[ 2 ] perhitungan bab 3

7/24/2019 [ 2 ] Perhitungan Bab 3

1/61

KETERANGAN = tidak perlu dirubah

= sesuai data

= sesuai pilihan dari interpolasi yang mendekati

= tentukan sendiri

1 Lebar dasar sungai pada lokasi bendung = 25 m

2 Tinggi/eleasi dasar sungai pada dasar bendung = 100 m

! Tinggi/eleasi sa"ah bagian hilir tertinggi dan ter#auh = 102 m

$ Tinggi/eleasi muka tanah pada tepi sungai = 104 m% = 200 m /dt

& Kemiringan/slope dasar sungai = 0.003

' = 1.65 kg/(m

) Koe*isien pengaliran +(, akibat (urah hu#an = 0.5

- = 2 m /dt

b= 25 m

.= 1.6

= 0.0030

0AGAN ERKRAAN TNGG AR +d!, A34E5 6ATER 5ET7 +m,

2.3110 2.3120 2.3130 2.314

&!811%' &!81$%! 63.1750 &!829$&

5ebit ban#ir ren(ana +:d,

Tegangan tanah dasar yang dii;inkan + = $98)2&1 $98)!92 40.8344 $98)!)%

!81&!% !81&$$ 3.1653 !81&&2

1--8&&!$ 1--8)1%2 199.9670 299811))

!= 3.1653

d!= 2.3130

g= 9.81 m /dt

?r = = 98&&$$-!''

0n = b d! = 2'8!1!9 m

0 = &/% 0n = 1@2 0n = !28''%& m

= = !82''%& m

n = = = 18&!)') 2 buah

!= >

: = A 8 !

b2+1/2 d!, =

b1

2

A

,R

.=1+

)'

/8R

!8dg

V

2

19

0

1 b


3/61

b1 = = = 18&!- m

t = 1.5 m

= LB = 0 C b C t 9@)98 b

= 0 C t C 9@298 b = 2-812 m

Eleasi sa"ah yang tertinggi dan ter#auh = 192 m

Ketinggian air di sa"ah = 981 m

Kehilangan tekanan dari tersier ke sa"ah = 981 m

Kehilangan tekanan dari sekunder ke tersier = 981 m

Kehilangan tekanan dari primer ke sekunder = 981 m

Kehilangan tekanan akibat kemiringan saluran = 98! m

Kehilangan tekanan pada alatDalat ukur = 98$ m

Kehilangan tekanan dari sungai ke primer = 982 m

Kehilangan tekanan karena eksploitasi = 981 m

Kehilangan tekanan karena bangunan D bangunan = 982% m

Eleasi dasar sungai pada dasar bendung +, F34LA7 = 19!8&% mEleasi dasar sungai pada dasar bendung +y, = 199 m

Tinggi 4er(u 0endung + , = C y = !8&% m

= Dy = 3.65 m

7e = 2 m

0e**

2

2

1b


4/61

d! = 2.3130 m

0e** = 29.12 m

= 18)2% +lihat pada gra*ik 5>D12, >1 =

= !8!!'9 m

= 28)2 +lihat pada gra*ik 5>D1!, >2 =

= 18&&)% +lihat pada gra*ik 5>D1!, >! =

> = >1 >2 >!

> = 2.145

7e = = 281'2 m

= !8292

= 299 m /dt

hd = 7e C d!

7e!/2

= m!/2

: = > 8 0e**

8 7e2/!

ef

d

C

Q

0E

!

2

e*0E>

dQ

He

P

He

dhd!

+

He

hd

!


5/61

0agianTinggi perkiraan 7e +m,

2.01 2.02 2.03 2.03

299 299 299 200

/7e 18)1%-29!-) 18)9&- 18'-)9 1.7980

!8!$'9 !8!%'9 !8!&'9 3.3670

28)1%-29!-) 28)9&- 28'-)9 2.7980

hd/7e 18&&%1'$12-$ 18&&1- 18&%)& 1.6586

281$' 281$ 281$1 2.141

1 1 1 1

1 1 1 1

281$' 281$ 281$1 2.141

2-812 2-812 2-812 29.12

7eB = 281'11 281'%) 281'%1 2.1751

He He

7e = 2.03 m

= 3.65 m0e** = 29.12 m

0agian2.03 0.035 0.059 0.0766

:d

hd = 7e C d!

+hd d!,/7e

>1

>2

>!

> = >1 >

2 >

!

0e**

Tinggi perkiraan h9

+m,

!

2

ef

d

BxC

Q


6/61

9 18--% 18-'1 1.9534

!8&% %8&$% %8&21 5.6034

19&82))! 1&$8!)2- 1&!8&)$9 163.1715

18))1' 1821&' 18221- 1.2257

981)9% 989'%$ 989'&1 0.0766

hv0 hv

h9=hH= 0.0766

7= 1.9534

d9= 5.6034

A= 163.1715

9= 1.2257

I = = = &8)&)1

= = 18&)'-

= = $89&-1

7 = 7e C h9

d9= 7

A = 0e**

8 d9

9= :

d/A

hB=

d(

(

g

v

2

2

9

JL

Q

efB

Q

( ) !1

2

g

q

(d

I

2


7/61

= = 98)$!-

= d( h( = &81)1)

E(= 6.1818

0agian

10 10.645 10.55 10.408

98&)&) 98&$%2 98&%19 0.6599

%89-&) %8''%% %8&'2- 5.5212

%8')!' &8$29' &8!2!- 6.1811

E1EC1 = 10.408

= 0.6599

= 5.5212

= E(= 6.1811

h(

E(

erkiraan ke(epatan + 1,

d1=

h1

=

E1= d

1 h

1

d1

h1

E1

g

c

2

1v

q

g

v

2

2

1


8/61

?r = = $89-9'

= = !8%91)

= = 18-&1!

= = 981-&1

= d2 h2 = !8&-'-

! = 3.1653

d! = 2.3130

= = 98%19'

d2

2

h2

E2

h!

1

1

d8g

v

( )[ ]1D)12

21 Frd

+

2d

q

( )

g

v

2

2

2

( )v 2!


9/61

= d! h! = 28)2!'

h = !82-9$

d = 300

T = = 28-1!)

L = = 1&82'21

Ele8 dasar sungai = = 1998999 mEle8 muka air normal +4AN, = Ele8 dasar sungai = 19!8&%9 m

Ele8 muka air ban#ir +4A0, = Ele8 dasar sungai d9 = 19%8&9! m

Ele8 energi kritis = Ele8 dasar sungai E( = 19&81)2 m

Ele8 energi di hilir bendung = Ele8 dasar sungai E! = 1928)2$ m

Ele8 dasar kolam olakan = Ele8 dasar sungai D +TDd!, = --8!-- m

Ele8 sungai maksimum di hilir = Ele8 dasar sungai d! = 1928!1! m

E!

= d9C d

!

yHkx nn 88 ,1+ =

g

9@%'9@2

!2@9I8h8

'%@$

d

( ) Hg

PHgv +

+

28821


10/61

EREN>ANAAN 4ER>3

7= 1.9534

= 3.65

/7 = 1.8685

Type /7 KemiringanA 9@$9 11

0 9@$9 C 1@99 !2

> 1@99 C 1@%9 !1

D > 1,50 Vertikal

Type A

= 9811- 7 = 982!2$%$&

= 1811- 7 = 281)%)%$&

= 98$% 7 = 98)'-9!

= 18$% 7 = 28)!2$!

Type 0

= 9811% 7 = 9822$&$1

= 9821$ 7 = 98$1)92'&

= 98$) 7 = 98-!'&!2

= 9822 7 = 98$2-'$)

Type >

M9

M1

R9

R1

M9

M1

R9

R1


11/61

= 981!- 7 = 982'1%22&

= 982!' 7 = 98$&2-%%)

= 98%) 7 = 181!2-'2

= 9821 7 = 98$1921$

T!e D

" 0.175 # H " 0.342

" 0.282 # H " 0.551" 0.5 # H " 0.977

" 0.2 # H " 0.391

Kemiringan permukaan k n

11 18)'! 18''&

!2 18-!- 18)19!1 18-!& 18)!&

Vertikal 2.000 1.850

k= 2.000

n= 1.850

M9

M1

R9

R1

$0

$1

%0

%1


12/61

= !8%!! y

= 982)! n

+1 1, kemiringan garis lurus

98%2!&+nD1,

(= 281$19 y(=

+nD1, = k 7+nD1, / n 18-199

Eleasi muka air normal = 103.65

,1n+7k

nEy

=

1=dx

dy

1,1n+7k

,1n+En

dE

dy=

=

,1n+

n

,1n+7kE

=

,1n+7k

nEy

=

,1n+7k

nEy

=


13/61

Eleasi dasar kolam olakan = 99.399

NTEROAL 982

+m, y +m, Eleasi +m,

9 9 19!8&%9

982 9891$$ 19!8&!&

98$ 989%29 19!8%-)

98& 981199 19!8%$998) 981)'! 19!8$&!

1 982)!9 19!8!&'

182 98!-&% 19!82%!

18$ 98%2'$ 19!812!

18$999) 98%2'$ 19!812!

18$999- 98%2'% 19!812!

2.1410 1.1573 102.493

&' '

(a)ia* Hilir +!illa -e*)a* e/iri*)a* 11


14/61

=1

Ele8 dasar kolam olakan = 99.399

NTEROAL 982 +m, y +m, Eleasi +m,

9 9 102.493

982 982 19282-!

98$ 98$ 19289-!

98& 98& 1918)-!

98) 98) 1918&-!

1 1 1918$-!

182 182 19182-!

18$ 18$ 19189-!

18& 18& 1998)-!

18) 18) 1998&-!

2 2 1998$-!

282 282 19982-!

28$ 28$ 19989-!

28& 28& --8)-!

28) 28) --8&-!

! ! --8$-!

!82 !82 --82-!

!8$ !8$ --89-!

tgn o$%=

xytgnx

y=== 1


15/61

!8& !8& -)8)-!

!8) !8) -)8&-!

$ $ -)8$-!

$82 $82 -)82-!

$8$ $8$ -)89-!

$8& $8& -'8)-!

$8) $8) -'8&-!

% % -'8$-!

%82 %82 -'82-!%8$ %8$ -'89-!

%8& %8& -&8)-!

%8) %8) -&8&-!

& & -&8$-!

3.094 3.094 99.399 eleasi dasar kolam olakan

eleasi dasar kolam olakan D1928$-! "

"

"

"

"

"

"

"

"

"


16/61

P7 = "

"

( = 5

"

"

' '

P7 ab = 28% % 98%

P7 b( = 18% % 98!P7 (d = 1 % 982

P7 de = 18% % 98!

P7 e* = 1 % 982

P7 *g = 18% % 98!

P7 gh = 1 % 982

P7 hi = 1 % 982

P7 i# = 18% % 98!

P7 = 28%

L = 28% & % 128%

?aktor keamanan +29Q, = 982 128% 28%

= 128% 28% 1%

18%

18%

Ltotal

an#ang hori;ontal + Lh

,

c

L


17/61

18%

2

2

1

289

1

2

18!

total = 1%8)

28%

1

1 2-8$99

1

18%

1

1

11

1

18&

total = 1!8&99

an#ang ertikal + L,


18/61

an#ang Total >reep Line + L , = =

>ek H.'

H.'

2-8$99 128% SK

=

>( = 5

= !82-9$

" >( 8 7b 1&8$%2

>ek

1&8$%2 2-8$99 SK

=

Lh L

7b= 7 C d

!


19/61

= 3

-8)'12

=

1)8)&'

>ek

1&8$%2 1)8)&' SK

28!1!9 198$9)

!81&%! 98&%--

2-812 %8%212

!8&% &81)11

7e 289! !8%91)

989'&& 18-&1!

>"

" C. H

:

Ld

=L L

h

-

-

d!

1

!

d1

LB=0e**

h1

E1

d2

h9

2

!

1


20/61

%8&9!$ 981-&1

7 18-%!$ !8&-'-

1822%' T 28-1!)

18&)'- L 1&82'21

$89&-1 98%19'

98)$!- 28)2!'

&81)1) L 2-8$99

d9

h2

E2

9

d(

(

h!

h(

E!

E(


21/61


22/61


23/61


24/61

upstream *a(e

2 ! 1 ! *a(e ertikal

7 O 7 O 7 O

0 0 2.145

0 0 1

0 0 1

= 9 9 281$%


25/61


26/61


27/61


28/61


29/61


30/61


31/61


32/61

181%'!


33/61


34/61


35/61


36/61


37/61


38/61


39/61


40/61


41/61

Tabel Tekanan Air normal

Bagian b h berat (ton)

V H

Pa1 3.85 3.85 1 7.411

Pa2 0.21 3.85 1

jumlah 7.411

Tabel Tekanan Air Banjir


V H

Pf1 3.85 3.85 1 7.411

Pf2 1.25 3.85 1 7.411

Pf3 0.!303 0.!303 1 0.1

Pf4 0.!303 0.!303 1 "0.1

Pf5

Pf!

jumlah 0.1 14.!24

Tabel Tekanan Lumpur


V H

P#1 3.85 3.85 0.! 1.481

P#2

jumlah 1.481

Tabel Tekanan Berat Sendiri Bendung

$egmen b h berat (ton) len

%

&1 0.800 1.028 2.2 1.8100 5.!500&2 0.73 3.18 2.2 5.177 5.!14

&3 3.47! 1.250 2.2 .558 4.!250

&4 2.000 3.500 2.2 15.4000 3.0000

&5 2.000 3.000 2.2 13.2000 1.0000

&! 1.8 0.3! 2.2 1.153 5.2430

&7 2.000 1.7! 2.2 5.771 3.2500

&8 2.000 2.000 2.2 4.4000 1.3330

jumlah 5!.518!

Tabel Gaya Angkat Akibat Air Normal

'iti H% (m) #% (m)*lift +

H V

a 4.!284 37.030 0.1040 0.7784

3.0000

b 7.!284 34.030 0.1040 3.52

2.0000 7.4353

, 7.!284 32.030 0.1040 3.83!0

1.5000

% (t-m2)


42/61

!.1284 30.530 0.1040 2.513!

2.0000 5.2!41

e !.1284 28.530 0.1040 2.7504

2.0000

f 4.1284 2!.530 0.1040 0.872

1.2500 1.32!!

g 4.1284 25.280 0.1040 1.1352

0.7500

h 4.8784 24.530 0.1040 1.740

0.8000 1.!171

i 4.8784 23.730 0.1040 2.0!88

0.4000

j 4.4784 23.330 0.1040 1.71!1

/#H 15.!431

Tabel Gaya Angkat Akibat Air Banjir

'iti H% (m) #% (m)*lift +

H V

a !.2014 37.030 0.14!4 0.778

3.0000

b .2014 34.030 0.14!4 4.218

2.0000 8.7284

, .2014 32.030 0.14!4 4.511

1.5000

7.7014 30.530 0.14!4 3.230

2.0000 !.7535

e 7.7014 28.530 0.14!4 3.5232.0000

f 5.7014 2!.530 0.14!4 1.81!

1.2500 2.384!

g 5.7014 25.280 0.14!4 1.

0.7500

h !.4514 24.530 0.14!4 2.85

0.8000 2.3341

i !.4514 23.730 0.14!4 2.7!

0.4000

j !.0514 23.330 0.14!4 2.!35

/#H 20.2005

Akumulasi Beban - Beban Pada Bendung

o eterangan aa (t) omen ( t m)

Vertial Hori$ontal r o

1 2 3 4 5 !

'eanan ir

a ir ormal 7.411 37.514

% (t-m2)


43/61

b ir Banjir 0.1 14.!24 0.042 7.145

, 'eanan #um*ur 1.481 7.45

Berat 6eniri Benung 5!.51 " 173.805 211.41

aa em*a

e em*a Hori$ontal " 5.!52 21.142 21.142

f em*a Vertial 2.82! " 8.!0 8.!0

aa ngatg ir ormal 7.822 8.45 4.105 18.215

h ir Banjir 10.100 10.72 4.!3 25.330

'an*a em*a

Air Normal :

17.387

V 48.!7

r 177.10

o !3.224

terhaa* guling

6+ 2.81384273

terhaa* $liing

6+ 1.!05743783

eaaan Banjir

2!.8!

V 4!.!17

r 178.53o 111.70

terhaa* guling

6+ 1.5452!!7

terhaa* $liing

6+ 1.21324431

normal

a 2.355100350!e 0.!!8!44

U ma 13.3!!34384 9 18

: min 2.7015750337

banjir

a 1.42800230!

H

; 1.5

; 1.2

H

; 1.5

; 1.2


44/61

e 1.5!7!31

U ma 1.081!071 9 18: min "4.48341751


45/61

lengan momen

% r o

5.0!2 37.514

4.8

37.514

lengan momen

% r o

5.0!2 37.514

5.703 42.2!

0.210 0.042

3.210 "0.!38

0.042 7.145

lengan momen

% r o

5.0!2 7.45

7.45

gan momen

r o

3.2!42 10.22!4 5.0815.3773 2.2082 27.48

5.2381 44.2142 50.0753

3.2500 4!.2000 50.0500

1.5000 13.2000 1.8000

7.124! !.0500 8.2213 *arabola

5.7410 18.8407 33.2814 *arabola

3.!!!7 5.8!52 1!.1335 $egitiga

173.8047 211.414

or,e (t) #engan (m) omen

H % r o

!.5!!5 1.1778 7.7341

0.510! 3.7!!

4.7!23 0.!7 3.3238


46/61

2.0150 10.!071

3.7377 1.1572 4.3254

3.885 5.157

1.1!!0 0.4087 0.47!5!35

5.!031 .0!10

0.7570 0.20!2 0.15!1

1!.84 8.210! 3!.42!

or,e (t) #engan (m) omen

H % r o

7.442 1.1558 8.!!18

0.5112 4.4!18

5.8057 0.7087 4.1142

2.0145 13.!047

5.333 1.10!! 5.084

3.8850 .2!40

1.8218 0.371 0.7235

5.!027 13.0771

1.1222 0.2041 0.220

21.5833 .3853 50.!51


47/61

B = !.0500

B-2 3.025


48/61

terhaa* $liing

6+ 2.07434805

ir ormal 'an*a *lift Pre$$ure

8.82

V 5.345

r 182.45

o 53.!

terhaa* guling

6+ 3.38482413

terhaa* $liing

6+ 4.!7173175

18 23.4

berat iijinan g-,m berat =1.3

PENTNG!!

; 1.2

H

; 1.5

; 1.2


49/61

Pa2 tia i*aai B? @

BH 6A6>


50/61

tan*a gem*a (banjir)

guling 91.5 $liing 91.2 0.850

1.5452!!7 1.21324431

gem*a horiontal (normal) 1.1572

guling 91.5 $liing 91.2

2.3540084!5 1.47!031078 0.!105

gem*a horiontal (banjir)

guling 91.5 $liing 91.2 0.4087

1.50002335 1.0025735!01

gem*a Eertial (normal) 0.3!


2.47010030 2.07434805 0.20!2

gem*a Eertial (banjir)


1.551707703 1.28!77383

ambil ari bab 2

mua air banjir

155.423 153.85

1.1558

0.888

0.7087

0.855

1.10!!

0.!150

0.371

0.373

0.2041

%


51/61


52/61

terhaa* $liing

6+ 1.28!77383

ir Banjir 'an*a *lift Pre$$ure

1!.105

V 5.543

r 182.537

o 5.331

terhaa* guling

6+ 1.1477452

terhaa* $liing

6+ 2.588004037

; 1.2

H

; 1.5

; 1.2


53/61

S " A#BL $ATA $A% BAB &

H = 0.1040

P7 ab = !89999P7 b( = 289999

ab P7 (d = 18%999

P7 de = 289999

b, P7 e* = 289999

P7 *g = 182%99

, P7 gh = 98'%99

an#ang hori;ontal + Lh ,


54/61

P7 hi = 98)999

e P7 i# = 98$999

ef

fg

gh

hi

ij

bea eleEa$i H

'()*+ 0.14!4

ab

b,

,

e

ef

fg

gh

hi

ij

an#ang ertikal + L,


55/61

normal u*lift banjir u*lift

a 2.355100351 a 1.42800230!

e 0.!!8!4 e 1.5!7!31

U ma 13.3!!3438 U ma 1.081!070!: min 2.701575034 : min "4.483417514

normal non u*lift banjir non u*lift

a 2.278824458 a 1.5375580388

e 0.74!175542 e 1.487441!12

U ma 1!.2550245 U ma 23.20313437: min 2.428817258 : min "4.4544054828

normal u*lift banjir u*lifta 2.2252752 a 1.34!3842248

e 0.7072048 e 1.!78!157752

U ma 15.2!5018! U ma 21.777300217: min 1.7!738223 : min "5.4325338!1


56/61

normal non u*lift banjir non u*lift

a 2.17030007 a 1.4!4585245

e 0.854!03 e 1.5!0414755

U ma 18.1234017 U ma 25.072277148: min 1.44!25148 : min "5.38857533


57/61

= 22

182%

98)

28%

!

!


58/61

!82

total = 1'8'%

!899

18%9

2899

98'%

98$9

28%9

28%9

!899

!8&!

total = 1-82)


59/61

9 23.4

9 23.4

9 23.4


60/61

9 23.4


61/61

Tabel Perkiraan Tinggi Aliran ,ritis ./ 0

b !.8 m

m 1

g .81 m-t2

I 3 m3-t

0agian 9821- 98229 98221

+bm8V(,8V( 18%!' 18%$$ 18%%2

g++bm8V(,8V(,! !%8&!1 !&81!' !&8&$'

9@%&2%:2+b28m8V(, !&8&$2 !&8&%! !&8&&!

?r 98-'2 98-)& 18999

[ 2 ] perhitungan bab 3

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