jembatan pelat lengkung

8/19/2019 JEMBATAN PELAT LENGKUNG

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MUTU BETON PELAT ATAS/LANTAI KENDARAAN :

MUTU BETON PONDASI DLL. :

MUTU BAJA TULANGAN :

:

:

:

BENTANG JEMBATAN ( BENTANG PENAMPANG BASAH BUSUR ) (M) :

LEBAR JALUR KENDARAAN (M) :

LEBAR TROTOAR (M) :

TEBAL TANAH URUG (TENGAH BUSUR s/d LAPIS ATAS) (M)

#DIV/0! :

PANJANG TIANG PANCANG ANG DIPERLUKAN (M) :

JENIS TIANG PANCANG :

BENTUK PENAMPANG TIANG PANCANG :

DIAMETER PENAMPANG ( D ) (C ) :

1 1.00 #

SPESI"IKASI :

DATA TANAH E ISTING DI BA$AH PONDASI : BERAT JENIS TANAH E ISTING ( γs ) % &' / *

SUDUT GESER TANAH ( + . , ' ) %φs ' *

DA A DUKUNG TANAH KERAS ( - & - 1 ) %&' / 2*

PROPERTIS :

TINGGI JEMBATAN (LAPIS ASPAL s/d DASAR POOR PONDASI) ≥

SILAHKAN DIISI DATA LANJUTAN….!!!!

(M)

K


2/105

.00

2

3.00

3.00

LIK...PROSES...!!

U-32

BETON

BULAT


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DATA JEMBATAN : NAMA JEMBATAN : LOKASI PADA RUAS JALAN : STA / KM :

KABUPATEN / KOTA : NAMA DAN $ILA AH BPJ : STATUS JALAN :

"UNGSI JALAN :

JENIS PENANGANAN : KRITERIA PRERENCANAAN : TIPE MUATAN BEBAN :

JENIS KONTRUKSI BANGUNAN ATAS :

JENIS PONDASI BANGUNAN BA$AH :

TANGGAL PERENCANAAN : Disusun oleh Engkus Sukmaja Tlp. (022) 7302552

JEMBATAN P

PEMBANGUNAN / PENGGANTIAN JEMBATAN

BM 100

PELAT BETON LENGKUNG ½ LINGKARAN

PONDASI TIANG PANCANG


4/105

2.00

2.00

3.00

3.00

1.00

1.00MEI 2010

LAT LENGKUNG

PEMBANGUNAN / PENGGANTIAN JEMBATAN

BM 100

PELAT BETON LENGKUNG ½ LINGKARAN

PONDASI TIANG PANCANG


5/105

SI !" !$ ME$%$&&% 'E'E ! ! ME$IT S!*! +++..+

SI !" !$ ME$%$&&% 'E'E ! ! ME$IT S!*! +++..+


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+..,,,,,

+..,,,,,


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PEMERINTAH PROVINSI JAWA BARAT

DINAS BINA MARGASUB DINAS BINA TEKNIK

NAMA JEMBATAN : 0

PROGRAM PENAGANAN : PEMBANGUNAN JEMBATAN / PENGGANTIAN JEMBATAN

LOKASI JEMBATAN PADA RUAS JALAN : 0

STA. / KM : 0STATUS / "UNGSI JALAN : PROVINSI / KOLEKTOR

KABUPATEN : 0

NAMA DAN $ILA AH BPJ : 0

TANGGAL PERENCANAAN : MEI 2030

PERHITUNGAN STRUKTUR JEMBATAN

A. PERENCANAAN BANGUNAN ATAS

3. DATA TEKNIS DAN DIMENSI

. D & K' s&4 5s+ - Tipe ons /uksi 'angnan ! as : *em a an ela 'e on engkung Se engah ingka/an

- Tipe on asi : Sumu/an → #DI 0, me e/ - Tipe Mua an 'e an : 'M 100

- 'en ang : - me e/ " : - me e/

- e a/ jem a an ' : - me e/ - e a/ *alu/ en a/aan : - me e/ - e a/ T/o oa/ 4 : - me e/

6. D & T 7

ke e/angan anah ke/as u/ugan

- 'e/a jenis anah : - 1.70 - Su u gese/ anah : - 30.00 - Da6a ukung anah 0.00 0.00

1. D & M &84+ a. Mu u 'e on

a/ak e/. Tekan Ta/ik &ese/- ela engkung - : 350 118 9 :.0

- Din ing Samping en6eka -: 250 :3 : 8.:- T/o oa/ - : 250 :3 : 8.:- 'e/a *enis 'e on 'e/ ulang : 2.50- 'e/a *enis 'e on Tum uk : 2.20

. Mu u 'aja Tulangan % - : 3;200 0.20 m Tinggi lapis pon asi jalan > 0.50 m Tinggi anah u/ug > - m *a/i - ja/i alam usu/ lingka/an ( ) > #DI 0, m Te al pela usu/ > #DI 0, m Tinggi in ing iang (kaki) > #DI 0, m

Te al /o oa/ > 0.25 m Te al in ing samping > 0.25 m Te al pela iang ( kaki ) > #DI 0, m

Dia. >

- Tinggi (lihat gambar dibawah )

γ m3o

? all m2

Tegangan I@in 'e on (kg


12/105

2. SISTEM STATIKA DAN PERHITUNGAN BEBAN

!sumsi se agai jem a an lengkung pa a 3 ( iga) s a is e/ en u 6ang ke ua umpuann6a engan sis em jepi

2a. Dimensi Teo/i is B

'en ang engkung C > > #DI 0, m anjang engkung > > #DI 0, m Tinggi engkung > > #DI 0, m Tinggi kons /uksi " > > #DI 0, m

2 . e/hi ungan 'e an B 1. 'e an Ma i

> #DI 0,> #DI 0,> #DI 0,

ela 'usu/ > #DI 0,ela T/o oa/ e/ > #DI 0,

> #DI 0,

Din ing samping > #DI 0, onDin ing pen6eka 2;5 . > - onSan a/an 1;2 . > - on

> #DI 0, on> #DI 0,> #DI 0,> #DI 0, on m

2. 'e an "i upe a/ lalu lin as ken a/aan > 2.75 m

'e an hi up e/pusa T > 10.00 on

oeFisien keju > #DI 0,'e an hi up engan koeFisien keju

> = 100G > #DI 0, on m

m > > #DI 0, mp > > #DI 0,

3. 'e an Ma i "i upg > H p > #DI 0,

. Tekanan Tanah !k i

> > 0.30:5

> 30 α > 0> 0 > 10> 1.70

> #DI 0,> #DI 0,

- TplJ EK L. C

Tpl 2 h

e/ke/asan jalan 1 > γ p . h1 . ' on m2

apis on asi *alan 2 > γ a . h2 . ' on m2Ma e/ial %/ugan 3 > γ . h3 (1-L ). N on m2

1 > γ γ . / . 2(4 0;25) ' on m2

H1 on m2

3 > 2. . " - L. 2 2N.T4.γ < >

5 >

3 5H2 > ( 3 5 ) (C .') on m2

H > H1 H2 on m2Din ing kaki 8 > h . 1 . γ <

Ck

> 20 (50 C)

T ( 2T Ck ) . (1 )

2 (h1 h2 h3 0;5.Tpl) 0;5T m on m2

on m2

!

sin(φ δ) . sin(φ - α ) ( 0;8 h3 ) .γ . ! on m2 a2 > a1 γ . . ! on m2

g

O DC

h

E K a1a1

a2a2

1 2


13/105

. ANALISA MEKANIKA DENGAN CARA KERJA VIRTUAL

a. Momen Ine/sia#DI 0,

#DI 0,

#DI 0, ( - )

e/samaan ga/is lengkung se engah lingka/an B 6 > =

0.00 P Q0.00

1.00

> #DI 0, on m> #DI 0, on m

> #DI 0, on.m m

> #DI 0, on.m m> #DI 0, on.m m> #DI 0, on m> #DI 0, on m

#DI 0, m#DI 0, m#DI 0, m#DI 0, m

#DI 0, m#DI 0, m#DI 0, m#DI 0, m

F. Menen ukan ja/ak i ik e/a elas is kons /uksi ( e )

#DI 0, m> #DI 0, m

ela engkung BΙpl > 10.Tpl 12 > m

ela aki BΙ > 10. 1 12 > m

k > Ι Ιpl >

Su u ga/is usu/ pa a se iap i ik B

6 > =2 2 Q

> a/< g(6 ) > a/< g( = )un uk = > 0 Q >

sin ( ) >

.1 Momen p/ime/ M0 aki a e an e an ma i hi up ( g )

O0g > g . C 2 8E0g > g . C 2

M0g > - R g . C2

.2 Momen p/ime/ M0 a aki a e an ekanan anah ak iME0 a > - ⅙( a2- a1) R a1N.h2

MO0 a > - ( a2- a1) R a1N.h2" O0 a > h⅙ ( a1 2 a2)" E0 a > h⅙ (2 a1 a2)

- e > M1pl( ) > -e >

ila/ po/ al B M1 (-) > - e > M1 ( ) > e >

. 'esa/an s a ik aki a ga6a i/ ual 2 > 1a ang eng ung B 1pl(-) > - >

M1pl( ) > C 2 >ila/ po/ al B M1 (-)> - C 2 >

M1 ( ) > C 2 >

e. 'esa/an s a ik aki a i/ ual 3 > 1'a ang lengkung B M1pl(-) > 1

1pl( ) >ila/ po/ al M1 (-)> 1

M1 ( ) > 1

EΙ . δ 13 = M 1 . M 3 . dx = 0 , maka engan a uan a el hasil in eg/al i apa B pa a a ang lengkung po/ al B EΙpl . V13 > U M1pl . M3pl . = > W . C - e.C

pa a pila/ po/ al B EΙ . V13 > M1 . M3 . = > - h2

V13 > U M1 . M3 . = > C ( W - e )Ιpl - h 2 Ι > 0C ( W - e )Ι Ιpl - h 2 > 0C (2 - 3e ).k - 3h 2 > 02k.C. - 3k.C.e - 3h2 > 03k.C.e > 2k.C. - 3h2 e > ( 2k.C. - 3h2 ) ( 3k.C ) >e > h e

e

2

13

-

1) 'i ang-M0 aki a e an g

) 'i ang-M2 aki a 2 > 1

e

Ti ik e/a elas iskons /uksi

1

C 3 2

C 3 2

1

C

"

e > ja/ak i ik e/a elas is kons /uksi

- - M0g

-

M0g

-

M 0 g

M 0 g

e e

-

C 2

C 2

--e

ee

1

1 1

Ι Ι

Ιpl Ιpl

--$ 1pl > 1

$ 1 > 0? 1pl > 0

? 1 > - 1

$ 2pl > 0? 2pl > 1$ 2 > 1? 2 > 0

? 3 > 0$ 3 > 0? 3pl > 0$ 3pl > 0

E K

O D

9

9

99

9


9ME0 a ME0 a

MO0 a

ME0 a

MO0 a


14/105

> #DI 0,

> #DI 0,

> #DI 0,

> #DI 0,

> #DI 0, m

. N+ + A57+4 M 5s+ B8s 4 S& &+5

a. !ki a 'e an Ma i an "i up ( g )

> #DI 0,> #DI 0,

> #DI 0,

> 0.00> 0.00> 0.00

> #DI 0,> #DI 0,> #DI 0,

e/ en u menja i B> #DI 0, on m

> #DI 0, on m

> #DI 0, on.m m

Momen BTi ik Simpul E > #DI 0, on.m m

Tumpuan > #DI 0, on.m mela engkung C 2 > #DI 0, on.m m

&a6a $o/malTi ik Simpul E B'a ang EK > #DI 0, on m'a ang EO > #DI 0, on m

> #DI 0, on m

Tumpuan O > #DI 0, on mela engkung > #DI 0, on m

&a6a in angTi ik Simpul E B'a ang EK > #DI 0, on m'a ang EO > #DI 0, on m

> #DI 0, on m

g. $ilai pe/u ahan en uk aki a M1 B

EΙpl . V11pl > U M1pl . M1pl . = > C.k e2 - 2 . W .e . : 15 2 N m3

EΙ . V11 > U M1 . M1 . = > W h e2 - e .e e2 N m3

EΙ . V11 > U M1 . M1 . = m3

h. $ilai pe/u ahan en uk aki a M2 B

EΙ . V22 > U M2 . M2 . = > k.C.(XC)2 X h .C2 m3

i. $ilai pe/u ahan en uk aki a M3 B

EΙ . V33 > U M3 . M3 . = > C 2k.h

1. $ilai pe/u ahan en uk aki a M0g an M1 B EΙpl . V10gpl > U M1pl . M0gpl . = > C . k .M0gpl . M1pl(-) 2 15 C .k .M0gpl . on.m3

EΙ . V10g > U M1 . M0g . = > X h . M0g . ( e - e ) on.m3

EΙ . V10g > U M1 . M0g . = on.m3

2. $ilai pe/u ahan en uk aki a M0g an M2 B EΙpl . V20gpl > U M2pl . M0gpl . = >⅟ 12 C.k.M0g ( XC - XC ) on.m3

EΙ . V20g > U M2 . M0 . = > X h . M0g .( e - e ) h.M0g.(XC) - h.M0g.(XC) on.m3

EΙ . V10g > U M1 . M0g . = on.m3

. a pe/u a an en u a a 0g an 3 B EΙpl . V30gpl > U M3pl . M0gpl . = > C.k.M0g on.m3 EΙ . V30g > U M3 . M0g . = > 2 h . M0g on.m3

EΙ . V30g > U M3 . M0g . = on.m3

a/ena i ang momen M2 e/ en uk an ime /is; se angkan i ang 6ang lainn6a sime /is maka pe/samaan s a is i ak

1g > - V10g V11

2g > - V20g V22

3g > - V30g V33

B M > M0 M1. 1 M2 . 2 M3 . 3B MEg > MO0g M1 (-) . 1g M2 (-) . 2g M3 ( ) . 3gB M

Og > M

O0g M

1 (-) .

1g M

2 ( ) .

2g M

3 ( ) .

3gB MOgpl > 0 M1pl( ) . 1g M2pl( ) . 2g M3pl( ) . 3g

B $ > $0 $1. 1 $2 . 2 $3 . 3

B $EKg > - E0g . Sin( ) $1pl . 1g . Oos( )B $EKg > E0g $1 . 1g

$ Eg

B $Og > - O0g $1 . 1gB $gpl > $1pl. 1g

B ? > ?0 ? 1. 1 ? 2 . 2 ? 3 . 3

B ?EKg > E0g .Oos( ) ?1pl. 1g .Sin( )B ?EOg > - ? 1 . 1g

? Eg


15/105

. !ki a Tekanan Tanah !k i ( a )

> #DI 0,> #DI 0,

> #DI 0,

> -> -> -

> #DI 0,


> #DI 0, on m

> #DI 0, on.m m

Momen BTi ik Simpul E > #DI 0, on.m mTumpuan > #DI 0, on.m m

ela engkung C 2 > #DI 0, on.m m


> #DI 0, on mTumpuan O > #DI 0, on m

ela engkung > #DI 0, on m

&a6a in angTi ik Simpul E B

'a ang EK > #DI 0, on m'a ang EO > #DI 0, on m



R85 ;+& s+ :Momen BTi ik Simpul E > #DI 0, on mTumpuan > #DI 0, on m

ela engkung C 2 > #DI 0, on m

&a6a $o/malTi ik Simpul E > #DI 0,on mTumpuan O > #DI 0, on m

ela engkung > #DI 0,on m

&a6a in angTi ik Simpul E > #DI 0, on m

1. $ilai pe/u ahan en uk aki a M0 a an M1 B

EΙpl . V10 apl > U M1pl . M0 apl . = > C . k .M0 apl . M1pl(-) C .k .M0 apl . on.m3

EΙ . V10 a > U M1 . M0 a . = >1 12 C.(MO0 a ME0 a) ( e - e ) on.m3

EΙ . V10 a > U M1 . M0 a . = on.m3


EΙpl . V20 apl > U M2pl . M0 apl . = > on.m3

EΙ . V20 a > U M2 . M0 a . = > on.m3

EΙ . V10 a > U M1 . M0 a . = on.m3


EΙpl . V30 apl > U M3pl . M0 apl . = > C .k.ME0 a ⅙ h . (MO0 a ME0 a) on.m3


1 a > - V10 a V11

2 a > - V20 a V22

3 a > - V30 a V33

B M > M0 M1. 1 M2 . 2 M3 . 3B ME a > MO0 a M1 (-) . 1 a M2 (-) . 2 a M3 ( ) . 3 aB MO a > MO0 a M1 (-) . 1 a M2 ( ) . 2 a M3 ( ) . 3 aB MO apl > 0 M1pl( ) . 1 a M2pl( ) . 2 a M3pl( ) . 3 a

B $ > $0 $1. 1 $2 . 2 $3 . 3

B $E a > " E0 a . Sin( ) $1pl . 1 a. Oos( )B $EK a > " E0 a $1 . 1 a

$ E aB $O a > $1 . 1 aB $apl > $ 1pl. 1 a

B ? > ?0 ? 1. 1 ? 2 . 2 ? 3 . 3

B ?E a > " E0 a . Oos( ) ?1pl. 1 a. Sin( )B ?EO a > - ? 1 . 1 a

? E aB ?O a > " O0 a- ? 1 . 1 aB ? apl > 0 ? 1pl . 1 a

B ME > MEg ME aB MO > MOg MO aB Mpl > Mgpl M apl

B $E > $Eg $E aB $O > $Og $O aB $pl > $gpl $ apl

B ?E > ? Eg ? E a

ka/ena sime /is an an ime /is


16/105

1;:58.00 % - 32

> 2;7: .00

n > 1:.00 -

> 115.50 - 350

> :.0

> 0.:93 -

U4 + S & HASIL

Momen M on.m m #DI 0,&a6a $o/mal $ on m #DI 0,&a6a in ang ? on m #DI 0,

> #DI 0,> #DI 0,> ( - ) #DI 0,> ( - ) #DI 0,> on. Tulangan Sime /is

> (-) 0.:75#DI 0, > (-) #DI 0,

Y > (-) 0. 07> (-) #DI 0,

@ > Z.h > Y.h > (-) 1. 8> (-) #DI 0,> (-) #DI 0,

#DI 0, > (-) #DI 0,> #DI 0,> #DIV/0!> #DIV/0!> #DI 0,

on /ol &ese/ > #DI 0,> #DI 0,

σ a kg (12 σ[au) . . h (15 σ[au) .h .103 M $

2 \ e o2 > h 30eo > eo1 eo2

eo han eo h >\ O

k > 0;7.C e1 > O.( k 100.h)2.h

e2 > 0;15.he > eo e1 e2

ea > e 0;5.h - $.e a

Oa > > ] 1 (n.^.Z) _Xn.$.e a.̀ a

ξ >7 :

nω = ½ε 2/{d'/h.δ + 1 - ε(δ + 1)}

φ > (1-ε) ε φ > (1-ε) (ε - h)

ω = nω/n

i.! > ω. .h +.A/+ δ .+A 20G . ! pe/lu ? ( .h.7 :) kg


17/105

@. P847+& = P8 68s+ P8 & D+ d+ = K 5+

#DIV/0!

> 1;:58.00 % - 32

> 2;7: .00

n > 1:.00 -

> 115.50 - 350

> :.0

> 0.:93 -

U4 + S & HASIL

Momen M > on.m m #DI 0,&a6a $o/mal $ > on m #DI 0,&a6a in ang ? > on m #DI 0,


> (-) 0.:75#DI 0, > (-) #DI 0,

Y > (-) 0.39:> (-) #DI 0,

@ > Z.h> Y.h > (-) 1.51> (-) #DI 0,> (-) #DI 0,

#DI 0, > (-) #DI 0,> #DI 0,> #DIV/0!> #DIV/0!> #DI 0,

on /ol &ese/ > #DI 0,> #DI 0,

σ a kg (12 σ[au) . . h (15 σ[au) .h .103 M $

2 \ e o2 > h 30eo > eo1 eo2

eo han eo h >\ O

k > 0;7.he1 > O.( k 100.h)2.h

e2 > 0;15.he > eo e1 e2

ea > e 0;5.h - $.e a

Oa > > ] 1 (n.^.Z) _Xn.$.e a.̀ a

ξ >7 :

nω = ½ε 2/{d'/h.δ + 1 - ε(δ + 1)}

φ > (1-ε) ε φ > (1-ε) (ε - h)

ω = nω/n

i.! > ω. .h +.A/+ δ .+A 20G . ! pe/lu ? ( .h.7 :) kg


18/105

P8 68s+ P8 & L8 =5 = ( B s 4 )

9 T 4+5 φ #DIV/0! #DIV/0!

> mm #DI 0,

*a/ak a > #DI 0,

Tulangan em agi B φ #DIV/0! #DIV/0!

> mm #DI 0,*a/ak a > #DI 0,

9 T85 φ #DIV/0! #DIV/0!

> mm #DI 0,*a/ak a > #DI 0,Tulangan em agi B φ #DIV/0! #DIV/0!

> mm #DI 0,*a/ak a > #DI 0,

#DIV/0!

P8 68s+ P8 & D+ d+ = K 5+

9 T 4+5 φ #DIV/0! #DIV/0!> mm #DI 0,

*a/ak a > #DI 0,

Tulangan em agi B φ #DIV/0! #DIV/0!> mm #DI 0,

*a/ak a > #DI 0,

9 T85 φ #DIV/0! #DIV/0!> mm #DI 0,

*a/ak a > #DI 0,


*a/ak a > #DI 0,

Dia. φ


19/105

B. PERENCANAAN BANGUNAN BA$AH

3. P847+& = B86 M &+ B = B 7

#DI 0, m

- m

- m

- m - m

- m - m 1.:0 m#DI 0, m

1.:0 m 0.:0 m#DI 0, m#DI 0, m

#DI 0, m

#DI 0, m

' > 0.00 m

u > #DI 0, m

2. P847+& = B86 M &+

N'. BERAT ( T' )TERHADAP TITIK O

( ) ( ) G (&. ) G (&. )

3. B d K 5+a 1.00 = ### = 0.00 = #DI 0, = 2.50 > #DI 0, 0.00 #DI 0, #DI 0, #DI 0,

0.50 = 1.:0 = 0.00 = 0.00 = 2.50 > 0.00 -0.80 0.00 0.00 0.00< 0.50 = 1.:0 = 0.00 = 0.00 = 2.50 > 0.00 0.80 0.00 0.00 0.00

1.00 = 1.:0 = 0.00 = 0.00 = 2.50 > 0.00 -0.90 0.00 0.00 0.00e 1.00 = 1.:0 = 0.00 = 0.00 = 2.50 > 0.00 0.90 0.00 0.00 0.00

2. S ; A6 & 8 &

1 1.00 = 2.10 = 0.25 = 0.00 = 2.50 > 0.00 0.00 0.00 0.00 0.001 1.00 = 2.10 = 0.25 = 0.00 = 2.50 > 0.00 0.00 0.00 0.00 0.00

. T 7 U4 =

1 1.00 = 1.:0 = -0.50 = #DI 0, = 1.70 > #DI 0, 0.00 #DI 0, #DI 0, #DI 0,

Σ #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

h >

h5 >

h8 >

h7 >h: >

h9 >hs >Do >

1 >

2 >

<

o >

Do >

Σ& ΣMa

2

h

h5

h8

h7


20/105

. G 48 5s+

. B86 = d+s 45 8 + B = A& s

'e an ma i angunan a as B > #DI 0, on

Momen e/ha ap b c b B > = 0.00 > #DI 0, on.m

2. B86 H+d ; d8 = K8 & : > #DI 0, on &a6a e/ ikal = 'M > #DI 0, = 100G > #DI 0, on

Momen e/ha ap b c b B > p = 0.00 > #DI 0, on.m

6. B86 P8 = 4 7 G8 ;

> 0.15

> 0.15 = #DI 0, > #DI 0, on M' 8 d+ &+&+5 O : = > #DI 0, = #DI 0, > #DI 0, on.m

> 0.15 = #DI 0, > #DI 0, on M' 8 d+ &+&+5 O : = e > #DI 0, on.m

> 0.15 = #DI 0, > #DI 0, on

M' 8 d+ &+&+5 O : = > #DI 0, = #DI 0, > #DI 0, on.m= > #DI 0, = #DI 0, > #DI 0, on.m

oeFisien /em 0.05> #DI 0, on

M' 8 d+ &+&+5 O : #DI 0, on.m

d. T85 T 7 A5&+ ( T )

d3. P d K' d+s+ N'4 (T )

> 0.30:5

imana B > 30 α > 0> 0 > 10> 1.70

9 P8 = 4 7 686 7+d ; :> #DI 0,

9 P8 = 4 7 & 7 85s+&+ = :

> #DI 0,

= > #DI 0, on

> #DI 0, on

> #DI 0, on

Ti ik e/a ------\ > = > #DI 0, me e/

> > #DI 0, me e/

M' 8 d+ &+&+5 O : > = > #DI 0, on.me e/ > = > #DI 0, on.me e/

3. B86 M &+ ( M; )

Mp > H = = ' 2

M= Mp

V; > H F K > p. '. 2 V; > H F K

M=

oeFisien &empa kh 63. D 4+ B = B 7 (G7 6) :

G7 63 > kh = ΣMaM 1 > &h 1

62. D 4+ B = A& s (G7 ; ) :

G7 ; > kh = MpM &hp > &hp

6 . D 4+ B = S 4 (G7 s ) :

G7 s > kh = &s

M &hp > &hs 65M &hp > &hp =5

1. G R8 (R ) F / >

R > F / = pM6 m > (1;: " ). m >

! >sin(φ δ) . sin(φ - α ) ( 0;8 h3 ) . γ . ! on m2

a2 > a1 γ . . ! on m2

h = '

Tah > Ta1 . Ta . sin ( δ + τ )

6Ta

a 1 2

M=Ta Ta1 =Ta1 M6Ta Ta1h 6Ta1

1 2


21/105

P d S 4 5' d+s+ '4 :

imana B> - Q > -

> - > 1.0000

> 0.00

> #DI 0,

> #DI 0, on

> #DI 0, on> #DI 0, on

Tinggi sumu/an B > - m

Ti i > = > #DI 0, me /e

> > #DI 0, m

M' 8 d+ &+&+5 O :> = > #DI 0, .m> = > #DI 0, .m

1.0000

> 0.00 α > -> -:.53 > -

τ > - > 0.15> - > :.53

> #DI 0, me e/ > #DI 0,> #DI 0, on> #DI 0, on

i ik e/a ------ > > #DI 0, me e/

> > #DI 0, me e/ M' 8 d+ &+&+5 O :

> = > #DI 0, on.m> = > #DI 0, on.m

P d S 4 K' d+s+ G8 ; : imana B - - 1.0000

(:.53) 0.00 -> #DI 0,> #DI 0, on> #DI 0, on> #DI 0, on

> > #DI 0, m Ti ik e/a ------\

> > #DI 0, m

> = > #DI 0, .m

φs o δs > φs 3 o

τs o !sγ s ons m3

a3 > a2 γ s . hs . !s on m2

Ta3 > a3 . hs . DoTa3h > Ta3 . Ta3 . sin ( δs + τs )

hs

6Ta3

=Ta3 Do 2

M6Ta3 Ta3h s - 6Ta2 M=Ta3 Ta3 =Ta2

d2. P d K' d+s+ G8 ; (G7 T )

!E > sinφ . sin(φ - α −φο) an-1 kh (1-k)N o

h4 > h3 a;g > ( h3 h ).γ . !E on m2

Ta;gh > 0;5 . a1;g . h . o τs > o !Es >φgs > φσ − φο = o γ s > on m3 δs > o

a;gs > a;g γ s . hs . !s on m2Ta;gs > a;gs . hs . DoTa

h;gs > Ta

;gs . Ta;gs . sin( δs + τs )

6Ta;gs hs 3

=Ta;gs Do 2

M6Ta;gs Tah;gs (hs - 6Ta;gs)

a3 2.( a1 a2)Na1 a2 a3

hs 3

1 2

a;g 2. a;gsa;g a;gs


22/105

- Diame e/ sumu/an ihi ung e/ asa/kan alanalisa keseim angan s a ik sepe/ i i a4ah ini B

V F Gs 9 R 9 Rs > 0

imana B

> &a6a e/ ikal a/i e an s /uk u/ angunan

engan /umus !'O; maka B

*umlah sumu/an se iap umpuan n > 2.00 uah#DI 0, on

- #DI 0, - Q 0.00

2.50 0.00 me e/ Di apa B #DI 0, mKak o/ eamanan 1.20 #DIV/0! m

> #DI 0, me e/ Diam il B ### m

> #DI 0, me e/ a au > ### - m Q 0.00 φS > Eag > a1;g ags > on m2

µ > Tg(φs) > ? all > on m2γ < > on m3 hs >

D7+& >Kk > Q Do > Dhi . Kk >

- E "IT%$&!$ TE'! DI$DI$& S%M% !$ ( so )

so1 > 0;10 0;20 = Do s ' >

so2 > 0;15 Do 8

- E "IT%$&!$ TE'! ! I S%M% !$ ( o )

A > π.Do3 32 > m3

! o > 0;25.π.Do2 > m2

> Do - 2.So > !

o > 0;25.

π.D

o

2 >m

2

1. 'e/a in ing sumu/an B 0;25.π.(Do2 - 2).hs.γ <2. 'e/a pengisi e on γ sγ <

'e on


23/105


24/105

@. REAKSI TANAH DASAR DI BA$AH SUMURAN (KONTROL AMBLAS)

-

imana B

? > In ensi as /eaksi anah asa/ > &a6a e/ ikal

#DI 0,m

#DI 0,n > *umlah sumu/an pa a se iap pangkal jem a an n > 2.00 uah

NO. KOMBINASI PEMBEBANAN

&' K' &4' !. om inasi I

M " Ta #DI 0, #DI 0, #DI 0, Q #DI 0,'. om inasi II

M Ta !h &g ! S Tm #DI 0, #DI 0, #DI 0, Q #DI 0,O. om inasi III

om .I m &g ! S Tm S #DI 0, #DI 0, #DI 0, Q #DI 0,D. om inasi I

#DI 0, #DI 0, #DI 0, Q #DI 0,E. om inasi

M 1 #DI 0, #DI 0, #DI 0, Q #DI 0,K. om inasi I

M " Ta S T #DI 0, #DI 0, #DI 0, Q #DI 0,

- > V / A - > on m2

Do > Diame e/ sumu/an Do > ! o > uas penampang asa/ sumu/an ! o > 0;25.π.Do2 > m2

VS >(ΣVFGs) / - > Vs / A ' -

&' / 2

M &h Tag !h g


25/105

. P8 = P''4 K 5+

Tegangan i@in aj > 1;:58.00 32ua aja /en 27: .00

n > 21.00 -

> :2.50 250

I@in gese/ pons > 10.2:

> 1.071 -

U4 + S &KOMBINASI

I II III IV V VI

&a6a in ang > on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,Momen > on.m #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,Tinggi eFek iF > #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

Oa > > (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

LENTUR MURNIV > (-) - - - - - -Y > (-) 0.1:5 0.1:5 0.208 0.3:9 0.180 0.1:5

6 > Y.h > (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

@ > Z.h> (-) . 1 . 1 3.:5 1.57 5.25 . 1> (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!> #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

on /ol &ese/ ons #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,#DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

P8 = P''4 K 5+

9 T 4+5 #DIV/0! #DIV/0!> mm #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

*umlah > uah #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,uas ! > #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

9 T85 #DIV/0! #DIV/0!> mm #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

*umlah > uah #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,uas ! > #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

9 T = S8 =5 = #DIV/0! 9 2> mm #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,*umlah > uah #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

> #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

σ a kg h8 h5 2

> h - ! min> (12 σ[au) = = h


26/105



NAMA JEMBATAN : 0




KABUPATEN : 0


TANGANGAL PERENCANAAN : MEI 2030




. D & K' s&4 5s+ - Tipe ons /uksi 'angnan ! as : *em a an ela 'e on engkung a/a ola

- Tipe on asi : Sumu/an → #DI 0, me e/ - Tipe Mua an 'e an : 'M 100

- 'en ang : - me e/ " : - me e/

- e a/ jem a an ' : 1.00 me e/ - e a/ *alu/ en a/aan : - me e/ - e a/ T/o oa/ 4 : - me e/

6. D & T 7

ke e/angan anah ke/as u/ugan

- 'e/a jenis anah : - 1.70 - Su u gese/ anah : - 30.00 - Da6a ukung anah 0.00 0.00

1. D & M &84+ a. Mu u 'e on

a/ak e/. Tekan Ta/ik &ese/- ela engkung - : 350 118 9 :.0

- Din ing Samping en6eka -: 250 :3 : 8.:- T/o oa/ - : 250 :3 : 8.:- 'e/a *enis 'e on 'e/ ulang : 2.50- 'e/a *enis 'e on Tum uk : 2.20

. Mu u 'aja Tulangan % - : 3;200 0.20 m Tinggi lapis pon asi jalan > 0.50 m Tinggi anah u/ug > - m Tinggi usu/ ( lengkungan ) ( F ) > - m Te al pela usu/ > #DI 0, m Tinggi in ing iang (kaki) > #DI 0, m


Dia. >


γ m3o

? all m2



27/105


!sumsi se agai jem a an lengkung pa a 3 ( iga) s a is e/ en u 6ang ke ua umpuann6a engan sis em jepi2a. Dimensi Teo/i is B

'en ang engkung C > > #DI 0, m anjang engkung > > #DI 0, m Tinggi engkung F > > #DI 0, m Tinggi kons /uksi " > > #DI 0, m


> -> -> -

ela 'usu/ > #DI 0,ela T/o oa/ e/ > 0.2:

> #DI 0,


> #DI 0, on> #DI 0,> #DI 0,> #DI 0, on m


'e an hi up e/pusa T > 10.00 onoeFisien keju > #DI 0,

'e an hi up engan koeFisien keju> = 100G > #DI 0, on m

m > > #DI 0, mp > > #DI 0,



> > 0.30:5

> 30 α > 0> 0 > 10> 1.70

> #DI 0,> #DI 0,

- TplJ EK Ud1 ( F C - :F C2.=)2

F Tpl 2 h


apis on asi *alan 2 > γ a . h2 . ' on m2Ma e/ial %/ugan 3 > γ . h3 F N⅙ on m2

1 > γ < .Tpl . J EK C on m2 2 > γ . / . 2(4 0;25) ' on m2

H1 on m2

3 > 2. . " - 5 8 .F . N.T4.γ < >

5 >

3 5H2 > ( 3 5 ) (C .') on m2


Ck

> 20 (50 C)

T ( 2T Ck ) . (1 )2 (h

1 h

2 h

3 0;5.T

pl) 0;5

T m on m2

on m2

!


g

O DC

h

E K a1a1

a2a2

1 2


28/105

. ANALISA MEKANIKA DENGAN CARA KERJA VIRTUAL DENGAN ELASTISITAS KONTRUKSI


#DI 0,

#DI 0, ( - )

e/samaan ga/is lengkung pa/a ola B

#DI 0, P Q #DI 0,#DI 0,

> #DI 0, on m> #DI 0, on m

> #DI 0, on.m m

> #DI 0, on m> #DI 0, on m> #DI 0, on.m m> #DI 0, on.m m

#DI 0, m#DI 0, m#DI 0, m#DI 0, m

#DI 0, m#DI 0, m#DI 0, m#DI 0, m


#DI 0, m> #DI 0, m


ela aki BΙ > 10. 1 12 > m

k > Ι Ιpl >


6 > F C2 (C-=)= > F C .= - F C2.=2

6 > F C - :F C2.= > a/< g(6 ) > a/< g( F C - :F C2.=)

un uk = > 0 Q > sin ( ) >


O0g > g . C 2 8E0g > g . C 2

M0g > - R g . C2

.2 Momen p/ime/ M0 a aki a e an ekanan anah ak i" O0 a > h⅙ ( a1 2 a2)" E0 a > h⅙ (2 a1 a2)ME0 a > - ⅙( a2- a1) R a1N.h2

MO0 a > - ( a2- a1) R a1N.h2

- e > M1pl( ) > -e >

ila/ po/ al B M1 (-) > - e > M1 ( ) > e >


M1pl( ) > C 2 >ila/ po/ al B M1 (-)> - C 2 >

M1 ( ) > C 2 >


1pl( ) >ila/ po/ al M1 (-)> 1

M1 ( ) > 1

EΙ . δ 13 = U M1 . M 3 . dx = 0 , maka engan a uan a el hasil in eg/al i apa B pa a a ang lengkung po/ al B EΙpl . V13 > U M1pl . M3pl . = > W . C - e.C


V13 > U M1 . M3 . = > C ( W - e )Ιpl - h 2 Ι > 0C ( W - e )Ι Ιpl - h 2 > 0C (2 - 3e ).k - 3h 2 > 02k.C. - 3k.C.e - 3h2 > 03k.C.e > 2k.C. - 3h2 e > ( 2k.C.F - 3h2 ) ( 3k.C ) >e > h e

e

2

13

-


) 'i ang-M2 aki a 2 > 1

e


1

C 3 2

C 3 2

1

C


- -

-

M0g M

0 g

M 0 g

e

-

C 2

C 2

--

e

ee

1

1 1

Ι Ι

ΙplΙpl

--$ 1pl > 1

$ 1 > 0? 1pl > 0

? 1 > -1

$ 2pl > 0? 2pl > 1$ 2 > 1? 2 > 0

? 3 > 0$ 3 > 0? 3pl > 0$ 3pl > 0

E K

O D

9

9

99

9


9ME0 a

MO0 a

ME0 a

M


29/105

M0g

-

e

E0 a

O0 a


30/105

> #DI 0,

> #DI 0,

> #DI 0,

> #DI 0,

> #DI 0, m

. N+ + A57+4 M 5s+ B8s 4 S& &+5

a. !ki a 'e an Ma i an "i up ( g )

> #DI 0,> #DI 0,

> #DI 0,

> 0.00> 0.00> 0.00

> #DI 0,> #DI 0,> #DI 0,


> #DI 0,

> #DI 0, on.m m

Momen BTi ik Simpul E > #DI 0, on.m m

Tumpuan O > #DI 0, on.m mela engkung C 2 > #DI 0, on.m m


> #DI 0, on m

Tumpuan O > #DI 0, on mela engkung > #DI 0, on m


> #DI 0, on m



EΙ . V11 > U M1 . M1 . = > W h e2 - e .e e2 N m3

EΙ . V11 > U M1 . M1 . = m3


EΙ . V22 > U M2 . M2 . = > k.C.(XC)2 X h .C2 m3


EΙ . V33 > U M3 . M3 . = > C 2k.h

1. $ilai pe/u ahan en uk aki a M0g an M1 B EΙpl . V10gpl > U M1pl . M0gpl . = > C . k .M0gpl . M1pl(-) 2 15 C .k .M0gpl . F on.m3


EΙ . V10g > U M1 . M0g . = on.m3



EΙ . V10g > U M1 . M0g . = on.m3

3. $ilai pe/u ahan en uk aki a M0g an M3 B EΙpl . V30gpl > U M3pl . M0gpl . = > C.k.M0g on.m3 EΙ . V30g > U M3 . M0g . = > 2 h . M0g on.m3

EΙ . V30g > U M3 . M0g . = on.m3


1g > - V10g V11

2g > - V20g V22

3g > - V30g V33

B M > M0 M1. 1 M2 . 2 M3 . 3B MEg > MO0g M1 (-) . 1g M2 (-) . 2g M3 ( ) . 3gB MOg > MO0g M1 (-) . 1g M2 ( ) . 2g M3 ( ) . 3gB MOgpl > 0 M1pl( ) . 1g M2pl ( ) . 2g M3pl( ) . 3g

B $ > $0 $1. 1 $2 . 2 $3 . 3


$ Eg

B $Og > - O0g $1 . 1gB $gpl > $1pl. 1g

B ? > ?0 ? 1. 1 ? 2 . 2 ? 3 . 3


? Eg


31/105


> #DI 0,> #DI 0,

> #DI 0,

> -> -> -

> #DI 0,


> #DI 0,

> #DI 0, on.m m

Momen BTi ik Simpul E > #DI 0, on.m mTumpuan O > #DI 0, on.m m









R85 ;+& s+ :Momen BTi ik Simpul E > #DI 0, on mTumpuan O > #DI 0, on m








EΙ . V10 a > U M1 . M0 a . = on.m3



EΙ . V20 a > U M2 . M0 a . = > on.m3

EΙ . V10 a > U M1 . M0 a . = on.m3




1 a > - V10 a V11

2 a > - V20 a V22

3 a > - V30 a V33


B $ > $0 $1. 1 $2 . 2 $3 . 3


$ E aB $O a > $1 . 1 aB $apl > $ 1pl. 1 a

B ? > ?0 ? 1. 1 ? 2 . 2 ? 3 . 3


? E aB ?O a > " O0 a- ? 1 . 1 aB ? apl > 0 ? 1pl . 1 a



B ?E > ? Eg ? E a



32/105

1;:58.00 % - 32

> 2;7: .00

n > 1:.00 -

> 115.50 - 350

> :.0

> 0.:93 -

U4 + S & HASIL



> (-) 0.:75#DI 0, > (-) #DI 0,

Y > (-) 0. 07> (-) #DI 0,

@ > Z.h > Y.h > (-) 1. 8> (-) #DI 0,> (-) #DI 0,

#DI 0, > (-) #DI 0,> #DI 0,> #DIV/0!> #DIV/0!> #DI 0,

on /ol &ese/ > #DI 0,> #DI 0,

σ a kg (12 σ[au) . . h (15 σ[au) .h .103 M $

2 \ e o2 > h 30eo > eo1 eo2

eo han eo h >\ O

k > 0;7.Ce1 > O.( k 100.h)2.h

e2 > 0;15.he > eo e1 e2

ea > e 0;5.h - $.e a

Oa > > ] 1 (n.^.Z) _Xn.$.e a.̀ a

ξ >7 :

nω = ½ε 2/{d'/h.δ + 1 - ε(δ + 1)}

φ > (1-ε) ε φ > (1-ε) (ε - h)

ω = nω/n

i.! > ω. .h +.A/+ δ .+A 20G . ! pe/lu ? ( .h.7 :) kg


33/105

@. P847+& = P8 68s+ P8 & D+ d+ = K 5+

#DIV/0!

> 1;:58.00 % - 32

> 2;7: .00

n > 1:.00 -

> 115.50 - 350

> :.0

> 0.:93 -

U4 + S & HASIL



> (-) 0.:75#DI 0, > (-) #DI 0,

Y > (-) 0.39:> (-) #DI 0,

@ > Z.h> Y.h > (-) 1.51> (-) #DI 0,> (-) #DI 0,

#DI 0, > (-) #DI 0,> #DI 0,> #DIV/0!> #DIV/0!> #DI 0,

on /ol &ese/ > #DI 0,> #DI 0,

σ a kg (12 σ[au) . . h (15 σ[au) .h .103 M $

2 \ e o2 > h 30eo > eo1 eo2

eo han eo h >\ O

k > 0;7.he1 > O.( k 100.h)2.h

e2 > 0;15.he > eo e1 e2

ea > e 0;5.h - $.e a

Oa > > ] 1 (n.^.Z) _Xn.$.e a.̀ a

ξ >7 :

nω = ½ε 2/{d'/h.δ + 1 - ε(δ + 1)}

φ > (1-ε) ε φ > (1-ε) (ε - h)

ω = nω/n

i.! > ω. .h +.A/+ δ .+A 20G . ! pe/lu ? ( .h.7 :) kg


34/105

P8 68s+ P8 & L8 =5 = ( B s 4 )

9 T 4+5 φ #DIV/0! #DIV/0!

> mm #DI 0,

*a/ak a > #DI 0,


> mm #DI 0,*a/ak a > #DI 0,

9 T85 φ #DIV/0! #DIV/0!


> mm #DI 0,*a/ak a > #DI 0,

#DIV/0!

P8 68s+ P8 & D+ d+ = K 5+

9 T 4+5 φ #DIV/0! #DIV/0!> mm #DI 0,

*a/ak a > #DI 0,


*a/ak a > #DI 0,

9 T85 φ #DIV/0! #DIV/0!> mm #DI 0,

*a/ak a > #DI 0,


*a/ak a > #DI 0,

Dia. φ


35/105


3. P847+& = B86 M &+ B = B 7

#DI 0, m

- m

- m

- m - m

- m - m

#DI 0, m

1.:0 m 0.:0 m#DI 0, m#DI 0, m

#DI 0, m

#DI 0, m

' > 1.00 m

u > #DI 0, m

N'. BERAT ( T' )TERHADAP TITIK O

( ) ( ) G (&. ) G (&. )

3. B d K 5+a 1.00 = 0.00 = 1.00 = #DI 0, = 2.50 > #DI 0, 0.00 #DI 0, #DI 0, #DI 0,

0.50 = 1.:0 = 1.00 = 0.00 = 2.50 > 0.00 -0.80 0.00 0.00 0.00< 0.50 = 1.:0 = 1.00 = 0.00 = 2.50 > 0.00 0.80 0.00 0.00 0.00

1.00 = 1.:0 = 1.00 = 0.00 = 2.50 > 0.00 -0.90 0.00 0.00 0.00e 1.00 = 1.:0 = 1.00 = 0.00 = 2.50 > 0.00 0.90 0.00 0.00 0.00

2. S ; A6 & 8 &

1 1.00 = 0.00 = 0.25 = 0.00 = 2.50 > 0.00 0.00 0.00 0.00 0.001 1.00 = 0.00 = 0.25 = 0.00 = 2.50 > 0.00 0.00 0.00 0.00 0.00

. T 7 U4 =

1 1.00 = 1.:0 = 0.50 = #DI 0, = 1.70 > #DI 0, 0.00 #DI 0, #DI 0, #DI 0,

Σ #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

h >

h5 >

h8 >

h7 >h: >

8 >hs >

1 >

2 >

<

o >

Do >

Σ& ΣMa

2

h

h5

h8

h7


36/105

2. G 48 5s+

. B86 = d+s 45 8 + B = A& s



2. B86 H+d ; d8 = K8 & : > #DI 0, on

&a6a e/ ikal = 'M > #DI 0, = 100G > #DI 0, on Momen e/ha ap b c b B > p = 0.00 > #DI 0, on.m

6. B86 P8 = 4 7 G8 ;

> 0.15


> 0.15 = #DI 0, > #DI 0, on M' 8 d+ &+&+5 O : = e > #DI 0, on.m

> 0.15 = #DI 0, > #DI 0, on

M' 8 d+ &+&+5 O : = > #DI 0, = #DI 0, > #DI 0, on.m= > #DI 0, = #DI 0, > #DI 0, on.m

oeFisien /em 0.05#DI 0, on

M' 8 d+ &+&+5 O : #DI 0, on.m

d. T85 T 7 A5&+ ( T ) d3. P d K' d+s+ N'4 (T )

> 0.30:5

imana B > 30 α > 0> 0 > 10> 1.70

9 P8 = 4 7 686 7+d ; :> #DI 0,

9 P8 = 4 7 & 7 85s+&+ = :

> #DI 0,

= > #DI 0, on

> #DI 0, on

> #DI 0, on

Ti ik e/a ------\ > = > #DI 0, me e/

a > > #DI 0, me e/

M' 8 d+ &+&+5 O : > = > #DI 0, on.me e/ > = > #DI 0, on.me e/

3. B86 M &+ ( M; )

Mp > H = = ' 2

M= Mp V; > H F K > p. '. 2

V; > H F K M=

oeFisien &empa kh 63. D 4+ B = B 7 (G7 6) :

G7 63 > kh = ΣMaM 1 > &h 1

62. D 4+ B = A& s (G7 ; ) :

G7 ; > kh = MpM &hp > &hp

6 . D 4+ B = S 4 (G7 s ) : G7 s > kh = &s

M &hp > &hs 65M &hp > &hp =5

1. G R8 (R ) F / >

R > F / = p >M6 m > (1;: " ). m >

! >sin(φ δ) . sin(φ - α ) ( 0;8 h3 ) . γ . ! on m2

a2 > a1 γ . . ! on m2

h = '

Tah > Ta1 . Ta . sin ( δ + τ )

6Ta

1 2

M=Ta Ta1 =Ta1 M6Ta Ta1h 6Ta1

1 2


37/105

9 P d S 4 5' d+s+ '4 :

imana B> - Q > -

> - > 1.0000

> 0.00

> #DI 0,

> #DI 0, on

> #DI 0, on> #DI 0, on

Tinggi sumu/an B > - m

Ti i > = > #DI 0, m

> > #DI 0, m

M' 8 d+ &+&+5 O :> = > #DI 0, .m> = > #DI 0, .m

> > 1.0000

> 0.00 α > -> -:.53 > -

τ > - > 0.15> - > :.53

> #DI 0, me e/ > #DI 0,> #DI 0, on> #DI 0, on

i ik e/a ------ > > #DI 0, me e/ > > #DI 0, me e/

M' 8 d+ &+&+5 O :> = > #DI 0, on.m> = > #DI 0, on.m

9 P d S 4 K' d+s+ G8 ; : imana B - - 1.0000

(:.53) 0.00 -

> #DI 0,> #DI 0, on

> #DI 0, on> #DI 0, on

Ti ik e/a --- > > #DI 0, m

> > #DI 0, m

M' 8 d+ &+&+5 O :

φs o δs > φs 3 o

τs o !sγ s ons m3

a3 > a2 γ s . hs . !s on m2

Ta3 > a3 . hs . DoTa3h > Ta3 . Ta3 . sin ( δs + τs )

hs

6Ta3

=Ta3 Do 2

6Ta3 a3h s - 6Ta2 M=Ta3 Ta3 =Ta2

d2. K' d+s+ G8 ; (G7 T )

!E

sinφ . sin(φ - α −φο) an-1 h - o

h4 > h3 a;g > ( h3 h ).γ . !E on m2

Ta;gh > 0;5 . a1;g . h . o τs > o !Es >φgs > φσ − φο = o γ s > on m3 δs > o

a;gs > a;g γ s . hs . !s on m2Ta;gs > a;gs . hs . DoTah;gs > Ta;gs . Ta;gs . sin( δs + τs )

6Ta;gs hs 3

=Ta;gs Do 2

a3 2.( a1 a2)Na1 a2 a3

hs 3

1 2

a;g 2. a;gsa;g a;gs


38/105

Diame e/ sumu/an ihi ung e/ asa/kan alanalisa keseim angan s a ik sepe/ i i a4ah ini B

V F Gs 9 R 9 Rs > 0

imana B

> &a6a e/ ikal a/i e an s /uk u/ angunan

engan /umus !'O; maka B

*umlah sumu/an se iap umpuan n > 2.00 uah#DI 0, on

- #DI 0, - Q 0.00

2.50 0.00 me e/

Di apa B #DI 0, m

Kak o/ eamanan 1.20 #DIV/0! m

> #DI 0, me e/ Diam il B ### m> #DI 0, me e/ a au > ### - m Q 0.00 φS > Eag > a1;g ags > on m2

µ > Tg(φs) > ? all > on m2γ < > on m3 hs >

D7+& >

Kk > Q Do > Dhi . Kk >

- E "IT%$&!$ TE'! DI$DI$& S%M% !$ ( so )

so1 > 0;10 0;20 = Do s ' >so2 > 0;15 Do 8

- E "IT%$&!$ TE'! ! I S%M% !$ ( o )

A > π.Do3 32 > m3

! o > 0;25.π.Do2 > m2

> Do - 2.So > ! o > 0;25.π.Do2 > m2

1. 'e/a in ing sumu/an B 0;25.π.(Do2 - 2).hs.γ <2. 'e/a pengisi e on γ sγ <

'e on


39/105

. R85 ;+& s+ R8 5s+ G

NO. JENIS BEBAN GA A MOMEN DI TITIK O

V H M M

&' &' &' . &' .

I 'E'!$ M!TI ( M ) Ba. 'angunan 'a4ah ( Ma ) #DI 0, - #DI 0, -

- - - -


40/105

< REAKSI TANAH DASAR DI BA$AH SUMURAN (KONTROL AMBLAS)

-

imana B

? > In ensi as /eaksi anah asa/ > &a6a e/ ikal

#DI 0,m

#DI 0,n > *umlah sumu/an pa a se iap pangkal jem a an n > 2.00 uah

NO. KOMBINASI PEMBEBANAN

&' K' &4' !. om inasi I

M " Ta #DI 0, #DI 0, #DI 0, Q #DI 0,'. om inasi II

M Ta !h &g ! S Tm #DI 0, #DI 0, #DI 0, Q #DI 0,O. om inasi III

om .I m &g ! S Tm S #DI 0, #DI 0, #DI 0, Q #DI 0,D. om inasi I

#DI 0, #DI 0, #DI 0, Q #DI 0,E. om inasi

M 1 #DI 0, #DI 0, #DI 0, Q #DI 0,K. om inasi I

M " Ta S T #DI 0, #DI 0, #DI 0, Q #DI 0,

- > V / A - > on m2

Do > Diame e/ sumu/an Do > ! o > uas penampang asa/ sumu/an ! o > 0;25.π.Do2 > m2

VS >ΣV / - > Vs / A ' -

&' / 2

M &h Tag !h g


41/105

@. P8 = P''4 K 5+

Tegangan i@in aj > 1;:58.00 32ua aja /en 27: .00

n > 21.00 -

> :2.50 250

I@in gese/ pons > 10.2:

> 1.071 -

U4 + S &KOMBINASI

I II III IV V VI

&a6a in ang > on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,Momen > on.m #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,Tinggi eFek iF > #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

Oa > > (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

LENTUR MURNIV > (-) - - - - - -Y > (-) 0.19 0.19 0.21 0.39 0.17 0.19


@ > Z.h> (-) . 1 . 1 3.:5 1.57 .:: . 1> (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!> #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!on /ol &ese/ ons #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

#DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

P8 = P''4 K 5+

9 T 4+5 #DIV/0! #DIV/0!

> mm #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,*umlah > uah #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

uas ! > #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

9 T85 #DIV/0! #DIV/0!



9 T = S8 =5 = #DIV/0! 9 2

> mm #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

*umlah > uah m .00 .00 .00 .00 .00 .00> #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

σ a kg h8 h5 2

> 2 2 1

h > h - ! min> (12 σ[au) = = h


42/105



NAMA JEMBATAN : 0




KABUPATEN : 0






. D & K' s&4 5s+ - Tipe ons /uksi 'angnan ! as : *em a an ela 'e on engkung a/a ola

- Tipe on asi : Tiang an 0.50 m Tinggi anah u/ug > - m Tinggi usu/ ( lengkungan ) ( F ) > - m Te al pela usu/ > #DI 0, m Tinggi in ing iang (kaki) > #DI 0, m


Dia. >


γ m3o

? all m2



43/105


44/105


!sumsi se agai jem a an lengkung pa a 3 ( iga) s a is e/ en u 6ang ke ua umpuann6a engan sis em jepi2a. Dimensi Teo/i is B

'en ang engkung C > > #DI 0, m anjang engkung > > #DI 0, m Tinggi engkung F > > #DI 0, m Tinggi kons /uksi " > > #DI 0, m


> -> -> -


> #DI 0,


> #DI 0, on> #DI 0,> #DI 0,> #DI 0, on m




m > > #DI 0, mp > > #DI 0,



> > 0.30:5

> 30α

> 0> 0 > 10> 1.70

> #DI 0,> #DI 0,

- TplJ EK Ud1 ( F C - :F C2.=)2

F Tpl 2 h


apis on asi *alan 2 > γ a . h2 . ' on m2Ma e/ial %/ugan 3 > γ . h3 F N⅙ on m2

1 > γ < .Tpl . J EK C on m2 2 > γ . / . 2(4 0;25) ' on m2

H1 on m2

3 > 2. . " - 5 8 .F . N.T4.γ < >

5 >

3 5H2 > ( 3 5 ) (C .') on m2


Ck

> 20 (50 C)

T ( 2T Ck ) . (1 )2 (h

1 h

2 h

3 0;5.T

pl) 0;5

T m on m2

on m2

!


g

O DC

h

E K a1a1

a2a2

1 2


45/105


46/105

. ANALISA MEKANIKA DENGAN CARA KERJA VIRTUAL DENGAN ELASTISITAS KONTRUKSI


#DI 0,

#DI 0, ( - )

e/samaan ga/is lengkung pa/a ola B

#DI 0, P Q #DI 0,#DI 0,

> #DI 0, on m> #DI 0, on m

> #DI 0, on.m m

> #DI 0, on m> #DI 0, on m> #DI 0, on.m m> #DI 0, on.m m

#DI 0, m#DI 0, m#DI 0, m#DI 0, m

#DI 0, m#DI 0, m#DI 0, m#DI 0, m


#DI 0, m> #DI 0, m


ela aki BΙ > 10. 1 12 > m

k > Ι Ιpl >


6 > F C2 (C-=)= > F C .= - F C2.=2

6 > F C - :F C2.=

> a/< g(6 ) > a/< g( F C - :F C2.=)un uk = > 0 Q > sin ( ) >


O0g > g . C 2 8E0g > g . C 2

M0g > - R g . C2

.2 Momen p/ime/ M0 a aki a e an ekanan anah ak i" O0 a > h⅙ ( a1 2 a2)" E0 a > h⅙ (2 a1 a2)ME0 a > - ⅙( a2- a1) R a1N.h2

MO0 a > - ( a2- a1) R a1N.h2

- e > M1pl( ) > -e >

ila/ po/ al B M1 (-) > - e > M1 ( ) > e >


M1pl( ) > C 2 >ila/ po/ al B M1 (-)> - C 2 >

M1 ( ) > C 2 >

e. esa/an s a a a / ua 3 >'a ang lengkung B M1pl(-) > 1

1pl( ) >ila/ po/ al M1 (-)> 1

M1 ( ) > 1



V13 > U M1 . M3 . = > C ( W - e )Ιpl - h 2 Ι > 0C ( W - e )Ι Ιpl - h 2 > 0C (2 - 3e ).k - 3h 2 > 02k.C. - 3k.C.e - 3h2 > 03k.C.e > 2k.C. - 3h2 e > ( 2k.C.F - 3h2 ) ( 3k.C ) >e > h e

e

2

13

-


) 'i ang-M2 aki a 2 > 1

e


1

C 3 2

C 3 2

1

C


- -

-

M0g M

0 g

M 0 g

e

-

C 2

C 2

--e

ee

1

1 1

Ι Ι

ΙplΙpl

--$ 1pl > 1

$ 1 > 0? 1pl > 0

? 1 > -1

$ 2pl > 0? 2pl > 1$ 2 > 1? 2 > 0

? 3 > 0$ 3 > 0? 3pl > 0$ 3pl > 0

E K

O D

9

9

99

9


9ME0 a

MO0 a

ME0 a

M


47/105


48/105

M0g

-

e

E0 a

O0 a


49/105


50/105


51/105


52/105


> #DI 0,> #DI 0,

> #DI 0,

> -> -> -

> #DI 0,


> #DI 0,

> #DI 0, on.m m

Momen BTi ik Simpul E > #DI 0, on.m mTumpuan O > #DI 0, on.m m

















EΙ . V10 a > U M1 . M0 a . = on.m3



EΙ . V20 a > U M2 . M0 a . = > on.m3

EΙ . V10 a > U M1 . M0 a . = on.m3




1 a > - V10 a V11

2 a > - V20 a V22

3 a > - V30 a V33


B $ > $0 $1. 1 $2 . 2 $3 . 3


$ E aB $O a > $1 . 1 aB $apl > $ 1pl. 1 a

B ? > ?0 ? 1. 1 ? 2 . 2 ? 3 . 3


? E aB ?O a > " O0 a- ? 1 . 1 aB ? apl > 0 ? 1pl. 1 a



B ?E > ? Eg ? E a



53/105


54/105

1;:58.00 % - 32

> 2;7: .00

n > 1:.00 -

> 115.50 - 350

> :.0

> 0.:93 -

U4 + S & HASIL



> (-) 0.:75#DI 0, > (-) #DI 0,

Y > (-) 0. 07> (-) #DI 0,

@ > Z.h > Y.h > (-) 1. 8> (-) #DI 0,> (-) #DI 0,

#DI 0, > (-) #DI 0,> #DI 0,> #DIV/0!> #DIV/0!> #DI 0,

on /ol &ese/ > #DI 0,> #DI 0,

σ a kg (12 σ[au) . . h (15 σ[au) .h .103 M $

2 \ e o2 > h 30eo > eo1 eo2

eo han eo h >\ O

k > 0;7.Ce1 > O.( k 100.h)2.h

e2 > 0;15.he > eo e1 e2

ea > e 0;5.h - $.e a

Oa > > ] 1 (n.^.Z) _Xn.$.e a.̀ a

ξ >7 :

nω = ½ε 2/{d'/h.δ + 1 - ε(δ + 1)}

φ > (1-ε) ε φ > (1-ε) (ε - h)

ω = nω/n

i.! > ω. .h +.A/+ δ .+A 20G . ! pe/lu ? ( .h.7 :) kg


55/105


56/105

@. P847+& = P8 68s+ P8 & D+ d+ = K 5+

#DIV/0!

> 1;:58.00 % - 32

> 2;7: .00

n > 1:.00 -

> 115.50 - 350

> :.0

> 0.:93 -

U4 + S & HASIL



> (-) 0.:75#DI 0, > (-) #DI 0,

Y > (-) 0.39:> (-) #DI 0,

@ > Z.h> Y.h > (-) 1.51> (-) #DI 0,> (-) #DI 0,

#DI 0, > (-) #DI 0,> #DI 0,> #DIV/0!> #DIV/0!> #DI 0,

on /ol &ese/ > #DI 0,> #DI 0,

σ a kg (12 σ[au) . . h (15 σ[au) .h .103 M $

2 \ e o2 > h 30eo > eo1 eo2

eo han eo h >\ O

k > 0;7.he1 > O.( k 100.h)2.h

e2 > 0;15.he > eo e1 e2

ea > e 0;5.h - $.e a

Oa > > ] 1 (n.^.Z) _Xn.$.e a.̀ a

ξ >7 :

nω = ½ε 2/{d'/h.δ + 1 - ε(δ + 1)}

φ > (1-ε) ε φ > (1-ε) (ε - h)

ω = nω/n

i.! > ω. .h +.A/+ δ .+A 20G . ! pe/lu ? ( .h.7 :) kg


57/105


58/105

P8 68s+ P8 & L8 =5 = ( B s 4 )

9 T 4+5 φ #DIV/0! #DIV/0!

> mm #DI 0,

*a/ak a > #DI 0,


> mm #DI 0,

*a/ak a > #DI 0,

9 T85 φ #DIV/0! #DIV/0!


> mm #DI 0,*a/ak a > #DI 0,

#DIV/0!

P8 68s+ P8 & D+ d+ = K 5+

9 T 4+5 φ #DIV/0! #DIV/0!> mm #DI 0,

*a/ak a > #DI 0,


*a/ak a > #DI 0,

9 T85 φ #DIV/0! #DIV/0!> mm #DI 0,

*a/ak a > #DI 0,


*a/ak a > #DI 0,

Dia. φ


59/105


60/105


3. PERHITUNGAN BEBAN MATI BANGUNAN BA$AH

#DI 0, m

- m - m

#DI 0, m#DI 0, m

2.50 m

1.:0 m

0.25 m 0.25 m

0.50 m 0.07 m 1.00 m

- m0.50 m

0.75 m

K8&84 = :

*umlah Tiang an #DI 0, 0.00 0.00 #DI 0, #DI 0,

0.50 = ### = 1.00 = 0.00 = 2.50 > #DI 0, #DI 0, 0.00 #DI 0, #DI 0,< 0.50 = ### = 1.00 = 0.00 = 2.50 > #DI 0, #DI 0, 0.00 #DI 0, #DI 0,

1.00 = ### = 1.00 = 0.00 = 2.50 > #DI 0, #DI 0, 0.00 #DI 0, #DI 0,e 1.00 = ### = 1.00 = 0.00 = 2.50 > #DI 0, #DI 0, 0.00 #DI 0, #DI 0,

2. S ; A6 & 8 &1 1.00 = 0.00 = 0.25 = 0.00 = 2.50 > 0.00 0.00 0.00 0.00 0.00

1 1.00 = 0.00 = 0.25 = 0.00 = 2.50 > 0.00 0.00 0.00 0.00 0.00. T 7 U4 =

1 1.00 = ### = 0.50 = #DI 0, = 1.70 > #DI 0, 0.00 #DI 0, #DI 0, #DI 0,

Σ #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

h >

h5

>

h8 >

1 >

2 >

>

Do >

1 >2 >

p1 >p2 >

o >

Do >p1 >

p2 >

Σ& ΣMa

2

h

h5

h8

1

a<

e

1 2

bcb


61/105


62/105

2. GA A REAKSI

. B86 = d+s 45 8 + B = A& s



2. B86 H+d ; d8 = K8 & : > #DI 0, on

&a6a e/ ikal B = 'M > #DI 0, = 100G > #DI 0, on Momen e/ha ap b c b B > p = 0.00 > #DI 0, on.m

6. B86 P8 = 4 7 G8 ;

> 0.15


> 0.15 = #DI 0, > #DI 0, on

M' 8 d+ &+&+5 O : = e > #DI 0, on.m

0.05> #DI 0, on

M' 8 d+ &+&+5 O : #DI 0, on.m

d. T85 T 7 A5&+ ( T ) d3. P d K' d+s+ N'4 (T )

> 0.30:5

imana B > 30 α > 0> 0 > 10> 1.70

> 0.31 > #DI 0,

= > #DI 0, on> #DI 0, on> #DI 0, on

Ti ik e/a ------\ > = > #DI 0, me e/

> > #DI 0, me e/ M' 8 d+ &+&+5 O : > = > #DI 0, on.me e/

> = > #DI 0, on.me e/

> 0.8317

imana B > 30.00 α > -> 21. 7 > -

τ > - > 0.15> - > :.53

> 0.00 me e/ > #DI 0,> #DI 0, on> #DI 0, on

i ik e/a ------\ > > #DI 0, me e/ > > #DI 0, me e/

M' 8 d+ &+&+5 O : > = > #DI 0, on.m

3. B86 M &+ ( M; )

Mp > H = = ' 2

M= Mp V; > H F K > p. '. 2

V; > H F K M=

oeFisien &empa

63. D 4+ B = B 7 (G7 6) :

G7 63 > kh = ΣMaM 1 > &h 1

62. D 4+ B = A& s (G7 ; ) :

G7 ; > kh = MpM

&hp> &h

p

1. G R8 (R )

oeFisien /em F / > R > F / =

M6 m > (1;: " ). m >

! >sin(φ δ) . sin(φ - α )

( 0;8 h3 ) . γ . ! on m2 a2 > a1 γ . . ! on m2

h = 'Tah > Ta1 . Ta1 . sin ( δ + τ )

6Ta1

Ta1 1 2 M=Ta1 Ta1 =Ta1 M6Ta1 Ta1h 6Ta1

d2. K' d+s+ G8 ; (G7 T )

! >sinφ . sin(φ - α −φο) an-1 kh (1-k)N o

h4 > h3

a;g > ( h3 h ).γ . !E on m2

Ta;gh > 0;5 . a1;g . h .


63/105

> = > #DI 0, on.m M6& ;Ta &h;Ta 6Ta;g


64/105

1. R85 ;+& s+ G R8 5s+

NO. JENIS BEBAN GA A MOMEN DI TITIK O

V H M M

&' &' &' . &' .

I 'E'!$ M!TI ( M ) Ba. 'angunan 'a4ah ( Ma ) #DI 0, - #DI 0, -


65/105


66/105

. PENULANGAN POOR KAKI

Tegang > 1;:58.00 32ua > 27: .00

n > 21.00 -

> :2.50 250

I@in > 10.2:

> 1.071 -

U4 + S &KOMBINASI

I II III IV V VI

&a6a in a > on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,Momen > on.m #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,Tinggi eFek > #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

Oa > > (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

LENTUR MURNIV > (-) - - - - - -Y > (-) 0.1:5 0.1:5 0.208 0.3:9 0.19: 0.1:5


@ > Z.h> (-) . 1 . 1 3.:5 1.57 .05 . 1> (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> (-) #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!> #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!on /ol &e #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

#DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

P8 = P''4 K 5+

9 T 4+5 #DIV/0! #DIV/0!



9 T85 #DIV/0! #DIV/0!



9 T = S8 =5 = #DIV/0! 9 2

> mm #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

*umlah > uah m .00 .00 .00 .00 .00 .00> #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

σ a kg h8 h5 2

> 2 2 1

h > h - ! min> (12 σ[au) = = h


67/105


68/105

. GA A ANG BEKERJA DAN JUMLAH TIANG PANCANG

DISKRIPSI SATUANKOMBINASI 3 KOMBINASI 2

I II III Σ I II III Σn > uah 5.00 5.00 5.00 15.00 5.00 5.00 5.00 15.00

M > on.m #DI 0, #DI 0,

> on #DI 0, #DI 0,

" > on #DI 0, #DI 0,

> on h #DI 0, #DI 0,

> 0.05 0.05> on m #DI 0, #DI 0,> m 0.07 - -0.07 0.07 - -0.07

> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> 10.00 - 10.00 10.00 - 10.00> ] - _ 0.17 - 0.17 0.17 - 0.17> ] - _ 0.9:5 1.00 0.9: 1 .:5 0.9:5 1.00 0.9: 1 .:5> ] - _ 0.178 - 0.1: 0.178 - 0.1:> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0,> on #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

DISKRIPSI SATUANKOMBINASI KOMBINASI

I II III Σ I II III Σn > h 5.00 5.00 5.00 15.00 5.00 5.00 5.00 15.00M > on.m #DI 0, #DI 0,

> on #DI 0, #DI 0," > on #DI 0, #DI 0,

> on h #DI 0, #DI 0,> 0.05 0.05> on m #DI 0, #DI 0,> m 0.07 - -0.07 0.07 - -0.07> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> 10 - 10.00 10 - 10.00> ] - _ 0.17 - 0.17 0.17 - 0.17> ] - _ 0.9:5 1.00 0.9: 1 .:5 0.9:5 1.00 0.9: 1 .:5> ] - _ 0.178 - 0.1: 0.178 - 0.1:> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0,> on #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

ΣnI = Σi.x t

2 m2

M I= > p2

(MI). => n (MI). =

θ o

sin θ .sin θ

2 > . . anθ ∆" > " - Σ 3

∆ " = ∆" Σ 3 ∆ " . . .sn θ

P N&> V2 F H 3

1 > .sin θ" 2 > " . H 2 9 V3

ΣnI = Σi.x t

2 m2

M I= > p2

(MI). => n (MI). =

θ o

sin θ .sin θ

2 > . . anθ

∆" > " - Σ 3∆ " = ∆" Σ 3 ∆ " . . V2 F H 3

1 > .sin θ2 > .


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> on #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!P T&> H 2 FV3


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lanjutan…….

DISKRIPSIKOMBINASI < KOMBINASI @

I II III Σ I II III Σn > h 5.00 5.00 5.00 15.00 5.00 5.00 5.00 15.00

M > on.m #DI 0, #DI 0,

> on #DI 0, #DI 0,

" > on 0.00 #DI 0,

> on h #DI 0, #DI 0,

> 0.05 0.05> on m #DI 0, #DI 0,> m 0.07 - -0.07 0.07 - -0.07

> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> 10.00 - 10.00 10.00 - 10.00> ] - _ 0.17 - 0.17 0.17 #DI 0, 0.17> ] - _ 0.9:5 1.00 0.9: 1 .:5 0.9:5 1.00 0.9: 1 .:5> ] - _ 0.178 - 0.1: 0.178 - 0.1:> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0,> on #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,> on #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

1.2:E 05

Diame e/ enampang Tiang an 0.00 0 > - on

Ta/ik > 0.00 on

0.00 kg > 0.00 on

n > 15.00> > 0.00 on

SATUAN

ΣnI = Σi.x t

2 m2

M I= > p2

(MI). =

> n (MI). =θ o

sin θ .sin θ

2 > . . anθ ∆" > " - Σ 3

∆ " = ∆" Σ 3 ∆ " . . V2 F H 3

1 > .sin θ" 2 > " . H 2 9 V3

` e kg


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@. REKAPITULASI GA A ANG BEKERJA PADA SETIAP TIANG PANCANG

DIS I SI cDE&! ! (Tc$) D! !M cM'I$!SI EM'E'!$!$

1 2 3 5 8

&a6a "o/ison al #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

&a6a e/ ikal Maks. #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

&a6a e/ ikal Min. #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,&a6a To/si #DI 0, #DI 0, #DI 0, #DI 0, #DI 0, #DI 0,

. TEGANGAN ANG TERJADI DAN PENURUNAN PADA TIANG PANCANG

. T8= = ; d K8; T+ = P 1 =

&a6a ho/ison al maksimum 6ang eke/ja#DI 0, on

&a6a e/ ikal maksimum 6ang eke/ja

#DI 0, #DI 0, - on &a6a e/ ikal minimum 6ang eke/ja#DI 0, on Q #DIV/0!#DI 0, on.m

Tegangan 6ang e/ja i B ( beban sementara )#DI 0, #DI 0, ` e > 22 .00 #DIV/0!

#DI 0, #DI 0, ` e > 22 .00 #DIV/0!

6. T8= = ; d 6 =+ S 6=4 d8 Momen maksimum pa a agian su g/a e B

> > #DI 0, on.m

> > #DI 0, m&a6a e/ ikal maksimum 6ang eke/ja > #DI 0, on


1. T8= = ; d 6 =+ S 6 = Momen maksimum pa a agian sam ungan B TIDAK ADA SAMBUNGAN .&+ = ;8 d85...!!!

> #DI 0, on> 0.00 m #DI 0,

β > #DI 0, #DI 0,

> #DI 0, #DI 0,

> #DI 0, on.m


d. PENURUNAN KAKI PONDASI

> #DI 0, on #DI 0, on #DI 0, on> #DI 0, on

n > 15.00 uah > #DI 0, &a6a ho/ison al maksimum 6ang eke/ja pa a iang pan

ma=> maks.

$ n >

i >

min> min. $ n > M > "ma= 2β >

σa > ma= ! M A > kg min ! - M A > kg ma= ! Ms A > kg k.Dβ> 2! .E pan


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NAMA JEMBATAN : 0



STA. / KM : 0

STATUS / "UNGSI JALAN : PROVINSI / KOLEKTOR

KABUPATEN : 0






. D & K' s&4 5s+ - Tipe ons /uksi 'angnan ! as : *em a an ela 'e on engkung Se engah ingka/an

- Tipe on asi : Tiang an 0.50 m Tinggi anah u/ug > - m *a/i - ja/i alam usu/ lingka/an ( ) > #DI 0, m Te al pela usu/ > #DI 0, m Tinggi in ing iang (kaki) > #DI 0, m


Dia. >


γ m3

o

? all m2



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!sumsi se agai jem a an lengkung pa a 3 ( iga) s a is e/ en u 6ang ke ua umpuann6a engan sis em jepi

2a. Dimensi Teo/i is B

'en ang engkung C > > #DI 0, m anjang engkung > > #DI 0, m Tinggi engkung > > #DI 0, m Tinggi kons /uksi " > > #DI 0, m


> -> -> #DI 0,


> #DI 0,


> #DI 0, on> #DI 0,> #DI 0,> #DI 0, on m




m > > #DI 0, mp > > #DI 0,



> > 0.30:5

> 30 α > 0> 0 > 10> 1.70

> #DI 0,> #DI 0,

- TplJ EK L. C

Tpl 2 h


apis on asi *alan 2 > γ a . h2 . ' on m2Ma e/ial %/ugan 3 > γ . h3 (1-L ). N on m2

1 > γ γ . / . 2(4 0;25) ' on m2

H1 on m2

3 > 2. . " - L. 2 2N.T4.γ < >

5 >

3 5H2 > ( 3 5 ) (C .') on m2


Ck

> 20 (50 C)

T ( 2T Ck ) . (1 )

2 (h1 h2 h3 0;5.Tpl) 0;5T m on m2

on m2

!

sin(φ δ) . sin(φ - α) ( 0;8 h3 ) .γ . ! on m2 a2 > a1 γ . . ! on m2

g

O DC

h

E K

1 2


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. ANALISA MEKANIKA DENGAN CARA KERJA VIRTUAL


#DI 0,

#DI 0, ( - )

e/samaan ga/is lengkung se engah lingka/an B 6 > =

0.00 P Q

0.00

1.00

> #DI 0, on m> #DI 0, on m> #DI 0, on.m m

> #DI 0, on.m m> #DI 0, on.m m> #DI 0, on m> #DI 0, on m

#DI 0, m#DI 0, m#DI 0, m#DI 0, m

#DI 0, m#DI 0, m#DI 0, m#DI 0, m


### m> ### m


ela aki BΙ > 10. 1 12 > m

k > Ι Ιpl >


6 > =2 2 Q

> a/< g(6 ) > a/< g( = )un uk = > 0 Q >

sin ( ) >


O0g > g . C 2 8E0g > g . C 2

M0g > - R g . C2

.2 Momen p/ime/ M0 a aki a e an ekanan anah ak iME0 a > - ⅙( a2- a1) R a1N.h2

MO0 a > - ( a2- a1) R a1N.h2" O0 a > h⅙ ( a1 2 a2)" E0 a > h⅙ (2 a1 a2)

- e > M1pl( ) > -e >

a/ po/ a B 1 (-) > - e > M1 ( ) > e >

. 'esa/an s a ik aki a ga6a i/ ual 2 > 1'a ang lengkung B M1pl(-) > - C 2 > M1pl( ) > C 2 >

ila/ po/ al B M1 (-)> - C 2 > M1 ( ) > C 2 >


1pl( ) >ila/ po/ al M1 (-)> 1

M1 ( ) > 1



V13 > U M1 . M3 . = > C ( W - e )Ιpl - h 2 Ι > 0C ( W - e )Ι Ιpl - h 2 > 0C (2 - 3e ).k - 3h 2 > 02k.C. - 3k.C.e - 3h2 > 03k.C.e > 2k.C. - 3h2 e > ( 2k.C. - 3h2 ) ( 3k.C ) >e > h e

e

2

13

-


) 'i ang-M2 aki a 2 > 1

e


1

C 3 2

C 3 2

1

C

"


- - M0g

-

M0g

-

M 0 g

M 0 g

e e

-

C 2

C 2

--e

ee

1

1 1

Ι Ι

Ιpl Ιpl

--

$ 1pl > 1

$ 1 > 0? 1pl > 0

? 1 > -1

$ 2pl > 0

? 2pl > 1$ 2 > 1

? 2 > 0

? 3 > 0$ 3 > 0? 3pl > 0$ 3pl > 0

E K

O D

9

9

99

9


9ME0 a ME0 a

MO0 a

ME0 a

MO0 a


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> #DI 0,

> #DI 0,

> #DI 0,

> #DI 0,

> #DI 0, m

. N+ + A57+4 M 5s+ B8s 4 S& &+5

. A5+6 & B86 M &+ d H+d ; ( = )

> #DI 0,> #DI 0,

> #DI 0,

> 0.00> 0.00> 0.00

> #DI 0,> #DI 0,> #DI 0,


> #DI 0,

> #DI 0, on.m m

Momen BTumpuan > #DI 0, on.m m

Ti ik Simpul E > #DI 0, on.m mela engkung C 2 > #DI 0, on.m m


> #DI 0, on m

Tumpuan O > #DI 0, on m

ela engkung>

#DI 0,on m


> #DI 0, on m



EΙ . V11 > U M1 . M1 . = > W h e2 - e .e e2 N m3

EΙ . V11 > U M1 . M1 . = m3


EΙ . V22 > U M2 . M2 . = > k.C.(XC)2 X h .C2 m3


EΙ . V33 > U M3 . M3 . = > C 2k.h

1. $ilai pe/u ahan en uk aki a M0g an M1 B EΙpl . V10gpl > U M1pl . M0gpl . = > C . k .M0gpl. M1pl(-) 2 15 C .k .M0gpl . on.m3


EΙ . V10g > U M1 . M0g . = on.m3



EΙ . V10g > U M1 . M0g . = on.m3

3. $ilai pe/u ahan en uk aki a M0g an M3 B EΙpl . V30gpl > U M3pl . M0gpl . = > C.k.M0g on.m3 EΙ . V30g > U M3 . M0g . = > 2 h . M0g on.m3

EΙ . V30g > U M3 . M0g . = on.m3


1g > - V10g V11

2g > - V20g V22

3g > - V30g V33

B M > M0 M1. 1 M2 . 2 M3 . 3B MOg > MO0g M1 (-) . 1g M2 ( ) . 2g M3 ( ) . 3g

B MEg > MO0g M1 (-) . 1g M2 (-) . 2g M3 ( ) . 3gB MOgpl > MO0gpl M1pl( ) . 1g M2pl( ) . 2g M3pl( ) . 3g

B $ > $0 $1. 1 $2 . 2 $3 . 3


$ Eg

B $Og > - O0g $1 . 1gB $

gpl > $

1pl.

1g

B ? > ?0 ? 1. 1 ? 2 . 2 ? 3 . 3


? Eg


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6. A5+6 & T85 T 7 A5&+ ( & )

> #DI 0,> #DI 0,

> #DI 0,

> -> -> -

> #DI 0,


> #DI 0,

> #DI 0, on.m m

Momen BTi ik Simpul E > #DI 0,Tumpuan O > #DI 0,

ela engkung C 2 > #DI 0,

&a6a $o/malTi ik Simpul E B'a ang EK > #DI 0,'a ang EO > #DI 0,

> #DI 0,Tumpuan O > #DI 0,

ela engkung > #DI 0,


'a ang EK > #DI 0,'a ang EO > #DI 0,

> #DI 0,Tumpuan O > #DI 0,

ela engkung > -




ela engkung C 2 > #DI 0,on m


EΙpl . V10 apl > U M1pl . M0 apl . = > C . k .M0 apl . M1pl(-) C .k .M0 apl .

EΙ . V10 a > U M1 . M0 a . = >1 12 C.(MO0 a ME0 a) ( e - e )

EΙ . V10 a > U M1 . M0 a . =


EΙpl . V20 apl > U M2pl . M0 apl . = >

EΙ . V20 a > U M2 . M0 a . = >

EΙ . V10 a > U M1 . M0 a . =


EΙpl . V30 apl > U M3pl . M0 apl . = > C .k.ME0 a ⅙ h . (MO0 a ME0 a)

a/ena i ang momen M2 e/ en uk an ime /is; se angkan i ang 6ang lainn6a sime /is maka pe/samaan s a i

1 a > - V10 a V11

2 a > - V20 a V22

3 a > - V30 a V33


B $ > $0 $1. 1 $2 . 2 $3 . 3


$ EgB $O a > $ 1 . 1 aB $apl > $1pl. 1 a

B ? > ?0 ? 1. 1 ? 2 . 2 ? 3 . 3


? EgB ?O a > " O0 a- ? 1 . 1 aB ? apl > 0 ? 1pl . 1 a

B ME > MEg ME aB MO > MOg MO a

B Mpl > Mgpl M apl




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1;:58.00 % - 32

> 2;7: .00

n > 1:.00 -

> 115.50 - 350

> :.0

> 0.:93 -

U4 + S & HASIL


> #DI 0,> #DI 0,> ( - ) #DI 0,

> ( - ) #DI 0,> on.

Tulangan Sime /is> (-)

on m #DI 0, > (-) #DI 0,on m Y > (-)on m > (-) #DI 0,

on m @ > Z.h > Y.h > (-)> (-) #DI 0,> (-) #DI 0,

#DI 0, > (-) #DI 0,> #DI 0,> #DIV/0!

jembatan pelat lengkung

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