perhit stabilitas

7/25/2019 PERHIT stabilitas

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PERHITUNGAN STABILITAS TANGGUL DIPERKUAT D

Standard Specifkation Geotextile ;

Ultimate Tensile Strength (T ) 4 : 42 KN/m

Thickness : 0.90 mm

Mass Per Unit Area

Data Tanah

erat !enis tanah asli

erat !enis tanah "en#

K$hesi% ( c )Tinggi Tangg#l ( & ) : '.00 m

Perhit#ngan :

Stailitas *alam

"arak S+asi ( S )

*alam Analisa ini ,iangga+ erlak# Ka

Ka - - 0.242- 0.1

T #lt - K#at Tarik ahan - 4.20 t/m T all - 4320/'.0

No Ka Z(m)

0.1 . '. 4.91 2.2 0.1 . ' 4.02491 2.

' 0.1 . 2. '.411' 2.

4 0.1 . 2.2 2.92 2.

0.1 . 0.1 .0''21 2.

0.1 . 0. 0.01' 2.

Data Tanah Saluran Induk SNo. Hole No. Specifc it Wei

Depth Sim!ol

Gra"it# Wet

($)

() (2) (4) () ()

. STA565TAS *A6AM "n#hitun# $arak S%a&i ' S (

: 22.00 g/m2

(, ) : .020 t/m'

(sat) : .0 t/m'

erat !enis air (7 ) : .000 t/m'

S#,#t geser ,alam (8) 4

: 3 t/m2

sin 4

ht -Ka . sat. : h; - Ka . ;

h -ht


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. SS>. ' .00 .00 >& 2.00 .0

4


3/64

NGAN GEOTEXTILE WOVEN

-.400 t/m

S (m )

.19 .4 0.22491.19 .4 0.2'41214

.19 .4 0.20029

.19 .4 0.211199

.19 .4 0.44990

.19 .4 0.4'2404

dor!ot Kadar *olo%

** +* +, pa%ir -#akan

Dr# -ir //

(0) (0) (0) (0) (0) (0)

() (1) (0) (9)

h (t&m ) T (t& m)

r&cm'


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.2' 04 '' ' 1

9

1

4

'

2

L

L

Lr

; t/m2

'.00 m


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%trenth

cla#

12

(0) kpa Deree

() ()

3o


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4' 4

' S a /.4/ m

S a /.5/ m

5 S a /.'/ m


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)* "nntukan Pan!an# Gotk&tit ' L (

*ia

6r -

( '.0 ) (0.1 )

6 - Pan!ang Pen!angkaran - 6e < 6r

Ta!el +erhit2nan +an6an lipatan ( *e )

*api% Kedalaman Spa%i Ka h

No. Z(m) S(m)

9 0. 0. 0.4 0.949 .1 2. 2.2149

1 0. 0.4 .9291 .1 2. 2.191

. 0. 0.4 .194 .1 2. '.444

.9 0.4 0.4 2.22 .1 2. '.92

2.' 0.4 0.4 2.4'14 .1 2. 4.42114

4 2. 0.' 0.4 '.041 .1 2. 4.141

' 2.9 0.' 0.4 '.4942 .1 2. .4442

2 '.2 0.' 0.4 '.1' .1 2. .02'

'. 0.' 0.4 4.4' .1 2. .104'

+* "nntukan Pan!an# O,rla% 'Lo (

Tael Perhit#ngan Pan!ang ?@erla+ 6$

*api% Kedalaman Spa%i Ka

No. Z (m ) S( m ) (t&m') (t&m') (t&m) (t&m')9 0. 0. 0. 0.'91 .2 2. 2.041

1 0. 0. .09 .2 2. 2.04

. 0. 0. .9 .2 2. '.44

.9 0.4 0. 2.04' .2 2. '.4'

2.' 0.4 0. 2.41'' .2 2. 4.001'

4 2. 0.' 0. 2.1022 .2 2. 4.''222

' 2.9 0.' 0. '.'' .2 2. 4.'

2 '.2 0.' 0. '.404 .2 2. 4.91004

'. 0.' 0. '.19 .2 2. .'0'9

- 0.10 = 4 - 32

*e 7 S .

h . 8 S9 ) & . ( 1 :

. Z . Tan

)

( & ) tan (4 8/2)

ht h

( t&m') ( t&m') ( t&m) ( t&m')

*o 7 S9 . h. S & 5.. Z tan

ht h h


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1 S9 lx l *e7x *e min *r *

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

. . 0.'1 .' .41299 .9 0.4424'9 0 2.'4' 2.'4'

. . 0.'1 .' .101 .11 0.0 .92 2.92

. . 0.'1 .' 2.2140 2.02 0.111 .2 2.2

. . 0.'1 .' 2.0414 2.142 0.4'1 .249 2.249

. . 0.'1 .' 2.'0'004 2.'094 0.491 0.9' .9'

. . 0.'1 .' .11'2 2.441 0.'19 0.0' .0'

. . 0.'1 .' 2.004 2.2022 0.'910' 0.41 .41

. . 0.'1 .' 2.4919 2.2 0.40142 0.2'4 .2'4

. . 0.'1 .' 2.211 2.'' 0.4140' 0

1 S9 n lx l# *o

(t&m') (t&m') ( m ). . 0.44 .' 4 .'42 0.112 .2

. . 0.44 .' 4 .9'0 .4 0.991

. . 0.44 .' 4 2.04'9 2.4 0.2

. . 0.44 .' 4 .194 '.' 0.49

. . 0.44 .' 4 2.014'2 4.02 0.'

. . 0.44 .' 4 .19 4.14 0.'14

. . 0.44 .' 4 .119 . 0.'

. . 0.44 .' 4 .94222 .441 0.'44

. . 0.44 .' 4 2.014 .4 0.''

t tan

( t&m')

t tan


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; t/m2


31/64

mer#+akan tem+at ke,#,#kan ,ari titiktitik ke,#,#kan +#sat lingk

2) Stailitas 6ereng Tangg#l

C

B

A

A 4,5 H D

H


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T-A>* +>@H,TUNG-N ST-A,*,T-S *>@>NG D>NG-N

%emen - (m) ! W

(ton)

0.'9' .4 0.499'2

2 0.1 .4 .42214

' 0.9'9 .4 .401

4 0.11' .4 .44''2

0.2 .4 .194

0.41 .4 0.144

0.2 .4 0.2101

.'C'4I

+>@H,TUNG-N ST-A,*,T-S K?NST@UKS, T,-NG TU@-+ A-=-

Tangg#l kananSr.2S6n.

( t&m')

=FS

FS=


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Pa

P+.(/',). - Pa(/'&)

, - 0.0' &, - 0.0'(.@,KS--N K?NST@UKS, TU@-+ A-=- SS+ T+> ,,

*ari hasil +erhit.,iatas ,i+akai : &-9.00m ,an ,- .00m

No Ga#aBGa#a HoriJontal Tekanan tanah *enan Thd -

(Ton) (ton) (m)

Pa '9.0 '

2 P+ 0.2 2

=nmlah BCC./4

/2&2 /2,2

.'92.,2./', - 0.412&2./'&

0.44 ,'- 0. &'

Pa- /2 . .4 . 92. 0.11-'9.0 t

P+-/2 . .4 . 2. .91-0.2 t

*irencanakan T#ra+ a!a SSP TF+e 55 *engan ST-200 kg/cm2

2

m00.9


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( )-400 mm

( h )-00mm

( t )-0.mm

S9 7 I5/ cm' I/5.L cm

Pa,a ang#nan Sa,a+ Kh. 9 ,an Sal#ran Sek#n,er

+>$>@,KS--N ST-A,*,T-S A>T?N +@>1-ST F UBD,T1

*ata hasil PenFeli,ikan Tanah

erat "enis 5si Tanah (g) - .4 t/m'

K$hesi tanah (>) - 0.1 t/m2

ean Mati +ermeter6antai - 0.0=0.1=2.4 -0.4 t

*in,ing kiri - 0.0=.0=2.4 - 0.10 t

P$er+lat - 0.0=0.94=2.4 -0.22 t

6t ker!a/0 - 0.0=0.94=2.2 - 0.0' t

ean &i,#+ +ermeter

B3an Total Diata& tian# . WD4WL.5*6+7 t

Tekanan Tanah *ia7ah 6antai

PD&5TUNAN TKANAN TANA& AKT5C *AN PAS5C

*ari Tael SSP TF+e 55 Pr$,#k Parikan ( 5 )-140 cm'/m

S#,#t eser ,alam (8) -'.4

*in,ing kn - 0.0=.0=2.4 - 0.10 t

erat air - 0.10=.00=.0 - 0.1 t

K t 2( 4 8/2 ) t 2 ( 4 ' 4/2) 2 92

ST

MW =

376,8042/100,2

.000,690,1cm

cmkg

kgcmW ==

AmantidakSF 0.2479.0738.1

834.0==

2/73 8.100.194.0

80.0834.0

00.1mt

xmBX

WLWD=

+=

+

tWD 834.0=

tWL 8.0=

=V


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Ma - Pa = /'h -0.' = (0.'''=.00) -0.24 t.m

M+ - P+ = /' h -02.92 = (0.'''=0.4) -0.2 t.m

PMD5KSAAN T&* SD

SC -'.04 G 2 ?k Aman

PMD5KSAAN T&* U65N

*5PDKUAT *NAN T5AN PAN>AN

Uk#ran : 20O20O20 6-'.00M

Tin!a#an Tiang Pancang

karena +emeriksaan stailitas tekanan tanah ,asar ,an terha,

terha,a+ %akt$r keamanan k#rang men,#k#ng3 maka ,i+erg#n

er,asarkan %akt$r +en,#k#ngnFa3 tiang +ancang ,a+at ,ig$l

.Tiang Fang ertahan ,i#!#ngnFa (P$int earing Pile)

2. Tiang Fang ertahan $leh karena +elekatan antara tiang ,en

'. Tiang Fang ertahan +a,a #!#ngnFa ,an +elekatan antara ti

Penent#an ,aFa ,#k#ng terha,a+ tiang 3 ,i+erhit#ngkan er,aer,asarkan hasil +enF$n,iran.

Perhit#ngan *aFa *#k#ng Tiang Pancang

"$int P$int earing Pile < Pricti$n Pile

l i k l i i i l( )

Ka - tg2(4 8/2) -tg2( 4 '.4/2 ) - 0.'

Pa-/2h2 ka - /2= .4=(.00)2=0.' - 0.'04 t/m

P+-/2h2 k+ - /2= .4=(0.4)2=2.92 - 0.04'' t/m

%s- tg8 - tan'.4-0.24'

=== tmMpMaM 0015.01255.0124.0

AmantdkMa

Mp0.2012.1

1240.0

1255.0==

++=

Pa

PpLctgWSF

..

704.3304.0

0433.0)94.0.(815.0)306.1.(243.0=

++=SF

2

1

SondiS

BoingBDataTanah

!TfAqc"##q ... +=


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;a - *aFa ,#k#ng i!in tiang +ancang

;c - Nilai k$n#s (kg/cm2)

A - 6#as Penam+ang Tiang (m2)

T% - T$tal Cricti$n (kg/cm)

' - Cakt$r Keamanan

? - Keliling Tiang

P Aki3at V dan

*imana

Pmin

P.ma=

*aFa *#k#ng i!in Tiang Pancang

aFa Tekan Ma= E *aFa *#k#ng Tiang

.'0 t$nE .'94 t$n ?k Aman

, ,2

4.394,14.094,13005

)36(152

3

)72(5.12qa =+=+=

V

M

n

$

=

n

VP

tP 941.0)40.040.0(

)40.0)(40.0(124.0

2

634.12max

=+

+=

tP 797.0)40.0)(40.0(124.0634.1

2min ==

5

.

3

. !TfAqcqa +=


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Pma= E ;a i!in-0.94 t E .'94 t ?K

P1rik&aan Ek&ntri&ita&

A*TIN$AUAN KONSTRUKSI PENAHAN TEBING TANGG

H1 55) &0d 55+ 'HULU DAN HILIR BSr 5)3 (

Pa -/2 &2 Ka - /2.. . ('.2)2.0.9 .-.229 t$n.


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a.Ga#a Mertikal

No Ae!an # !eker6a W

(ton)

B. 0.0=.0=0.0=. 0.0

B.2 0.'0=2.=. .22

B.' 0.=2.=0.=. .4

B.4 0.=2.=0.=2.2 2.02

B. 0.0=2.=2.2 2.

B. .=0.0=2.2 2.'1

B. .=0.=2.40 0.1

P@ Pa sin'.-.229= 2.191

=2mlah C5./'5

Ph Pa. >$s''. 4.'

=2mlah

c.+emerik%aan Terhadap G2lin

d.+emerik%aan Terhadap Ge%er

Unt#k memen#hi Cakt$r Keamana

Sisa ean +enahan eser Fg ,i

*i+erhit#ngkan ,i+erk#at ,engan

e.Da#a D2k2n Tian +ancan

;.#lt - ;c .A < T% . ?

3.Da#a D2k2n i6in Tian +ancan

!.Ga#a HoriJontal

Cakt$r eser (%s)-tan 8-tan'.-0.242

Ae!an penahan Ge%er # diper

!kMh

M$SF 50.195.1

395.7

444.14===

+=

++=

395.7

.975.0)034.14(242.0

Mh

P$cLWfsSF

AmanTidak50.1075.1395.7

952.7==

5.1395.7

952.7==SF

5

.

3

. !TfAqcqa +=


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ASr. B AS*nC

si%

-

'

-

638.1242.01

242.01=

+


44/64

=>$A-T-N AKh.C(&M


45/64

ut

3'

3535

35

3'

telah mem!erikan %2at2 cara #an dapat memperkirakan letak

n ,an gaFagaFa Fang menggelincir.

#,ian ,i#at s#,#t ,i A ,an L ,i

ran +enggelinciran


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>T?D> ,@,S-N A,SH?+

1 * 1.* E

(t&m) (m) tan E

.' L.C I./5 5 0. '. 0.242 0.0'1

.' 0 21 0.11' '. 0.242 0.'04021

.' 0 2 0.91 '. 0.242 0.'42

.' 0 0 .000 '. 0.242 0.'49

.' 0 0 0.91 '. 0.242 0.21'40

.' 0 9 0.94 '. 0.242 0.9

.' 0 2 0.19 '. 0.242 0.004

C.L54C

S+ T+> ,,

O 1o%O tan E W co% P

+

sin

.cos.

W

tgWLC

ok0.29..10888.0

645.1047.8=+


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*ata 6a Tanah :

>$hesi 3 c - 0.' k/cm2 - .' t/m2

P+

P+ - /2 g ,2.K+

$omenF$h

(t .m )

.

00.2

CL.

erat isi tanah 3- .4 t/m'

S#,#t geser 3 8-

Ka - tg2(48/2)

- tg2(4/2) - 0.11

K+ - tg2(4


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h

?K

H

Pa

P+

100

t

. 0 0

/2 g&2

.'1 t/m2

.00

0.0

0.10

k$n,isi air k$s$ng

0.1'4 t/m2

.00

0 0et$n K


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20=20=20

+ g#ling ti,ak ter+en#hi

kan ,engan tiang +anang.

ngkan s:

gan tanah(Cricti$n Pile)

ng ,an tanah

arkan

.

' . 0 0


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e-

"

P - Deaksi Tiang

n - "#mlah tiang

i - 32 3'......

e - eksentrisitas

n - "#mlah tiang

R -"#mlah ean @ertikal

-"#mlah M$men-R. e

.g

2

).(

d

diM


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L KN LUAR SALURAN INDUK SIDORE$O

*ata Tanah

g - . t/m2

c - 9. kN/m2

8 - '.


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Thd ttk.? $"

(m) (t.m)

.' 0.11

. .901

0.9 .41

0. .4

0.4 .

0.92 2.209

0.1 0.44'

. 4.92

C5.555

. .'9

.'4

SC - .

erl#kan- .921.92-'.9 t$n

tiang Pancang

l2kan(W)7C.4x.47CC.I ton

=Mh

M$

=+ 898.270.


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0.4 0.49004121

0.49 0.'2'2

0.201 0.'2041224

0 0

0.4 0.2094'

0.'2 0.2040

0.44 0.2412

/.III5'/5L

%in W %in


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ST-A,*,T-S *>@>NG

N? segmenlear irisan t B > >.6

(m) h (m) t$n (t/m2)

2

'

4

1

9

0

2

'

t/m'


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; >$s ; 8 tan sin 8

tan 8

B c$s B sin

perhit stabilitas

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