00 15.00 5.00

b 0.00 92.50 16.00 2.41 4.00 1.59b-c 2.00

c 0.00 90.50 18.00 2.72 6.00 3.28c-d 0.00 2.00 0.67

d 2.00 90.50 18.67 2.82 6.00 3.18d-e 1.00 1.00 0.33

e 3.00 91.50 20.00 3.02 5.00 1.98e-f 0.00 1.75 0.58

f 4.75 91.50 20.58 3.11 5.00 1.89f-g 0.00 0.00 0.00

g 4.75 91.50 20.58 3.11 5.00 1.89g-h 0.00 0.00 0.00

h 4.75 91.50 20.58 3.11 5.00 1.89h-i 2.00 2.00 0.67

i 6.75 89.50 23.25 3.51 7.00 3.49i-j 0.00 1.50 0.50

j 8.25 89.50 23.75 3.58 7.00 3.42j-k 2.05 2.50 0.83

k 10.75 87.45 26.63 4.02 9.05 5.03k-l 0.00 2.50 0.83

L 13.25 87.45 27.47 4.14 9.05 4.91l-L1 0.00 0.00 0.00

L1 13.25 87.45 27.47 4.14 9.05 4.91L1-m 0.60 5.00 1.67

m 18.25 88.05 29.73 4.49 8.45 3.96m-n 1.55 1.00 0.33

n 19.25 86.50 31.62 4.77 10.00 5.23n-o 1.00 0.33

o 20.25 86.50 31.95 4.82 10.00 5.18o-p 4.50

p 20.25 91.00 36.45 5.50 5.50 0.00

24.70 35.25 59.95

Angka RembesanLane's : Cw = 31.95 / 5.50 = 5.81 > 5.5 OKBligh's : Cb = 59.95 / 5.50 = 10.90 > 10.5 OK

Dh=lw/Cw H-Dh

DISIMP Gorontalo

document.xls-04/09/2023 - 6 -

b. Kondisi Banjir Rencana


Muka air hilir = 94.32 m

Hw = 4.53 m Cw = 7.55

TitikKoordinat Jalur Losses TekananV H H/3 lw H

x y (m) (m) (m) (m) (m) (m) (m)

a 0.00 93.50 0 0.00 5.35 5.35a-b 11.00 15.00 5.00

b 0.00 92.50 16.00 2.12 6.35 4.23b-c 2.00 0.00 0.00

c 0.00 90.50 18.00 2.38 8.35 5.97c-d 0.00 2.00 0.67

d 2.00 90.50 18.67 2.47 8.35 5.88d-e 1.00 1.00 0.33

e 3.00 91.50 20.00 2.65 7.35 4.70e-f 0.00 1.75 0.58

f 4.75 91.50 20.58 2.73 7.35 4.62f-g 0.00 0.00 0.00

g 4.75 91.50 20.58 2.73 7.35 4.62g-h 0.00 0.00 0.00

h 4.75 91.50 20.58 2.73 7.35 4.62h-i 2.00 2.00 0.67

i 6.75 89.50 23.25 3.08 9.35 6.27i-j 0.00 1.50 0.50

j 8.25 89.50 23.75 3.15 9.35 6.20j-k 2.05 2.50 0.83

k 10.75 87.45 26.63 3.53 11.40 7.87k-l 0.00 2.50 0.83

L 13.25 87.45 27.47 3.64 11.40 7.76l-m 0.00 0.00 0.00

m 18.25 88.05 27.47 3.64 10.80 7.16m-n 1.55 1.00 0.33

n 19.25 86.50 29.35 3.89 12.35 8.46n-o 1.00 0.33

o 20.25 86.50 29.68 3.93 12.35 8.42o-p 4.50 0.00

p 20.25 91.00 34.18 4.53 7.85 3.32

24.10 30.25 54.35


Kontrol Banjir Q1000

Dh=lw/Cw H-Dh

DISIMP Gorontalo

document.xls-04/09/2023 - 6 -


Muka air hilir = 95.08 m

Hw = 4.40 m Cw = 7.78

TitikKoordinat Jalur Losses TekananV H H/3 lw H

x y (m) (m) (m) (m) (m) (m) (m)

a 0.00 93.50 0 0.00 5.98 5.980.00 0.00 a-b 11.00 15.00 5.00

b 0.00 92.50 16.00 2.06 6.98 4.920.00 0.00 b-c 2.00 0.00 0.00

c 0.00 90.50 18.00 2.31 8.98 6.670.00 0.00 c-d 0.00 2.00 0.67

d 2.00 90.50 18.67 2.40 8.98 6.580.00 0.00 d-e 1.00 1.00 0.33

e 3.00 91.50 20.00 2.57 7.98 5.410.00 0.00 e-f 0.00 1.75 0.58

f 4.75 91.50 20.58 2.65 7.98 5.330.00 0.00 f-g 0.00 0.00 0.00

g 4.75 91.50 20.58 2.65 7.98 5.330.00 0.00 g-h 0.00 0.00 0.00

h 4.75 91.50 20.58 2.65 7.98 5.330.00 0.00 h-i 2.00 2.00 0.67

i 6.75 89.50 23.25 2.99 9.98 6.990.00 0.00 i-j 0.00 1.50 0.50

j 8.25 89.50 23.75 3.05 9.98 6.930.00 0.00 j-k 2.05 2.50 0.83

k 10.75 87.45 26.63 3.43 12.03 8.600.00 0.00 k-l 0.00 2.50 0.83

L 13.25 87.45 27.47 3.53 12.03 8.500.00 0.00 l-m 0.00 0.00 0.00

m 18.25 88.05 27.47 3.53 11.43 7.900.00 0.00 m-n 1.55 1.00 0.33

n 19.25 86.50 29.35 3.77 12.98 9.210.00 0.00 n-o 0.00 1.00 0.33

o 20.25 86.50 29.68 3.82 12.98 9.160.00 0.00 o-p 4.50 0.00 0.00

p 20.25 91.00 34.18 4.40 8.48 4.08

24.10 30.25 54.35


Dh=lw/Cw H-Dh

DISIMP Gorontalo

document.xls-04/09/2023 - 6 -

A. Grafik Tekanan Uplift Bendung (Kondisi Muka Air Normal)

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 3672.00

74.00

76.00

78.00

80.00

82.00

84.00

86.00

88.00

90.00

92.00

94.00

96.00

98.00

DISIMP Gorontalo

document.xls-04/09/2023 - 11 -

A.3 Stabilitas Bendung

Konstruksi : Beton SiklopElevasi mercu bendung : 96.50 m

Muka air banjir hulu : 98.85 m

( degradasi : 1.00 meter ) hilir : 94.32 m

Lebar Bendung = 15.00 meterTinggi Bendung = 3.00 meterTubuh Bendung = 11.25 meter

Panjang Bendung = 20.25 meter

Lantai Hulu = 15.00 m ~ Elevasi : 93.50 mKolam Olakan = 9.00 m ~ Elevasi : 90.00 m

Faktor Aman Kondisi Pembebanan

Normal Gempa

1 Guling 2.57 2.04 1.57( emax / e ) 2.36 1.42 1.08

2 Penurunan 2.06 1.60 2.05

3 Geser 2.77 1.61 1.40

4 Rembesan 5.81 > 5.50 6.56

10.90 > 10.50 12.01

Koefisien Gempa = 0.15

Parameter Tanah Pondasi f = 26.5

g = 1.65 ton/m3

N-SPT = 50

k = cm/detik

Tebal Lantai hulu = 0.40 m Koperan : d = 1.10 m

L = 3.00 m

Volume = 1,183 m3

Q100

Clane's

CBligh's

Kh

10-3 ~ 10-5

0 5 10 15 20 2580

82

84

86

88

90

92

94

96

98

100

DISIMP Gorontalo

document.xls-04/09/2023 - 11 -

1 Gaya dan Momen

a. Berat Bendung dan Gaya Akibat Gempa ( Kh = 0.150 )

Pias UraianGaya (ton) Lengan (m) Momen (ton.m)

V H x y V H

G 1 0.5 x 3.00 x 3.00 x 2.30 -10.4 1.6 10.7 7.0 -110.7 10.9

G 2 1.20 x 3.00 x 2.30 -8.3 1.2 9.1 7.5 -75.3 9.4G 3 0.5 x 3.00 x 3.00 x 2.30 -10.4 1.6 7.5 7.0 -77.6 10.9

G 4 2.00 x 3.00 x 2.30 -13.8 2.1 12.3 4.5 -169.0 9.4

G 5 1.00 x 2.00 x 2.30 -4.6 0.7 10.8 5.0 -49.4 3.5

0.5 x 1.00 x 1.00 x 2.30 -1.2 0.2 10.9 3.7 -12.6 0.6G 6 1.75 x 2.00 x 2.30 -8.0 1.2 9.4 5.0 -75.5 6.1

G 7 0.00 x 2.00 x 2.30 0.0 0.0 8.5 5.0 0.0 0.00.5 x 0.00 x 0.00 x 2.30 0.0 0.0 8.5 4.0 0.0 0.0

G 8 0.00 x 2.00 x 2.30 0.0 0.0 8.5 5.0 0.0 0.0G 9 2.00 x 4.00 x 2.30 -18.4 2.8 7.5 4.0 -138.0 11.2

0.5 x 2.00 x -2.00 x 2.30 4.6 -0.7 7.8 2.7 36.0 -1.9G 10 1.50 x 4.00 x 2.30 -13.8 2.1 5.8 4.0 -79.4 8.4

G 11 2.50 x 6.05 x 2.30 -34.8 5.2 3.8 3.0 -130.5 15.8

0.5 x 2.50 x -2.05 x 2.30 5.9 -0.9 5.8 0.7 34.4 -0.6

G 12 2.50 x 6.05 x 2.30 -34.8 5.2 1.3 3.0 -43.5 15.8G 13 0.5 x 3.50 x 3.50 x 2.30 14.1 -2.1 1.2 4.9 16.4 -10.3

0.00 x 3.50 x 2.30 0.0 0.0 0.0 4.3 0.0 0.0

Jumlah -133.8 20.1 -874.7 89.2

GS 19.47 x 1.30 25.3 ( stilling basin )

b. Tekanan Air

1 Kondisi Debit Rendah

Pias UraianGaya (ton) Lengan (m) Momen (ton.m)V H x y V H

W 1 0.50 x 3.00 x 3.00 4.5 7.5 34.0W 2 1.59 x 5.05 8.0 2.5 20.2W 3 0.50 x 3.45 x 5.05 8.7 3.4 29.3W 4 0.5 x( 3.28 + 3.18 )x 2.00 6.5 12.3 79.2W 5 0.5 x( 3.18 + 1.98 )x 1.00 2.6 10.9 28.2W 6 0.5 x( 1.98 + 1.89 )x 1.75 3.4 9.4 31.8W 7 0.5 x( 1.89 + 1.89 )x 0.00 0.0 8.5 0.0W 8 0.5 x( 1.89 + 1.89 )x 0.00 0.0 8.5 0.0W 9 0.5 x( 1.89 + 3.49 )x 2.00 5.4 7.8 42.2W 10 0.5 x( 3.49 + 3.42 )x 1.50 5.2 5.8 29.8W 11 0.5 x( 3.42 + 5.03 )x 2.50 10.6 5.8 61.6W 12 0.5 x( 5.03 + 4.91 )x 2.50 12.4 1.3 15.5W 13 0.5 x( 3.55 + 0.55 )x 3.00 -6.1 9.2 -56.6W 14 0.50 x 4.50 x 4.50 -10.1 0.5 -5.6

Jumlah 39.8 11.1 231.7 77.9

DISIMP Gorontalo

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2 Kondisi Debit Banjir Rencana

Pias UraianGaya (ton) Lengan (m) Momen (ton.m)V H x y V H

W 1 0.5 x( 2.35 + 5.35 )x 3.00 11.5 7.55 87.2W 2 4.23 x 5.05 21.4 2.52 54.0W 3 0.50 x 3.64 x 5.05 9.2 3.37 31.0W 4 0.5 x( 5.97 + 5.88 )x 2.00 11.8 12.25 145.1W 5 0.5 x( 5.88 + 4.70 )x 1.00 5.3 10.92 57.7W 6 0.5 x( 4.70 + 4.62 )x 1.75 8.2 9.38 76.5W 7 0.5 x( 4.62 + 4.62 )x 0.00 0.0 8.50 0.0W 8 0.5 x( 4.62 + 4.62 )x 0.00 0.0 8.50 0.0W 9 0.5 x( 4.62 + 6.27 )x 2.00 10.9 7.83 85.3W 10 0.5 x( 6.27 + 6.20 )x 1.50 9.4 5.75 53.8W 11 0.5 x( 6.20 + 7.87 )x 2.50 17.6 5.83 102.6W 12 0.5 x( 7.87 + 7.76 )x 2.50 19.5 1.25 24.4W 13 3.55 x 2.35 -8.3 9.48 -79.0W 14 0.5 x( 3.55 + 0.55 )x 3.00 -6.1 9.20 -56.6W 15 0.50 x 2.35 x 1.20 -1.4 7.30 -10.3W 16 0.50 x 4.32 x 4.32 -9.3 1.44 -13.5W 17 4.32 x 0.00 0.0 0.00 0.0W 18 0.5 x( 3.32 + 7.82 )x 4.50 -25.1 1.30 -32.6

Jumlah 57.44 17.03 386.18 139.53

c. Tekanan Tanahf = 26.50 g = 1.65 Ka = 0.38

Ea 0.5 x 0.38 x 0.65 x 9.05 ^2 10.19 3.02 30.75Kp = 2.61

Ep 0.5 x 2.61 x 0.65 x 2.25 ^2 4.30 0.55 2.36

DISIMP Gorontalo

document.xls-04/09/2023 - 11 -

2 Stabilitas Struktur

a. Debit Rendah

- Keamanan terhadap Guling :Mt = -875 tmMg = 232 + 78 + 31 = 340 tmFg = 2.57 > 1.50Mo = Mt + Mg = -534 ton.mH = 11 + 6 = 17 tonV = -134 + 40 = -94 tonL = 13.25 me = L/2 - Mo / V = 0.94 < L/6 2.21 m

- Keamanan terhadap Daya Dukung Tanah :

= 10.10 < 20.83 t/m2

= 4.08 < 20.83 t/m2

- Keamanan terhadap Geser :Koefisien gesekan ( f ) = 0.50 ( kerikil-pasir )Fs = f x V / H = 2.77 > 1.50

b. Gempa

Keamanan terhadap Guling :Mt = -875 + -2 = -877 tmMg = 340 + 89 = 430 tmFg = 2.04 > 1.30Mo = Mt + Mg = -447 ton.mH = 17 + 20 = 37 tone = 1.86 < L/5 = 2.65 m

Keamanan terhadap Daya Dukung Tanah :

= 15.60 < 25.00 t/m2

= 1.11 < 25.00 t/m2

Keamanan terhadap Geser :GS = 25 tonVtot = 94 + 25 = 119 tonFs = f x Vtot / H = 1.61 > 1.30

c. Banjir Rencana

- Mt = -875 tmMg = 386 + 140 + 31 = 556 tmFg = 1.57 > 1.30Mo = Mt + Mg = -318 ton.mH = 17 + 10 = 27 tonV = -134 + 57 = -76 tonL = 13.25 me = L/2 - Mo / V = 2.46 < L/5 2.65 m

Keamanan terhadap Daya Dukung Tanah :

- = 12.17 < 25.00 t/m2

= -0.65 < 25.00 t/m2

- Keamanan terhadap Geser :Fs = f x V / H = 1.40 > 1.30

3 Kesimpulan

Kondisi Angka Keamanan Tekanan Tanah ( T/m2)

Guling Geser

Debit Normala Tanpa gempa 2.57 2.77 10.10 4.08b Gempa 2.04 1.61 15.60 1.11

s1 = V/L x (1+ 6e/L)

s2 = V/L x (1- 6e/L)

s1

s2

s1 = V/L x (1+ 6e/L)

s2 = V/L x (1- 6e/L)

smax smin

DISIMP Gorontalo

document.xls-04/09/2023 - 11 -

Debit Banjir Rencanaa Tanpa gempa 1.57 1.40 12.17 -0.65b Gempa #REF! #REF! #REF! #REF!

d. Erosi Bawah Tanah

s = 4.50 ma = 0.00 mhs = 0.68 m

Fs = s ( 1 + a / s ) / hs = 6.63 > 2.00

e. Tebal Lantai Olakan

Titik L P = 4.91 m ---> tmin == 2.55 meter

L1 P = 4.91 m ---> tmin = 2.55 meterm P = 3.96 m ---> tmin = 1.93 meter

f. Kontrol Q 1000

Pias UraianGaya (ton) Lengan (m) Momen (ton.m)

V H x y V HW 1 0.5 x( 2.98 + 5.98 )x 3.00 13.4 7.5 101.5W 2 4.92 x 5.05 24.9 2.5 62.8W 3 0.50 x 3.68 x 5.05 9.3 3.4 31.3W 4 0.5 x( 6.67 + 6.58 )x 2.00 13.2 12.3 162.2W 5 0.5 x( 6.58 + 5.41 )x 1.00 6.0 10.9 65.4W 6 0.5 x( 5.41 + 5.33 )x 1.75 9.4 9.4 88.1W 7 0.5 x( 5.33 + 5.33 )x 0.00 0.0 8.5 0.0W 8 0.5 x( 5.33 + 5.33 )x 0.00 0.0 8.5 0.0W 9 0.5 x( 5.33 + 6.99 )x 2.00 12.3 7.8 96.5W 10 0.5 x( 6.99 + 6.93 )x 1.50 10.4 5.8 60.0W 11 0.5 x( 6.93 + 8.60 )x 2.50 19.4 5.8 113.2W 12 0.5 x( 8.60 + 8.50 )x 2.50 21.4 1.3 26.7W 13 3.55 x 2.98 -10.6 9.5 -100.2W 14 0.5 x( 3.55 + 0.55 )x 3.00 -6.1 9.2 -56.6W 15 0.50 x 2.98 x 1.20 -1.8 7.3 -13.1W 16 0.50 x 5.08 x 5.08 -12.9 1.4 -18.6

17 5.08 x 0.00 0.0 0.0 0.0W 18 0.5 x( 4.08 x 8.58 )x 4.50 -28.5 1.3 -37.1

Jumlah 60.7 19.1 423.8 158.5

- Keamanan terhadap Guling :Mt = -875 tmMg = 424 + 159 + 31 = 613 tmFg = 1.43 > 1.00Mo = Mt + Mg = -262 ton.mH = 19 + 10 = 29 tonV = -134 + 61 = -73 tonL = 13.25 me = L/2 - Mo / V = 3.04 < L/5 2.65 m

> L/6 2.21 m- Keamanan terhadap Daya Dukung Tanah :

= 2V/ 3(L/2 -e) = 13.59 < 25.00 t/m2

= 0.00 < 25.00 t/m2

- Keamanan terhadap Geser :Koefisien gesekan ( f ) = 0.50 ( kerikil-pasir )Fs = f x V / H = 1.25 > 1.00

1.5 ( P-1 ) / g

s1

s2

DISIMP Gorontalo

document.xls

8. PERENCANAAN RIP-RAP

Kondisi Perencanaan :Q100 = 104 m3/dtBe = 13.39 mq100 = 7.77 m3/dt/mEl. M.a.b = 98.85El. M.a.h = 94.32

98.85 El.A

H= 2.35 h = 4.527

96.50 EL.D 94.32

d3= 3.32

P= 3.00 4.32 El.C 91.00

93.50 89.00 2.00El.B 90.00

7.50 7.50Kedalaman scouring : L = 15.00

Rumus Scholish :T = (4.75/d^0.32) . h^0.2 . q^0.57

d = 100 mmh = El. M.a.b (u/s) - El. M.a.h (d/s)

= 4.527 m

T = 4.73 m, EL = 89.59

Panjang scouring :

Rumus Angerholzer :L = (V1 + (2.g.h)^0.5) * (2P/g)^0.5 + H

H1 = 2.35 mZ = 6.50 mV1 = ( 2.g.1/2.H1 + Z)^0.5

= 5.44 m/dth1 = q/v1

= 1.43 mP = 3.00 mH = 2.35 mL = 11.91 m ---> direncanakan 15.00 m

Rumus Lacey's :

R = 0.47 * (q/f) ^ 1/3 * SFf = 1.76*dm^0.5dm = 1 mmf = 1.76q = 7.77 m3/dt/mSF = 1.50Kedalaman gerusanR = 1.16 m ---> direncanakan 2.00 m

L = 4 * R

DISIMP Gorontalo

document.xls

= 4.63 m ---> direncanakan 15.00 m

Rumus Adachi's :

H1 = (H2/2) ( ((8q^2/(g.H2^3))+1)^0.5 - 1)

H1 = 4.32 m, kedalaman konjugasi di kolam olakH2 = 0.58 m, coba-cobaH1 hit = 4.32 OK

L = 8 * H2= 4.64 m ---> direncanakan 15.00 m

Rumus Bligh's :

L =

=

= 5.50 m (el. Crest - el. M.a.h kondisi kering)q = 7.77 m3/dt/mf = 1.50 angka keamananC = 12 Bligh's coefficient, material pasir kasar

Lb = 64.36 total panjang bendung termasuk lantai apronLa = 35.25

L = 29.11 m ---> direncanakan 15.00 m

Berdasarkan tipe aliran :

V1 = ( 2.g.1/2.H1 + Z)^0.5= 5.44 m/dt

=

=

yu = q/V1= 1.43 m

= 1.45y2 = 2.93 m

L = 3.5 * y2= 10.27 m ---> direncanakan 15.00 m

Lb - la

Lb 0.67 C ( Ha q f)0.5

Ha

y2 / yu 1/2 ((1+8Fru 2)-1)0.5

Fru V1 / (g yu)0.5

Fru

document.xls-04/09/2023

Dimensi Saluran

Ruas : BK.0 - BK.1a

Panjang saluran = 25.00 m

Debit ( Q ) = 0.889

Elevasi dasar saluran :

Hulu saluran = 95.25 m

Hilir saluran = 94.85 m

i = 0.01600

k = 60

m = 0.00

b = 1.00 m

h = 0.34 m

w = 0.60 m

H = h + w = 0.95 m

n = b / h = 2.94

V = 2.61 m/detik

Elevasi Muka Air :

Hulu saluran = 95.59 m

Hilir saluran = 95.19 m

m3/det

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. P. PENGURAS KT.LUMPUR KIRI

z= 0.15 hpintu = 1.20 m. Vs = 1.75 m/det +76.00Weir +96.50 z= 0.10 z = 0.00917 hs = 0.51 m.

+96.35 hn= 0.95 A B k = 40 C H' = -15.96 m. Fr = 0.78 < 1+96.25 In = 0.00020 +96.243 +96.241 z = 0.04085 Lpintu = 1 x 1.0 = 1.0 m.

0.05 Vn = 0.40 +96.209 +96.203 hpintu = 2.49 m. Vs= 1.75 m/det.0.95 hn hf = 0.51 m. ; h = 0.420 m.

+95.25 +95.300 +95.293 +95.291 hn k = 40A +95.260

B +94.784 hs +93.365 +93.365 +93.277 Muka air hilir+93.50 6.32 19.24 17.1 Is = 0.012 hf h +90.807

C +92.857 +92.857 l = 0.0080310.00 160.0 +92.776 +90.387 +90.667

31.4 10 297.4L = 237.74 +69.00 SUNGAI

0.510 OKPintu Intake B = 5.54952

1

1.00 +95.293 1 hn= 0.95

0.80 1.0 b = 4.60 B= 1.95

1.00 +96.209

0.80 Potongan A-A 0.95 +95.260

1.00 1.89 +93.365

B= 1.95 hs= 0.50761 +92.857

1

1 hn +95.291 b = 1.00.508

0.000 +94.784 Potongan C-Cb = 1.0

Potongan B-B 1 1 2 2sambungan

hs

INTAKE KIRI+100.50 Lpintu = 1 x 1.0 = 1.0 m.

H' = 4.50 m. V = 1.372 m/det.qn = 741 L/det. Areal = 375 Ha. hpintu (hp) = 23.73 m. ; z = 0.15 m.Qd = 0.889 m3/det.V = 1.05 m/det. H' = 6.15 m. P. PENGAMBILAN SALURAN KIRILpintu = 1 x 1 = 1.00 m.

z= 0.15 hpintu = 1.20 m. Vs = 1.75 m/det +76.00Weir +96.50 z= 0.10 z = 0.00917 hs = 0.51 m.

+96.35 hn= 0.94952 A B k = 40 C+96.25 In = 0.00020 +96.243 +96.241 z = 0.04085 +96.204 Alat Ukur Ambang Lebar

0.05 Vn = 0.40 +96.209 +96.204 +96.0540.95 hn hp +72.30

+95.25 +95.300 +95.293 +95.291 hn +72.40A +95.260

B +94.784 hs +93.365 +93.365 +93.277 Muka air hilir+93.50 6.32 19.24 17.1 Is = 0.012 +92.857 hf h +90.807

C +92.857 +92.857 l = 0.0080310.00 160.0 +92.776 +90.387 +90.667

0.0 0.0 31.4 10 297.4L = 230.02 +69.00 SUNGAI

0.510 15.926 7.75 ???Pintu Intake B = 6.07

1

1.00 +95.293 1 hn= 1.47

0.80 1.0 b = 4.60 B= 2.47048

1.00 +96.209

0.80 Potongan A-A 1.47 +95.260

1.00 1.895 +93.365

B= 2.47048 hs= 0.50761 +92.857

1

1 hn +95.291 b = 1.00.508

0.000 +94.784 Potongan C-Cb = 1.0

Potongan B-B 3 3 4 4sambungan

hs


E. ANALISA REMBESAN PADA TANGGUL PENUTUP( KONDISI BANJIR )

23.00

MAB 21.15

19.5019.50

16.00 MAN

Cofferdam16.00

14.28

Garis Depresi dasar

h = 21.15 - 16.00 = 5.15 m

= = 10.30 m

= 22.70 m

d = = 25.79 m

Yo = = 0.51 m

Y = ---> Y = 0 mx = Yo / 2 = 0.25 m

Y=h = 5.15 mx=d = 25.79 m

Garis Depresi Terkoreksi

a =c = ---> a =

a c a = 180 030 0.37 c = 0 3.00 m, panjang drainase alas60 0.32 a = 0.25 m90 0.25 = 0.00 m

120 0.18 0.25 m150 0.10180 0

KOORDINAT GARIS REMBESAN

X -2.75 -3.00 -4.62 -6.24 -7.86 -9.49 -11.11 -12.73 -14.35 -15.97 -17.59 -19.21 -20.84 -22.46 -24.08 -25.70

Y 16.00 16.51 17.38 17.89 18.28 18.62 18.92 19.19 19.44 19.67 19.89 20.10 20.29 20.48 20.66 21.15

DEBIT REMBESAN

q = k .i. Yo m3/detik.m' L = 23.53

b = 40 m I = 0.22

k (cm/dt) 1.00E-03 1.00E-04 1.00E-05 1.00E-06 1.00E-074.46E-05 4.46E-06 4.46E-07 4.46E-08 4.46E-09

V (m/dt) #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

L1 m1.h

L2

L2 + 0,3 L1

( h2 + d2 )0.5 - d

2.Yo.x + Yo2

Yo / ( 1 - cos a ) - DaDa / ( a + Da ) Yo / ( 1 - cos a ) . ( 1 -c )

Da a + Da =

Q (m3/dt)

M


D Jembatan Gantung

1.00 m1.75 m 1.50 m1 Rangka Kayu

Kayu Klas I : s = 2/3 x 150 = 100 kg/cm2( tidak terlindung) t = 2/3 x 20 = 13 kg/cm2

g = 1.0 t/m3

a. Balok Memanjang : 5 / 7

G = 0.05 x 0.07 x 1 = 0.0035 t/m'

Wx = 1/6 x 5 7 = 40.83 cm3A = 5 x 7 = 35.00 cm2

1) BebanBeban hidup : 0.5 x 0.200 = 0.100 t/m'Lantai : 0.5 x 0.04 x 1 = 0.020 t/m'Balok : = 0.004 t/m'

q = 0.124 t/m'

2) Tegangan Lentur

M = 1/8 x 0.124 x 1.50 = 0.035 tms = M / Wx = 85.06 kg/cm2 < 100

3) Tegangan geserD = 0.124 x 1.5 = 0.185 tont = 8D / 7A = 6.0 kg/cm2 < 13

b. Balok Melintang : 8 / 12

G = 0.08 x 0.12 x 1 = 0.0096 t/m'

Wx = 1/6 x 8 12 = 192.00 cm3A = 8 x 12 = 96.00 cm2

1) Beban

P1 = 0.185 tonP2 = 0.108 ton

1.75 R = 0.212 ton

2

2

2

1.00 m1.75 m

1.50 m

1.75

R RP2 P1 P3


Mmax = 0.125 tm1.75

2.25


2) Tegangan Lenturs = M / Wx = 65.137 kg/cm2 < 100

3) Tegangan geserD = 0.21 ton

t = 8D/7A = 2.52 kg/cm2 < 13

2 Besi Penggantung

Besi beton : f 16U-24 : = 1400 kg/cm2

N = 0.21 tons = 105.3 < 1400 ok

3 Kabel Baja

a. Beban

Bentang (L1) = 60.00 mJarak tiang (L2) = 60.00 + 2 x 0.25 = 60.50 m

Tinggi tiang = 6.00 m

a

f = 5.25 m

h = 0.75 m

1.50

q = 0.212 / 1.50 = 0.1412 t/m' - per sisi

V = = 4.236 ton

Mmax = = 64.599 tmf = 5.25 m

H = M / f = 12.30 ton

= = 0.347 = 19.14 0T = = 13.02 ton

b. Diameter kabel

Kekuatan batas = 8300 kg/cm2 , SF = 3

( Class 6x19 - IWRC) = 2767 kg/cm2

A perlu == 4.71 cm2

### f = 25 mm

sa

q.L1 / 2

1/2 V.L2 - 1/8 q L12

tg a 4f / L2 ----->aH / cos a

skabel

T / skabel

T

H

S

T

S

Hb

L1

L2


As = 4.91 > 4.71


c. Lendutan

Es =n = f / L = 0.0868

Pertambahan panjang kabel : == 0.08 m

Lendutan kabel : == 0.18 m

d. Koordinat kabel :

y =h = 0.75 m

Titik x (m) y (m) t = f - y + h…Besi penggantung.(m)1 0.25 0.09 5.912 1.75 0.59 5.413 3.25 1.07 4.934 4.75 1.52 4.485 6.25 1.95 4.056 7.75 2.35 3.657 9.25 2.72 3.288 10.75 3.07 2.939 12.25 3.39 2.61

10 13.75 3.69 2.3111 15.25 3.96 2.0412 16.75 4.20 1.8013 18.25 4.42 1.5814 19.75 4.62 1.3815 21.25 4.79 1.2116 22.75 4.93 1.0717 24.25 5.04 0.9618 25.75 5.13 0.8719 27.25 5.20 0.8020 28.75 5.24 0.7621 30.25 5.25 0.75

e. Gaya Normal Tiang

b = 30

== 22.75 ton

4 Angker Blok Beton

Gaya tarik ( S ) == 28.42 ton

a. Diameter angker : 2 f 40 = 25.14 cm2s = 1130 < 1400 kg/cm2

2x1010

DL H.L . ( 1+16n2/3 ) / ( Es.As)

Df DL / (16n( 5-24n2) /15 )

4 f L ( L - x ) x / L2

o

Vtotal 2 x ( T sina + H tg b )

2 H / cos b


Baja U 24


b. Dimensi Blok Beton b

B = 5.00 mH b = 1.00 m

h H = 2.50 mh = 1.00 m

1.50 D = 2.25 mT = 3.00 m

T B = 2.30Volume = 28.50 m3

c. Stabilitas

Data tanah :

c = 3.30

f = 12.00 derajat

= 1.74Kp = 1.52

Gaya Aksi pada angker blok:H = -24.61 tonV = 14.21 ton

Gaya Tahan pada angker blok :Berat beton = -86.25 + 20.70 = -65.55 ton

Tekanan tanah pasif ( Pp ) = 20.15 ton

1). Kondisi Normal

- Kontrol terhadap gulingM aksi = -24.61 x 2.75 = -67.68 tm

M tahan = 139.73 + 15.11 = 154.84 tmMtot = 87.16 tm

Vtot = 65.55 - 14.21 = 51.34 ton

e = L / 2 - Mtot / Vtot < L / 6= 0.80 m < 0.83 m

- Kontrol terhadap daya dukung tanah= Vtot / A (1+ 6e /B ) < 15.00 t/m2= 6.72 t/m2

- Kontrol terhadap geserf = = 0.21

Fg = f .Vtot10.91 ton

gc ton/m3

ton/m2

gm ton/m3

smax

tangen f


Sf = (Fg + c. A + Pp) / H= 3.27 > 1.50


2). Kondisi Gempa- Kontrol terhadap guling

Koef. Gempa = 0.146

Htot = -24.61 + -9.5703 = -34.18 tonVtot = 51.34 ton

M aksi = -67.675 + -11.963 = -79.64 tmM tahan = 154.84 tm

Mtot = 75.20 tm

e = L/2 - Mtot / Vtot < L / 4= 1.04 m < 1.25 m

- Kontrol terhadap daya dukung tanah= Vtot / A (1+ 6e /B ) < 20.00 t/m2= 7.68 t/m2

- Kontrol terhadap geser

Sf = (Fg + c. A + Pp) / H= 2.36 > 1.30

smax

Yo =Yo = q / k --->h = 3

d Yo d+Yo/20.00 3.00 1.501.00 2.16 2.082.00 1.61 2.803.00 1.24 3.624.00 1.00 4.505.00 0.83 5.426.00 0.71 6.357.00 0.62 7.318.00 0.54 8.279.00 0.49 9.24

10.00 0.44 10.22

( h2 + d2)0.50 - d

weir design

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