TP Baja 2 Fahmi Dan Sandi

8/18/2019 TP Baja 2 Fahmi Dan Sandi

1/64

• Kelas Jembatan = Kelas B = 70 % BM

• Bentang Jembatan = 37,5 meter

• Jarak Gelagar Memanjang = 2,75 meter

• Lebar Jembatan = 8,4 meter

• Gaya Angn = !20 kg"m2

• Alat #enyamb$ng = Ba$t

• Jens Baja = Bj 4!

• M$t$ Betn & '() * = 30 M+a

• $-$t Al+.a = /00

A. Perencanaan Sandaran

Gambar an-aran rsntal

1 Jarak antar tang san-aran, != 470 (m

1 Men$r$t #MJJ, san-aran $nt$k +ejalan kak -ren(anakan, $nt$k 2

+embebanan ren(ana -aya layan, yat$ = !00 kg"m


2/64

Tugas Perencanaan Struktur Baja 2

1 Beban beban n bekerja se(ara bersamaan -alam ara. menylang -an

6ertkal

engan -emkan -a+at - nter+laskan sbb

Gambar #enyebaran Beban an-aran

#er.t$ngan mmen lent$r

MB1 = !"8 ) L2 = !"8 !00 4,72 = 27/,!25 kgm

Mla+9 = !"8 ) L2 12

Mb

= !"8: !00 : 4,72 12

!25,27/

= !38,0/ Kg"m

maka

M ma: = !38,0/ kgm

Bla -g$nakan san-aran -ar ++a baja & (r($lar .all se(tn * -gn m$t$ Bj =

4! &σ = 2/2; kg"m2*

<σ

ma: M

< 32

2/2;

!00/,!38cm

x

- Fahmi Andrian Sya (107011024)- M. Syandi (107011026) 2


3/64


cm Dcm x

D ;2,32/2;

!00/,!38

3/

! 32

3 ≥=≥π

-ren(anakan san-araan .rntal mengg$nakan +r'l ++a baja -engan

1 -mens l$ar = 8;,! mm

1 tebal ++a = 2,8 mm

1 berat = 5,;/ kg"m

1 m-$l$s tam+ang = !5,; (m3

-angga+ san-aran men$m+$ .rntal +a-a tang se(ara t$m+$an se-er.ana

Maka

M ma: = !"8 > l2 = !"8 !00 4,72 = 27/,!25 kg

3

2

;,!5

!0!25,27/ma:

cm

kgcm x

w

M ==σ

= !73/,/3 Kg"(m2 ? 2"2/2; cmkg =σ

B. Perhitungan Lantai Trotoar

- Berat sen-r = 0,2 : ! : ! : 2500

= 500 kg"m

- Betn t$mb$k = 0,2 : ! : ! : 2200

= 440 kg"m

- Berat beban .-$+ = ! : 500

= 500 kg"m

- Berat ar .$jan &5 (m* = 0,05 : !000 : ! : !

= 50 kg"m

- Berat ttal &>*

= !4;0 kg"m



4/64


M$ = @ : > :L2

= @ : !4;0 : !2 = 745 kgm = 7450 m

- = 200 50 @ !2 = !44 mm

#en$langan lanta trtar

k = Mpa x x

x

d b

Mu

45,0!44!0008,0

!07450

2

3

2 ==φ

00!7,03085,0

45,02!!

;,2/2

3085,0

B85,0

2!!

B85,0=

−−=

−−=

x

x x

fc

k

fy

fc perlu ρ

005,04,!

mn == fy

ρ

005,0mnmn ==→< ρ ρ ρ ρ perlu

J$mla. t$langan lent$r

As = ρ : b : -

= 0,005 : !000 : !44

= 720 mm2

+aka t$langan 8 !2 &As = ;05 mm2*

Kntrl ter.a-a+ ka+astas +elat

C =

As : 'y = 0,85 : '() : a : b

a =b x fc x

fy x As

B85,0

= mm

x x

x33,;

!0003085,0

;,2/2;05=



5/64


( = mma

;8,!085,0

33,;

!==

β

's = /00

−

c

cd

's = /00 *&;,2/285,72/8;8,!0

;8,!0!44OK Mpa Mpa >=

−

Mn = As'y

−

2

ad

Mn = ;05 : 2/2,; Nm Nmm 2!,33!5!2!,33!5!2!0233,;!44 ==

−

*&45,47450

2!,33!5!OK

Mu

Mn ==

Gambar #en$langan Crtar

C. Perencanaan Teknis Pelat Lantai

ata tekns +elat lanta ken-araan

Gambar Kn-s Batas #elat Betn

• Letak +elat +a-a t$m+$an $j$ng,

• #anjang +elat betn, L = 4,7 m



6/64


• Lebar +elat betn, B = 2,75 m

• Cebal +elat betn, ts = 0,20 m

• Cebal la+s +erkerasan, t + = 0,05 m

• ameter t$langan +elat, -t = !/ mm

a* as ss +anjang ter.a-a+ lebar +elat

k = f ! B

L=8

; :75,2

7,4 = !,;2

b* Ke'sen re-$ks mmen rm= 0,25

(* #er.t$ngan beban teta+

1 Berat #lat Betn 25 : 0,20 : 4,7 : 2,75 = /4,/3 k

1 Berat As+al 22 : 0,05 : 4,7 : 2,75 = !4,22 k

1 Berat Ar $jan ;,8 : 0,05 : 4,7 : 2,75 = /,33 k

Ctal #- = 85,!8 k

Gambar Beban Mat #elat

as b-ang beban +elat

B

u =75,2

75,2 = !



7/64


L

v =7,4

7,4 = !

ar gra'k M #gea$- -+erle. nla ke'sen mmen

mD = 7,8!012

m2 = 3,0!012

Mmen lent$r beban mat

Mdl x = rm : #- : &m! 9 0,!5m2*

Mdl x = 0,25 : 85,!8 : &7,8!0-2 + 0,!5 : 3,0!0-2* = !,757 km"m

Mdl y = rm : #- : &m2 9 0,!5m!*

Mdl y = 0,25 : 85,!8 : &3,0!0-2 9 0,!5 : 7,8!0-2* = 0,888 km"m

-* #er.t$ngan beban .-$+

Beban .-$+ ber-asarkan ###JJ !;87

#! =2! : 20 = !0 tn = !00 k

Cngg #enyebaran Beban -a

Gambar #enyebaran Beban -a

. = 0,05 9 &0,2 0,02 -t"2* → -t = 0,!/

. = 0,!5 m



8/64


Kn-s #embebanan E

Gambar Kn-s #embebanan !

$ = 0,5 9 &2 : 0,!5* = 0,8 m

F = 0,3 9 &2 : 0,!5* = 0,/ m

as b-ang beban +lat

B

u =75,2

8,0 = 0,2;!

L

v =7,4

/,0 = 0,!28

ar gra'k M #gea$- -+erle.

m! = 2!!0-2

m2 = !4,5!0-2

Mmen lent$r beban .-$+ kn-s E

Mll !: = rm : P ! : &m! 9 0,!5m2*

Mll !: = 0,25 : !00 : &2!!0-2 9 0,!5 : !4,5!0-2* = 5,7; km"m



9/64


Mll !y = rm : #! : &m2 9 0,!5m!*

Mll !y = 0,25 : !00 : &!4,5!0-2

9 0,!5 : 2!!0-2

* = 4,4! km"m

Kn-s #embebanan EE

Gambar Kn-s #embebanan EE

rmas &*

$ = 2 &$! 9 : * = 2 &0,8 9 &0,!** = !,8 m

F = 0,/ m


B

u =75,2

8,! = 0,/5

L

v =7,4

/,0 = 0,!28


m! = !3!0‾²

m2 = !!!0‾²

m! : & ư! 9 x * = !3!0-2 : &0,8 9 &0,!** = !!,7!012

m2 : & ư!9 x * = !!!0-2 : &0,8 9 &0!** = ;,;!012

rmas &*



10/64


$ = 2x = 2: &0,!* = 0,2m

F = 0,/


B

u =75,2

2,0 = 0,07

L

v =7,4

/,0 = 0,!28


m! = 2/,5!0-2

m2 = !7,5!0-2

m!x = 2/,5 !012 0,! = 2,/ : !012

m2 x = !7,5 !012 0,! = !,75 : !012

rmas &* = &* &*

m!= !!,7!012 2,/!012 = ;,!!012

m2 = ;,;!012 !,75!012 = 8,!5!012

Mmen lent$r beban .-$+ kn-s 2

Mll 2: = rm :!

!2

u

p : &m!9 0,!5m2*

Mll 2: = 0,25 : 8,0

!002 x : &;,!!012 9 0,!5 : 8,!5!012* = /,45 km"m

Mll 2y = rm :!

!2

u

p : &m2 9 0,!5m!*

Mll 2y = 0,25 :8,0

!002 x : &8,!5!012 9 0,!5 : ;,!!012* = 5,;5 km"m



11/64


Kn-s #embebanan 3

Gambar Kn-s #embebanan 3

-a !

rmas &*

$ = 2&ư! 9 x* = 2 : &0,4 9 &0,;75** = 2,75

F = 0,/ m


B

u =75,2

75,2 = !

L

v =7,4

/,0 = 0,!28

ar gra'k M #gea$- -+erle. ke'sen mmen

m! = ;,/!0

-2

m! : &ư!9 :* = ;,/!0-2 : H0,4 9 & 0,;75*I = !3,2!012

m2 = 8,5!0-2

m2 : &ư! 9 :* = 8,5!0-2 : H0,4 9 &0,;75*I = !!,/;!012

rmas &*

$ = 2 : = 2 : &0,;75* = !,;5



12/64


F = 0,/


B

u =75,2

;5,! = 0,7!

L

v =7,4

/,0 = 0,!28

-ar gra'k M #gea$- -+erle. nla ke'sen mmen

m! = !2,5!0-2

m2 = !!!0-2

m! : = !2,5 !012 0,;75 = !2,!;!012

m2 : = !! !012 0,;75 = !0,72!012

rmas &* = &* &*

m! = &!3,2 !2,!;* !012 = !,0!!012

m2 = &!!,/; 1 !0,72* !012 = 0,;7!012

Beban .-$+ tere-$ks

P ! =8,0

4,0: !00 = 50 k

Mmen lent$r beban .-$+ kn-s 3 r-a !

Mll 3: rodal = rm : !

!

u

P

: &m! 9 0,!5m2*

Mll 3: rodal = 0,25 :4,0

50 : &!,0!!012 9 0,!5 : 0,;7!012* = 0,3/! km"m

Mll 3y rodal = rm :!

!

u

P : &m2 9 0,!5m!*

Mlly rodal = 0,25 :4,0

50 : &0,;7!012 9 0,!5 : !,0!!012* = 0,350 t"m



13/64


Mmen lent$r beban .-$+ kn-s 3

Mll 3: = Mll !: 9 Mll3: rodal

Mll 3: = 5,7; 9 0,3/!

Mll 3: = /,!5! km"m

Mll 3y = Mll !y 9 Mll 3y rodal

Mll 3y = 4,4! 9 0,350

Mll 3y = 4,7/ km"m

Cabel eka+t$las Mmen #elat #a-a C$m+$an j$ng

Jens Beban M ara. : &km"m* M ara. y &km"m*

Beban mat 0,757 0,888

Beban .-$+ ! 5,7; 4,4!

Beban .-$+ 2 /,45 5,;5

Beban .-$+ 3 /,!5! 4,7/

Mmen ren(ana

M: = M-l: 9 Mll:

= 0,757 9 /,45 = 7,207 km"m

My = M-ly 9 Mlly

= 0,888 9 5,;5 = /,838 km"m



14/64


Perhitungan baja tulangan untuk pelat lantai kendaraan

Ara. melntang &L:*

M$:= 7,207 km = 7207 m

.' = 200 mm

- = 200 50 @ !/ = !42 mm

k = Mpa x x

x

d b

Mu447,0

!42!0008,0

!07207

2

3

2 ==

φ

00!7,03085,0

447,02!!

;,2/2

3085,0

B85,0

2!!

B85,0=

−−=

−−=

x

x x

fc

k

fy

fc perlu ρ

005,04,!

mn == fy

ρ



As = ρ : b : -

= 0,005 : !000 : !42

= 7!0 mm2

+aka t$langan !/ &As = 20!,0/2 mm2* -engan jarak antar t$langan +k+

s +erl$ = !8,283!000

7!0

0/2,20!= x

-+aka t$langan !/ 280 mm


C =

a =b x fc x

fy x As

B85,0



15/64


= mm x x

x32,7

!0003085,0

;,2/27!0=

( = mma

/!,885,0

32,7

!==

β

's = /00

−

c

cd

's = /00 *&;,2/247,;2;5/!,8

/!,8!42OK Mpa Mpa >=

−

Mn = As'y − 2ad

Mn = 7!0 : 2/2,; Nm Nmm 4!,258220/,2582240/2

32,7!42 ==

−

*&58,37207

4!,25822OK

Mu

Mn ==

Ara. melntang &Ly*

M$:= /,838 km = /838 m

.' = 200 mm

- = 200 50 @!/ = !42 mm

k = Mpa x x

x

d b

Mu424,0

!42!0008,0

!0/838

2

3

2 ==

φ

00!/,03085,0

424,02

!!;,2/2

3085,0

B85,0

2

!!

B85,0

=

−−=

−−= x x x

fc

k

fy

fc

perlu ρ

005,04,!

mn == fy

ρ





16/64


As = ρ : b : -

= 0,005 : !000 : !42

= 7!0 mm2

+aka t$langan !/ &As = 20!,0/2 mm2* -engan jarak antar t$langan +k+

s +erl$ = !8,283!0007!0

0/2,20!= x

-+aka t$langan !/ 280 mm


C =

a =b x fc x

fy x As

B85,0

= mm x x

x32,7

!0003085,0

;,2/27!0=

( = mma

/!,885,0

32,7

!==

β

's = /00

−

c

cd

's = /00 *&;,2/247,;2;5/!,8

/!,8!42OK Mpa Mpa >=

−

Mn = As'y

−2

ad

Mn = 7!0 : 2/2,; Nm Nmm 4!,258220/,2582240/2

32,7!42 ==

−

*&78,3/838

4!,25822OK

Mu

Mn==



17/64


Gambar #en$langan #elat Lanta

D. Perencanaan Gelagar Induk



18/64


alam +eren(anaan gelagar n-$k a-a bebera+a .al yang +erl$

$nt$k -+er.atkan, ses$a -engan tan-ar 'es'kas $nt$k Jembatan

Jalan aya ! 1!;8; menyatakan ba.a

! $m$mnya lebar saya+ atas t-ak ble. leb. ke(l -ar +a-a !5 (m

-an lebarnya se-emkan r$+a se.ngga ($k$+ $nt$k menem+atkan

.ear nne(tr

2 tebal saya+ atas t-ak ble. k$rang -ar !0 (m en(ana gelagar

n-$k -engan s'es'kas -ata sebaga berk$t

- Cegangan betn yang -jnkan &'()* = 30 M#a =

300 kg"(m2

- Cegangan baja yang -jnkan &'y* = 2/2,; M#a =

2/2; kg"(m2

- Cebal lanta ken-araan terb$at -ar betn 20 (m =

0,2 m

Gambar #enam+ang Melntang

ata1-ata knstr$ks gelagar yang -ren(anakan

- +elat lanta -ar betn bert$lang -engan tebal 20 (m

=0,2 m

- lebar jembatan &L* = 8,4 m



19/64


- +anjang bentang jembatan 37,5 meter

- j$mla. gelagar memanjang 4 b$a. &

400:400:35:20*

- balk -a'ragma = E 75

#r'l 400 : 400 : 35 : 20

Perhitungan Siat!siat Pena"pang #o"posit

Menent$kan .arga +erban-ngan men$r$t #BBE !;7! !!!! .al !3!

m-$l$s elasts $nt$k baja betn &n* -a+at -(ar -engan +ersamaan

- M-$l$s

elasts betn

( = 4/00 B fc

( = 4/00 30 = 25!;5,24 M#a

- as m-$ler

n =M(

Ms =

24,25!;5

!0:2,! 5

= 8,33



20/64


- Lebar e'ekt'

be =4 L =

4470 = !!7,5 (m

be = b0 = 2,75 m

be = b' = !/ ts = 40,7 9 &!/ : 20* = 3/0,7 (m

-g$nakan lebar e'ekt' be = 2,75 m = 275 (m

Cnja$an #enam+ang Km+st nt$k Beban Jangka #en-ek, k = !

Gambar #enam+ang Km+st k =!

- L$as betn &A(!* k=!

A(! = n:k

ts: be =8,33:!

20:275 = //0,2/ (m2

- Letak gars netral &k=!*

tasts mmen +a-a tenga. +enam+ang baja &y*

y =( )

AsA(

.ts2!A(

!

!

x

! +×⇒y = =+

+7,3/02/,//0

42,8*&20!"2//0,2/ x20,3! (m

N(! = &!"2. 9 @ ts* y = &!"2 : 42,8 9 @ : 20* 20,3! = !!,0; (m

Nts! = &!"2. y* = &!"2 : 42,8 20,3!* = !,0; (m

Nt(! = &ts 9 Nts!* = &20 9 !,0;* = 2!,0; (m

Nbs! = &. 9 ts* Nt(! = &42,8 9 20* 2!,0; = 4!,7! (m



21/64

be/n

ts

ytc3

ybs3

Yts3=Ybc3 Yc

Y=Ys


- Mmen nersa km+st &k=!*

E(! = Es 9 As Ns2 9

n*&k :

ts be!2! 3 ! 9 A(! y(

2

E(! = !!;000 9 &3/0,7 : 20,3!2* 9

8,33*:&!

20275!2"! 3 x x 9 //0,2/ : !!,0;2

= 37!000,27 (m4

- M-$l$s +enam+ang km+st &k=!*

t(! =t(!

(!

yE

=0;,2!

27,37!000 = !75;!,2; (m3

b(! = ts! = b(!

(!

y

E =

0;,!

27,37!000 = 3403/7,22 (m3

bs! = bs!

(!

y

E =

7!,4!

27,37!000 = 88;4,75 (m3

Cnja$an #enam+ang Km+st nt$k Beban Jangka #anjang, k = 3

Gambar #enam+ang Km+st k=3

- L$as betn &A(!* k=3

A(3 = n:k

ts: be =8,33:3

20:275 = 220,0; (m2

-

Letak gars netral &k=3*



22/64


tasts mmen +a-a tenga. +enam+ang baja &y*

y = ( )AsA(

.ts2"!A(

3

3

x+× ⇒ y = =+

+7,3/00;,22042,8*&20!"20;,220 x

!!,8;;

(m

N(3 = &!"2. 9 @ ts* y = &!"2 : 42,8 9 @ : 20* !!,8;; = !;,50! (m

Nts3 = &!"2. y* = &!"2 : 42,8 !!,8;;* = ;,50! (m

Nt(3 = &ts 9 Nts3* = &20 9 ;,50!* = 2;,50! (m

Nbs3 = &. 9 ts* Nt(3 = &42,8 9 20* 2;,50! = 33,2;; (m

- Mmen nersa km+st &k=3*

E(3 = Es 9 As Ns2 9

n*&k :

ts be!2! 3 ! 9 A(3 y(

2

E(3 = !!;000 9 &3/0,7 : !!,8;;2* 9

8,33*:&3

20275!2"! 3 x x 9 220,0; :

!;,50!2

= 2/!!04,22 (m4

- M-$l$s +enam+ang km+st &k=3*

t(3 =t(3

(3

y

E =

50!,2;

22,2/!!04 = 8850,/; (m3

b(3 = ts3 = b(3

(3

y

E = 50!,;

22,2/!!04 = 2748!,7/ (m3

bs3 = bs3

(3

y

E =

2;;,33

22,2/!!04 = 784!,20 (m3

Perhitungan Pe"bebanan dan $o"en $aksi"u"

a Beban Mat #rmer &km+st*



23/64


1 Berat +elat lanta 0,2 : 2,75 : 2500 = !375 kg"m

1 Berat sen-r gelagar 283 = 283 kg"m

1 #erkraan berat st$- 20 = 20 kg"m

OM# = !/78 kg"m

MM#=!"!2OM#L2=!"!2 : !/78 : 4,72 = 3088,;2 kgm = 3088;2 kg(m

b Beban Mat ek$n-er

1 Berat sen-r as+al 0,05 : 2,75 :2200 = 302,5 kg"m

1 Berat ar .$jan 0,05 : 2,75 : !000 = !37,5 kg"m

OM = 440 kg"m Gambar Gelagar Memanjang

MM = !"!2OML2 = !"!2 : 440 : 4,72 = 80;,;7 kgm = 80;;7 kg(m

( Beban -$+ -an Kej$t

Beban bergerak ken-araan

Men$r$t #MJJ &!2"!;70*, beban jal$r lal$1lntas &beban D* $nt$k

bentang L ? 30 m, .arga > = 2,2 t"m

Beban1beban .-$+ yang bekerja +a-a gelagar n-$k

Beban terbag rata &>* = 2,2 t"m = 22 k"m

Beban gars * = !2 tn = !20 k

Ke'sen kej$t &K* men$r$t Br"dge Mana#emen $ys%em &''(

K = ! 9 L+5020

K = ! 97,450

20

+ = !,3/



24/64


#eren(anaan jembatan -ren(anakan -engan kelas A -engan ke'sen

+embebanan !00 % -engan lebar mnm$m 2,75 m $nt$k ! jal$r

Beban terbag rata &>*

>) = s)

α 75,2

α = 'aktr -strb$s = !,

s = jarak antar gelagar = 2,75 m

>) = 75,2!75,2

2,2 x x = 2,2 t"m = 22 kg"(m

Beban gars *

#) = K s P

α 75,2

#) = 3/,!75,2!75,2

!2 x x = !/,32 t = !/320 kg

Mmen beban .-$+ -an kej$t

M9K = !"8 >) L2 9 P #) L

= !"8 : 22 : 4702 9 P : !/320 : 470

= 2525075 kg(m

- Beban rem

#engar$. rem -+er.t$ngkan sebesar 5% -ar beban QR tan+a ke'sen

kej$t yang memen$. sem$a jal$r lal$1lntas yang a-a -sat$ j$r$san

m = 5% &>)L 9 K

P B*

m = 5% &22 : 470 93/,!

!/320* = !!!7 kg

Ctk tangka+ gaya rem bekerja setng !,8 m -atas +erm$kaan lanta

ken-araan



25/64


e = !80 9 t as+.alt 9 ts 9 .

= !80 9 5 9 20 9 42,8 = 247,8 (m

MM = m e = !!!7 : 247,8 = 27/7;2,/ kg(m

e Beban angn

Beban angn = 0,0!5 kg"(m2

Kea-aan tan+a beban .-$+

! = 45 % : : &t trtar 9 ts 9 .*

! = 45 % : 0,0!5 : &20 9 20 9 42,8* = 0,558; kg"(m

Kea-aan -engan beban .-$+

2 = !00% : 0,558; 9&0,0!5 : 8!4* = !2,7/8; kg"(m &-g$nakan

beban angn -alam kea-aan beban .-$+*

Gambar strb$s Beban Angn

L = . 9 ts 9 t as+.alt 9 8!4

= 42,8 9 20 9 5 9 8!4 = 88!,8 (m

Beban angn +a-a gelagar terl$ar

> = L *

××+ 2*a&a2

a2

2

2

!

!



26/64


> = 8,88!2

!27/8;

*!37,5&4!2,52

4!2,522

××+ = /,!4 kg"(m

MA = !"!2 OA L2 = !"!2 : /,!4 : 4702 = !!3027,!7 kg(m

' Akbat +erbe-aan s$.$

. = . +r'l 9 ts = 42,8 9 20 = /2,8 ⇒ MCm =+

,s- cl ε ∆

MCm =8,/2

27,37!000!0!,2!0!2!5 // ××××× − = 22330;0,7;7

kg"(m

g angkak -an s$s$t

Besarnya +engar$. akbat rangkak -an s$s$t seban-ng -engan akbat

+engar$. +erbe-aan s$.$ yat$

M = MCm =8,/2

27,37!000!0!,2!0!2!5 // ××××× −

= 22330;0,7;7 kg"(m

. Gem+a b$m

Ke'sen gem+a

K. = Kr ' + B

M = beban mat

Kr = ke'sen res+n gab$ngan -engan nla 0,!5

' = 'aktr knstr$ks, $nt$k bang$nan atas -an baa. ter+sa.

nlanya !

+ = 'aktr ke+entngan 0,8 $nt$k jalan laya.

B = 'aktr ba.an nlanya !, $nt$k jembatan baja -an km+st

K. = 0,!5 : ! : ! : ! = 0,!5



27/64


Mg. = K. &MM# 9 MM*

= 0,!5 & 3088;2 9 80;;7 *

= 58483,35 kg(m

Gesekan +a-a t$m+$an bergerak

Besarnya -tent$kan ber-asarkan ke'sen gesek +a-a t$m+$an, $nt$k

t$m+$an rl baja -engan sat$ ata$ -$a rl -g$$nakan ke'sen 0,0!

MGg = 0,0! & 3088;2 9 80;;7 *

= 38;8,8; kg(m

es$me #embebanan #a-a Gelagar En-$k

M9K = 2525075 kg (m

MA = !!3027,!7 kg (m

MCM = 22330;0,7;7 kg (m

M = 22330;0,7;7 kg (m

MG = 58483,35 kg (m

MM = 27/7;2,/ kg (m

MGg = 38;8,8; kg (m

MM+ = 3088;2 kg (m

MMs = 80;;7 kg (m

Cekns #ekerjaan Can+a #en$njang &.ns+ored /ons%ruc%"on*

#a-a met-e -engan sstem .ns+ored /ons%ruc%"on yat$ +la tegangan

yang terja-, -mana trans'er beban -laksanakan -$a ta.a+ yat$ +a-a saat

knstr$ks sebel$m menja- km+st -an knstr$ks setela. menja-

str$kt$r km+st

Perhitungan Tegangan!tegangan



28/64


Cegangan yang -jnkan ses$a -engan kmbnas +embebanan -engan

mengg$nakan baja +r'l 'y 2/2,; M+a -an betn K1300, yat$

s = 0,55 'y = 0,55 : 2/2; = !445,;5 kg"(m2

( = 0,45 '() = 0,45 : 300 = !35 kg"(m2

Cegangan jn sebaga kntrl tegangan kmbnas beban

Kmbnas E

)s = !00% : s = !445,;5 kg"(m2

)( = !00% : ( = !35 kg"(m2

Kmbnas EE

)s = !25% : s = !807,44 kg"(m2

)( = !25% : ( = !/8,75 kg"(m2

Kmbnas EEE

)s = !40% : s = 2024,33 kg"(m2

)( = !40% : ( = !8; kg"(m2

Kmbnas E6

)s = !50% : s = 2!/8,;2 kg"(m2

)( = !50% : ( = 202,5 kg"(m2

Pe"eriksaan Tegangan!tegangan

A K

mbnas beban E &M 9 9 K*

M 9K = 2525075 kg(m



29/64


- Kn-s sebel$m km+st

' tsa =s

M+

M− =5570

3088;2−

= 155,4/ kg"(m2

' bsa =s

M+

M =

5570

3088;2 = 55,4/ kg"(m2

- Kn-s setela. km+st

' t( =t(!

K

t(3

M

kn

M

kn

M +−−

=*2;,!75;!:8,33&!

2525075

8850,/;*:8,33:&3

80;;7

x−−

= 1 !7,/0 kg"(m2 ? !35 kg"(m2 SS TK

' b( = b(!

K

b(3

M

kn

M

kn

M +−−

=3403/7,22*:8,33:&!

2525075

2748!,7/*33,8&3

80;;7−−

x x

= 1 2,07 kg"(m2 ? !35 kg"(m2 SS TK

' tsb =ts!

K

ts3

M

M

M +−−

=3403/7,22

2525075

2748!,7/

80;;7−−

= 1 !;,!8 kg"(m2 ? !445,;5 kg"(m2 SS TK

' bsb = bs!

K

bs3

M

M

M ++



30/64


=88;4,75

2525075

784!,20

80;;7+

= /3!,50 kg"(m2 ? !445,;5 kg"(m2 SSS TK

' ts = ' tsa 9' tsb = &1 55,4/* 9 &1!;,!8*

= 1 74,/4 kg"(m2 ? !445,;5 kg"(m2 SSTK

' bs = ' bsa 9 ' bsb = &55,4/* 9 &/3!,50*

= /8/,;/ kg"(m2 ? !445,;5 kg"(m2 SS TK

Gambar Cegangan1tegangan Kmbnas Beban E

B K

mbnas beban EE &M 9 Gg 9 A 9 9 Cm*

M = MGg 9 MA 9 M 9 MCM

M = 4583!07,/54 kg(m


' tsa =s

M+

M− =

5570

3088;2−

= 155,4/ kg"(m2



31/64


' bsa =s

M+

M =

5570

3088;2 = 55,4/ kg"(m2


' t( =t(!t(3

M

kn

M

kn

M−−

=!75;!,2;*:8,33:&!

/54,4583!07

:8850,/;*8,33:&3

80;;7−−

= 1 3!,/4 kg"(m2 ? !/8,75 kg"(m2 SSS TK

' b( = b(! b(3

M

kn

M

kn

M−−

=3403/7,22*:8,33:&!

/54,4583!07

2748!,7/*:8,33:&3

80;;7−−

= 1 !,73 kg"(m2 ? !/8,75 kg"(m2 SSS TK

' tsb =ts!ts3

M

M

M−−

=3403/7,22

/54,4583!07

2748!,7/

80;;7 −−

= 1 !/,4! kg"(m2 ? !807,44 kg"(m2 SSS TK

' bsb = bs! bs3

M

M

M+

' bsb =88;4,75

/54,4583!07

784!,20

80;;7+

= 525,5; kg"(m2 ? !807,44 kg"(m2 SS TK

' ts = ' tsa 9' tsb = &155,4/* 9 &1 !/,4!*

= 1 7!,87 kg"(m2 ? !807,44 kg"(m2 SS TK



32/64


' bs = ' bsa 9 ' bsb = &55,4/* 9 &525,5;*

= 58!,05 kg"(m2 ? !807,44 kg"(m2

Gambar Cegangan1tegangan Kmbnas Beban EE

K

mbnas beban EEE &Kmbnas E 9 m 9 Gg 9 A 9 9 Cm*

M = MM 9 MGg 9 MA 9 M 9 MCM

M = 485;;00,254 kg(m


' tsa =s

M+

M− =

5570

3088;2− = 155,4/ kg"(m2

' bsa =s

M+

M =

5570

3088;2 = 55,4/ kg"(m2


' t( =

−+

t(!

Ek%mbnast(kns

M'

= 1 !/,22 9( )

−

2;,!75;!33,8!

254,485;;00

x x

= 1 4;,38 kg"(m2 ? !8; kg"(m2 SS TK

' b( = ' b( kmbnas E 9

−

b(!kns

M



33/64


= 1 0,;4 9

−

22,3403/733,8!

254,485;;00

x x

= 1 2,/5 kg"(m2 ? !8; kg"(m2 SSS TK

' ts = ' ts kmbnas E 9

−

ts!

M

= 1 /5,23 9

−22,3403/7

254,485;;00

= 1 7;,5! kg"(m2 ? 2024,33 kg"(m2 SSS TK

' bs = ' bs kmbnas E 9

bs!

M

= 32/,;! 9

75,88;4

254,485;;00

= 873,2; kg"(m2 ? 2024,33 kg"(m2 S TK

Gambar Cegangan1tegangan Kmbnas Beban EEE

Kmbnas beban E6 &M 9 G. 9 Gg*

M = MG. 9 MGg

M = /2382,24 kg(m




34/64


' tsa =s

M+

M− =

5570

3088;2− = 155,4/ kg"(m2

' bsa =s

M+

M =

5570

3088;2 = 55,4/ kg"(m2


' t( =t(!t(3

M

kn

M

kn

M−−

=!75;!,2;*:8,33:&!

24,/2382

8850,/;*:8,33:&3

80;;7−−

= 1 0,7; kg"(m2 ? 202,5 kg"(m2 SS TK

' b( = b(! b(3

M

kn

M

kn

M−−

=3403/7,22*:8,33:&!

24,/2382

2748!,7/*:8,33:&3

80;;7−−

= 1 0,!4 kg"(m2 ? 202,5 kg"(m2 SS TK

' ts = ' tsa 1ts!ts3

M

M

M−

= 155,4/ 122,3403/7

24,/2382

7/,2748!

80;;7−

= 1 58,5; kg"(m2 ? 2!/8,;2 kg"(m2 SS TK

' bs = ' bsa 9 bs! bs3

M

M

M+

= 55,4/ 975,88;4

24,/2382

20,784!

80;;7+

= 72,80 kg"(m2 ? 2!/8,;2 kg"(m2 SSS TK



35/64


Gambar Cegangan1tegangan Kmbnas Beban E6

Perhitungan Lendutan

Len-$tan aal

cm x x x

x x

- ,

L0

s s

MP 043,0

!!;000!0!,2384

47078,!/5

384

5/

44

===δ

Len-$tan +a-a +enam+ang km+st

!

3

!3

4

48

BB

384

5

/ scc

M$

s - ,

L P

-

)

-

0

,

L +

+=δ

cm

x x x

x

x x

x

0/8,0

27,37!000!0!,248

470!/320

27,37!000

22

22,2/!!04

4,4

!0!,2384

4705/

3

/

4

=

+

+=δ

cmmaks !!!,00/8,0043,0 =+=δ

Kntrl len-$tan men$r$t Br"dge managemen% $ys%em & BM$ &''(*

cm L

30,!3/0

470

3/0===

−δ &TK*

Perancangan Alat Pen%a"bung Geser

Gaya geser +a-a t$m+$an akbat beban .-$+



36/64


6r = >) L"2 9 #)"2

= 22 : 470"2 9 !/320"2 = !3330 kg

= 2;,;7 k+s

tats mmen betn trans+rmas ter.a-a+ gars netral +enam+ang

km+st

O = A(l &yt(! ts"2*

= //0,2/ &2!,0; 20"2* = 7322,28 (m3 = 44/,83 n3

E(l = 37!000,27 (m4 = 8;!3,32 n4

g$nakan st$- ber-ameter U Q +anjang 3R yang -ran(ang $nt$k beban

.-$+ 500000 skls, beban jn seb$a. st$-

Vr = !0,/ -s2

= !0,/ : 0,752 = 5,;/25 k+s

r = k"ps x

-

01 r 502,!32,8;!3

83,44/;7,2;==

r = P

2

-

01 r r Σ≤

# r r $ 2 "Σ≤

# ;7,3≤

A+abla -g$nakan 2 st$- melntang lebar 'lens balk maka

# cm"n x !7,20;4,7;7,32 ==≤

g$nakan jarak antar bars st$- 20 (m



37/64


&. Perhitungan Balok Diarag"a

alam +eren(anaan jembatan n balk -a'ragma yang -g$nakan

a-ala. baja +r'l yang ber'$ngs sebaga +engak$ antar gelagar n-$k

-+asang seta+ 4,7 meter alam +elaksanaan +ekerjaan samb$ngan n

-g$nakan met-e samb$ngan -engan mengg$nakan ba$t antara +r'l

gelagar n-$k -engan balk -a'ragma A-a+$n +rses +engerjaan balk

-a'ragma a-ala. sebaga berk$t

! $a $j$ng balk -a'ragma -samb$ng -engan mengg$nakan ba$t

-engan +enyamb$ng baja sk$

2 etela. -ke-$a $j$ng balk -a'ragma - ba$t maka balk

-a'ragma -sat$kan -engan gelagar n-$k

3 Balk -a'ragma yang -+asang mengg$nakan +r'l baja

/00:200:!7:!!, baja sk$ yang -g$nakan $nt$k +elat +enyamb$ng

mengg$nakan 2L !20!20!3

4 ren(anakan mengg$nakan ba$t ∅ 35 mm = 3,5 (m



38/64


keta.$ beban mat yang bekerja +a-a balk -a'ragma

Gambar Gelagar Melntang

Gelagar melntang -b$at -ar knstr$ks --n-ng +en$.

#lat ba-an 1 Cngg &.* = /00 mm

1 Cebal ba-an &-* = 20 mm

#lat saya+ 1 Lebar saya+ &b* = 200 mm

1 Cebal saya+ &t* = !7 mm

Baja sk$ 2L !20:!20:!3

L !20:!20:!3 = 2;,7 (m2

e = 3,44 (m

E: = Ey = 3;4 (m4

Beban Mat

Berat sen-r lanta ken-araan 0,20 : 4,7 : 2500 = 2350 kg"m

Berat gelagar melntang !0/ = !0/ kg"m

Beban as+al 0,05 : 4,7 : 2200 = 5!7 kg"m

Berat ar .$jan 0,05 : 4,7 : !000 = 235 kg"m

O = 3208 kg"m



39/64


Beban terbag rata = >

M! = kgm x xl x) x 04,!88/34,83208!2!

!2! 22 ==

#er.t$ngan beban .-$+ +a-a gelagar melntang

s)

) α 75,2

= α = 'aktr -strb$s = !

s = jarak antar gelagar = 4,7 m

cmkg m% x x) "/,37"7/,37,4!75,2

2,2

===

Ke'sen kej$t men$r$t Br"dge Mana#emen $ys%em &''(

L K

++=50

20!

38,!75,250

20! =

++= K

kg % x x x P 28302302,2838,!7,4!75,2

!2B ===

M2 = kgm x x L x) x 5,3575,2/,378

!B

8

! 22 ==

M3 =kgm x x L x P x /25,!;45775,228302

4

!B

4

!==

Mttal = M! 9 M2 9 M3

= !88/3,04 9 35,5 9 !;457,/25 = 3835/,!/5 kgm= 3835/!/,5 kg(m

Mmen Enersa

- #lat ba-an !"!2 : /03 : 2 = 3/000 (m4

- #lat saya+ &!"!2 :23 : 20 : 2*9&2 : 2 :20*:28,!2= ;477;,87 (m4


K s P P α 75,2

B=


40/64


- Baja sk$ 4&3;4 9 2;,7 &30 3,44*2* = 8538!,5! (m4

E ttal = 2!/!/!,38 (m4

nett =!,28

38,2!/!/!85,0 x= /538,/8; (m3

σ yang terja- =nett%

t%tal

M =

/8;,/538

5,3835/!/ = 58/,/0 kg"(m2

σ = 58/,/0 kg"(m2 ? σ = !753 kg"(m2 SS AmanWW

#r'l /00:200:!7:!! -an baja sk$ 2L !20!20!3 -a+at -g$nakan

Ctal reaks yang terja- +a-a -a'ragma akbat +embebanan

= !3;3/,3 kg

.e(k j$mla. ba$t -engan mengg$nakan ba$t 3,5 (m

nt$k samb$ngan sk$ -engan balk

2,5- ≤ $≤ 7-

2,5&3,5* ≤ $≤ 7&3,5*

8,75 ≤ $≤ 24,5 →-ambl $ = 244 mm

!,2-≤ $!≤ 3-

!,2&3,5* ≤ $!≤ 3&3,5* →-ambl $ = !00 mm

meng.t$ng keb$t$.an ba$t +a-a samb$ngan

amb$ngan ba-an 400:400:35:20 -engan 2L !20!20!3

Kek$atan ba$t 2 +enam+ang

g N = 2!"4π &3,5*20,/&!753* = 2023; kg

%p N = &3,/*&!,5*&2/2;* = !4!;7 kg

+l. yang terke(l = !4!;7 kg



41/64


n =!4!;7

3,!3;3/ = 0,;8 X 2 ba$t

-aya +k$l 2 ba$t = 2 : !4!;7 = 283;4 kg

gaya yang -+k$l ba$t 283;4 kg < ba$t A = !4!;7 kg

gaya yang -+k$l ba$t leb. besar -ar +a-a gaya yang bekerja SS TK



42/64


D16-280

D16-280

WF 600x200x17x11

Stud D 1,90 cm, H = 7,62 cm

baut D35 mm

aspal slab beto

40,7 mm

566 mm600 mm

100 mm

244 mm

100 mm

35 mm

Gambar amb$ngan Gelagar En-$k engan Balk a'ragma



43/64


Perencanaan 'angka Baja (e"batan

Gambar angka Baja Jembatan

Cabel #anjang Batang angka Baja Jembatan

Batang #anjang &m* J$mla. Batang Ctal #anjang

!

2

3

4

Atas A!1A8

Baa. B!1B8

agnal ! 8

6ertkal 6! 6;

4,7

4,7

;,4

8,!4

8

8

8

;

37,/ m

37,/ m

75,2 m

73,2/ m

#embebanan rangka jembatan

!* Beban Mat, -.t$ng $nt$k +as 4,7 meter +a-a ara. memanjang



44/64


Berat +elat lanta = 8,4 : 0,2 : 2,5 : 4,7 = !;,74 tn

Berat as+al = /,4 : 0,05 : 2,2 : 4,7 = 3,3! tn

Berat trtar = 2 : !,4; = 2,;8 tn

Berat san-aran = 2 : 5,;/!013 : 4,7 = 0,05/ tn

Berat genangan ar .$jan = /,4 : 0,05 : ! : 4,7 = !,504 tn

Caksran berat rangka = !/ = !/ tn

Berat Gelagar = &0,283 :4* 9 &0,!0/ : 3* = !,45 tn

Berat s.ear (ne(tr = &4 : 4,7 : 0,02* = 0,37/ tn

Berat katan angn = ! tn

Lan1lan = 0,25 tn 9

= 4/,/// tn

Beban mat ta+ jn +a-a masng1masng rangka @ : 4/,/// = 23,333 Cn

2* Beban .-$+ &Beban *

1 Beban gars $nt$k lebar lanta ken-araan /,4 m a-ala. sebaga berk$t

nt$k lebar 5,5 m ,# = !2 tn

nt$k lebar - l$ar 5,5 m &2 : 0,75 m*, # = 0,5 : !2 tn

Ctal beban gars yang bekerja $nt$k ta+ +as

&5,5 : !2 " 2,75* 9 &2 : 0,75 : 0,5 : !2 " 2,75* = 27,27 tn

Beban $nt$k ta+ jn +a-a masng1masng rangka 27,27 " 2 = !3,/3/ tn

Ke'sen kej$t, K = 23,!5,3750

20!

50

20! =

++=

++

L

asl kal beban -engan ke'sen kej$t, # = !3,/3/ : !,23 = !/,772 tn

1 Beban terbag rata = 2,2 t"m2

> = 2,2 " 2,75 = 0,8 t"m2



45/64


3* Beban angn

Beban angn -+er.t$ngkan sebesar !50 kg"m2, bekerja .rntal terbag

rata, -an -.t$ng $nt$k -$a kn-s

a* Kea-aan tan+a beban .-$+

L$as b-ang Fertkal yang terkena angn

H30% : &37,5 " 2: 8,!4*I 9 H!5% : &37,5 " 2 : 8,!4*I = 54,84 m2

Gaya angn .rntal !50 : 54,84 = 822/ kg = 8,22/ tn, -engan ttk

tangka+ 4,07 m - atas -asar rangka

b* Kea-aan -engan beban .-$+

L$as b-ang rangka yang -+er.t$ngkan

50% : 54,84 = 27,42 m2

Gaya angn, A! = !50 : 27,42 = 4!!3 kg

L$as b-ang m$atan .-$+ = 2 : 37,5 = 75 m2

Gaya angn, A2 = 75 : !50 = !!250 kg

engan ttk tangka+ = ! 9 0,2 9 0,35 = !,55 (m -atas -asar rangka

Gaya angn ttal &+a-a kn-s -engan beban .-$+*

4!!3 9 !!250 = !53/3 kg = !5,3/3 tn < 8,22/ tn

Beban angn yang menent$kan a-ala. kn-s -engan beban .-$+

Gaya Fertkal +a-a rangka baja akbat beban angn

1 Akbat A! = 4!!3 : 407 &428 9 !2,5 9 !2,5* = 3/;5,34 kg = 3,/;534 tn

1 Akbat A2 = !!250 : 207,57 &428 9 !2,5 9 !2,5* = 5!54,88 kg

= 5,!5488tn

Gaya Fertkal ta+ ttk b$.$l +a-a masng1masng rangka



46/64


%on x

543/,02!4,8

!5488,5/;534,3=

+

4* Gaya akbat s$.$

nt$k baja, +erbe-aan s$.$ -+aka !50

Cm = : ε : t = 2,!!0/ : !2!01/ : !5 = 378 kg"(m2

engan = m-$l$s elaststas

ε = ke'sen +anjang

t = +erbe-aan s$.$

5* Gaya rangkak s$s$t

Gaya rangkak s$s$t -angga+ senla -engan gaya yang tmb$l akbat t$r$nnya

s$.$ sebesar !50

= : ε : t = 2,!!0/ : !2!01/ : !5 = 378 kg"(m2

/* Gaya rem

#a-a ta+ ttk b$.$l masng1masng rangka

m = 5% RR 9 L>RR* = 5% &!3,/3/ 9 37,5 : 2,5* = 5,3/;3 tn

engan ttk tangka+ = 0,2 9 42,8 9 0,05 = 43,05 (m = 0,4305 m

m! = 5,3/;3 : 0,4305 " 8,!4 = 0,2840 tn

m2 = 5,3/;3 : 0,8585 " 8,!4 = 0,5//3 tn

7* Beban gem+a b$m

Gaya .rntal ekFalen akbat gem+a

G. = K. : M

K. = &Kr : ' : + : b *



47/64


engan K. = ke'sen gem+a

M = m$atan mat

Kr = ke'esen res+n gab$ngan &-ar #et$nj$k #eren(anaan

Ca.an Gem+a $nt$k Jembatan Jalan aya !;8/*

'r = 'aktr knstr$ks

+ = 'aktr ke+entngan

b = 'aktr ba.an

+a-a kas$s n

' = ! &bang$nan atas ter+sa. -engan bang$nan baa.*

+ = 0,8 &$nt$k jalan laya.*

b = ! &$nt$k jembatan baja*

Maka

K. = 0,!5 : ! : 0,8 : ! = 0,!2

nt$k lanta jembatan &+a-a ta+ ttk b$.$l masng1masng rangka*

Gaya gem+a $nt$k lanta jembatan

G.! = K. : M!

= 0,!5 : &8,!4 : 0,5 : 4/,///* = 28,48;/ tn

engan ttk tangka+ 0,35 9 0,2 " 2 = 0,45 m

nt$k rangka jembatan

G.2 = K. : M2

= 0,!5 : 8,!4 : 8 = ;,8 tn

engan ttk tangka+ 4,07 m -ar -asar rangka

! = &28,48;/ : 0,45 " 8,!4* 9 &;,8 : 4,07 " 8,!4* = /,475 tn

2 = &28,48;/ : 7,/; " 8,!4* 9 &;,8 : 4,07 " 8,!4* = 3!,8!5 tn

8* Gaya akbat gesekan t$m+$an bergerak, -+er.t$ngkan akbat beban mat



48/64


Besarnya -tent$kan ber-asarkan ke'sen gesek t$m+$an

Gg = M : k = ;;,!/ : 0,0! = 0,;;!/ tn

&M = reaks t$m+$an akbat beban mat*

elanj$tnya -lak$kan analss str$kt$r -engan kmbnas +embebanan se+ert

-syaratkan, -engan +la1+la +embebanan se+ert +a-a gambar berk$t n

Analss +embebanan str$kt$r -lak$kan -engan +rgram A# 2000 6ers !400



49/64




50/64


Tabel Beban #o"binasi

Batang

Beban kmbnas

Cark Cekan

B! 73,52

B2 73,52

B3 !57,55

B4 !57,55

B5 !57,55

B/ !57,55

B7 73,52

B8 73,52

A! /,07

A2 !2/,04A3 !2/,04

A4 !/8,05

A5 !/8,05

A/ !2/,04

A7 !2/,04

A8 /,07

! !47,03

2 !05,02

3 /3,0!

4 2!,00

5 2!,00

/ /3,0!

7 !05,02

8 !47,03

6! !8,20

62 0,72/!

63 3/,38

64 0,224;

65 3/,38

6/ 0,224;

67 3/,38



51/64


68 0,72/!

6; !8,20

Perencanaan Di"ensi Batang

! Batang baa. &B!1B8*

#ma: = !57,55 tn = !57550 kg &tark*

#anjang batang Lk = 470 (m

Ba$t 3R"2 = 3,8 (m

L$bang ba$t = &3,8 9 0,! * = 3,; (m

br$t = 4 : 77,3 = 30;,2 (m2

nett = 30;,2 4 : 3,; : 2 = 278 (m2

*&!75373,5//278

!57550 22 ok cmkg cmkg


52/64


#ma: = !/8,05 tn = !/8050 kg &tekan*

#anjang batang Lk = 470 (m

ambl +r'l 4 H 35

4 H = 4 : 77,3 = 30;,2 (m & H 35 = 77,3 (m2*

E: = !2840 (m4

Ey = 570 (m4

e = 2,4 (m

- = 2,/ (m

E: 4 H = 4 : !2840 = 5!3/0 (m4

Ey 4 H = 4&570 9 77,3 : 2,/2* = 4370,!;2 (m4

cm"x 88,!22,30;

5!3/0==

cm"y 7/,32,30;!;2,4370 ==

4;,3/88,!2

470

mn===

"

Lk λ

2!0,!*20!,!2!2,!&!

82,020!,! =−+=ω

2"7/,!4482!0,!

!753cmkg k ===

ω

σ σ

*"7/,!448&"50,5432,30;

!/8050 220 cmkg k k cmkg k =


53/64


4 H = 4 : 77,3 = 30;,2 (m & H 35 = 77,3 (m2*

E: = !2840 (m4

Ey = 570 (m4

e = 2,4 (m

- = 2,/ (m

E: 4 H = 4 : !2840 = 5!3/0 (m4

Ey 4 H = 4&570 9 77,3 : 2,/2* = 4370,!;2 (m4

cm"x 88,!22,30;

5!3/0==

cm"y 7/,32,30;

!;2,4370 ==

;8,7288,!2

;40

mn===

"

Lk λ

2//,!*2/0,!273,!&!47,02/0,! =−+=ω

2"/8,!3842//,!

!753cmkg k ===

ω

σ σ

*"/8,!384&"52,4752,30;

!47030 220 cmkg k k cmkg k =


54/64


*&!75377,377278

!05020 22 ok cmkg cmkg


55/64


Perencanaan Baut

g$nakan Ba$t φ 3R"2 = 3,8 (m#elat B$.$l tebal 2 (m

# geser = 2 : P : π : -2 : 0,7 : σ

= 2 : P : π : 3,82 : 0,7 : !753

= 27833,45 kg

# t$m+$ = t : - : !,4 : σ

= 2 : 3,8 : !,4 : !753

= !8/5!,;2 kg

# yang menent$kan ala. # = !8/5!,;2 kg mn*

Gambar #eren(anaan Ba$t

Keterangan # -alam sat$an &kg*

Ctk B$.$l !

1 Batang ! → # = !47030 → n =;2,!8/5!

!47030= 7,88 = X 8 ba$t

1 Batang 6! Y # = !8200 Y n = ;2,!8/5!

!8200

= 0,;8 = X 4 ba$t

1 Batang B! → # = 73520 → n =;2,!8/5!

73520= 3,;4 = X 4 ba$t

Ctk B$.$l 2

1 Batang 6! Y # = !8200 Y n =;2,!8/5!

!8200= 0,;8 = X 4 ba$t

1 Batang A! → # = /0/5,; → n =;2,!8/5!

;,/0/5= 0,32 = X 4 ba$t



56/64


Ctk B$.$l 3

1 Batang B! → # = 73520 → n = ;2,!8/5!73520

= 3,;4 = X / ba$t

1 Batang B2 → # = 73520→ n =;2,!8/5!

73520= 3,;4 = X / ba$t

1 Batang 62 → # = 72/,! → n =;2,!8/5!

!,72/= 0,04 = X 4 ba$t

Ctk B$.$l 4

1 Batang A! → # = /070 → n =;2,!8/5!

/070= 0,33 = X 4 ba$t

1 Batang A2 → # = !2/040 → n =;2,!8/5!

!2/040= /,7/ = X 8 ba$t

1 Batang ! → # = !47030 → n =;2,!8/5!

!47030= 7,88 = X 8 ba$t

1 Batang 2 → # = !05020 → n =;2,!8/5!

!05020= 5,/3 = X / ba$t

1 Batang 62 → # = 72/,! → n =;2,!8/5!

!,72/= 0,04 = X 4 ba$t

Ctk B$.$l 5

1 Batang 2 → # = !05020 → n =;2,!8/5!

!05020= 5,/3 = X / ba$t

1 Batang 3 → # = /30!0 → n =;2,!8/5!

/30!0= 3,38 = X 4 ba$t

1 Batang 63 → # = 3/380 → n =;2,!8/5!

3/380= !,;5 = X 4 ba$t

1 Batang B2 → # = 73520 → n = ;2,!8/5!73520

= 3,;4 = X 4 ba$t

1 Batang B3 → # = !57550 → n =;2,!8/5!

!57550= 8,45 = X !0 ba$t

Ctk B$.$l /

1 Batang 63 → # = 3/380 → n =;2,!8/5!

3/380= !,;5 = X 4 ba$t

1 Batang A2 → # = !2/040 → n =;2,!8/5!

!2/040= /,7/ = X 8 ba$t



57/64


1 Batang A3 → # = !2/040 → n =;2,!8/5!

!2/040= /,7/ = X 8 ba$t

Ctk B$.$l 7

1 Batang B3 → # = !57550 → n =;2,!8/5!

!57550= 8,45 = X !0 ba$t

1 Batang B4 → # = !57550 → n =;2,!8/5!

!57550= 8,45 = X !0 ba$t

1 Batang 64 → # = 224,; → n =;2,!8/5!

;,224= 0,0! = X 4 ba$t

Ctk B$.$l 8

1 Batang 3 → # = /30!0 → n =;2,!8/5!

/30!0= 3,38 = X 4 ba$t

1 Batang 4 → # = 2!000 → n =;2,!8/5!

2!000= !,!3 = X 4 ba$t

1 Batang 64 → # = 224,; → n =;2,!8/5!

;,224= 0,0! = X 4 ba$t

1 Batang A3 → # = !2/040 → n =;2,!8/5!

!2/040= /,75 = X 8 ba$t

1 Batang A4 → # = !/8050 → n =;2,!8/5!

!/8050= ;,0! = X !0 ba$t

Ctk B$.$l ;

1 Batang 4 → # = 2!000→ n =;2,!8/5!

2!000= !,!3 = X 4 ba$t

1 Batang 5 → # = 2!000 → n =;2,!8/5!

2!000= !,!3 = X 4 ba$t

1 Batang 65 → # = 3/380 → n = ;2,!8/5!3/380

= 0,;5 = X 4 ba$t

1 Batang B4 → # = !57550 → n =;2,!8/5!

!57550= 8,45 = X !0 ba$t

1 Batang B5 → # = !57550 → n =;2,!8/5!

!57550= 8,45 = X !0 ba$t

Ctk B$.$l !0

1 Batang 65 → # = 3/380 → n =;2,!8/5!

3/380= 0,;5 = X 4 ba$t



58/64


1 Batang A4 → # = !/8050 → n =;2,!8/5!

!/8050= ;,0! = X !0 ba$t

1 Batang A5 → # = !/8050 → n =;2,!8/5!

!/8050= ;,0! = X !0 ba$t

(arak pene"patan baut untuk rangka baja je"batan

1 Batang A2=A3=A4=A5=A/=A7=B3=B4=B5=B/

cm sd"p"l"+

a%aucm scm

a%au s

% a%aud sd

/,4

!24,!!5/,4

*2&/*8,3&3*8,3&2,!

/32,!

!

!

!

!

=≤≤≤≤

≤≤

cm sd"p"l"+

a%aucm scm

a%au s

% a%aud sd

5,;

28/,2/5,;

*2&!4*8,3&7*8,3&5,2

!475,2

=

≤≤

≤≤

≤≤

cmud"p"l"+

a%aucmucm

a%auu

% a%aud ud

!0

!24,!!5/,4

*2&/*8,3&3*8,3&2,!

/32,!

!

!

!

!

=

≤≤≤≤

≤≤

cmud"p"l"+

a%aucmucm

a%auu

% a%aud ud

!5

28/,2/5,;

*2&!4*8,3&7*8,3&5,2

!475,2

=

≤≤

≤≤

≤≤

1 Batang

A!=A8=B!=B2=B7=B8=!=2=3=4=5=/=7=8=6!=62=63=

64=65=6/=67=68=6;

cm sd"p"l"+

a%aucm scm

a%au s

% a%aud sd

!2

!24,!!5/,4

*2&/*8,3&3*8,3&2,!

/32,!

!

!

!

!

=≤≤≤≤≤≤

cm sd"p"l"+

a%aucm scm

a%au s

% a%aud sd

!;

28/,2/5,;

*2&!4*8,3&7*8,3&5,2

!475,2

=

≤≤

≤≤

≤≤



59/64


cmud"p"l"+

a%aucmucm

a%auu

% a%aud ud

!0

!24,!!5/,4

*2&/*8,3&3*8,3&2,!

/32,!

!

!

!

!

=≤≤

≤≤≤≤

cmud"p"l"+

a%aucmucm

a%auu

% a%aud ud

!5

28/,2/5,;

*2&!4*8,3&7*8,3&5,2

!475,2

=

≤≤

≤≤

≤≤

Perencanaan Ikatan Angin

Cekanan angn !50 kg"(m2

Cekanan angn -ar tenga. tngg rangka baja = 4,07 : 37,5 : !50 = 228;3,75 kg

Ekatan angn baa.

= !"8 = !"8 : 228;3,75 = 28/!,72 kg

@ = @ : 28/!,72 = !430,8/ kg

= @ : 228;3,75 = !!44/,875 kg

#anjang batang katan angn m$ !,;07,4!4,8 22! =+=

8;4,0!,;

!4,8==α $"n

Gaya batang /0,!!2038;4,0

8/,!430875,!!44/

sn

2!

=−

=−

=α

w *$

23;,/!753

/0,!!203cm 3 ==

+aka +r'l L 40: 40 : /

= 4,48 (m2

Batang 2 -+aka +r'l 2 L 40: 40 : /

E:L = EyL = /,33 (m4



60/64


= 4,48 (m2 Z e = !,20 (m

#r'l gab$ngan

E: = 2 : /,33 9 2 &4,48*&!,;52* = 4/,73 (m4

23,!048,42

73,4/

2mn ===

x 3 x

-x"

337,!*32/,!33;,!&!

87,032/,!;4,45

23,!0

470 =−+=→== ω λ

!4,!3!!337,!

!753==k σ kg"(m2

# = = 28/!,72 kg

*&*"!4,!3!!&"388,3!;;/,8

72,28/! 22 ok cmkg k cmkg k σ σ


61/64


E: = 2 : /,33 9 2 &4,48*&!,;52* = 4/,73 (m4

23,!048,42

73,4/

2mn ===

x 3 x

-x"

0/5,!*0/!,!070,!&!

44,00/!,!78,3;

23,!0

407=−+=→== ω λ

0!,!/4/0/5,!

!753==k σ kg"(m2

# = = !;07,8! kg

*&*"0!,!/4/&";2,2!2;/,8

8!,!;07 22 ok cmkg k cmkg k σ σ


62/64


M$atan terbag rata > = 2,2 t"m3

> = %on x x !;25,374,/75,22,2 =

M$atan .-$+ trtar

> = 2 : ! : 37,5 : 0,2 : 2,2 = 33 tn

Ctal m$atan .-$+ &62* = # 9 > 9 >l = 27,;3 9 !;2 9 33 = 252,;3 tn

Ctal beban mat 9 .-$+ &6t* = !58,4!8/ 9 252,;3 = 4!!,35 tn

etela. -lak$kan +er.t$ngan +embebanan +a-a t$m+$an -an --a+at

besarnya gaya gaya yang bekerja yat$

1 #anjang bentang jembatan 37,5 m

1 Gaya Fertkal &6A* 4!!,35 tn = 4!!3500

1 Gaya .rntal &A* !,!!7 tn = !!!70

+es'kas elastmer yang -+aka se+ert berk$t n

1 #er$ba.an s$.$ maksm$m &A* 25

1 #eny$s$tan s$.$ maksm$m & [ * 0,0000!2"!

1 M-$l$s geser -$rmeter .ar-ness &G* 250 "(m2

1 M$t$ baja 2/2;0 "(m2

mens elastmer

1 Cebal elastmer &t* !5 mm

1 #anjang +elat baja &ts* 5 mm

1 #anjang elastmer &b* /00 mm

1 Lebar elastmer &a* /00 mm

4 b$a. elastmer tebal ttal &C* +er elastmer = !!5 mm



63/64


Gambar #erletakan

• Kntrl kek$atan elastmer

a Cer.a-a+ sel+

mnvσ ? +ersyaratan sel+ = !00 & !9a " b *

2mn

mn "!03,3/0/0

!!!70cm N

A

P v ===σ

#ersyaratan sel+ = !00&!9 /0"/0* = 200 "(m2

mnvσ ? +ersyaratan sel+ = !00 & !9a " b *

3,!03 "(m2 ? 200 "(m2kW

b Cer.a-a+ tegangan Fertkal

vmaksσ ? 2G

engan 6A 4!!3500

A 3/00 (m2

G 250 "(m2

=( ) ( )

/,2

/0/05,!!

/0/0

=

+

=

+ ba5

ba


b = /00 mm

3,0 (mm%rtar

a = /00 mm

C

t

ts 0,5 (m

0,5 (m

0,5 (m

0,5 (m

0,5 (m

!,5 (m

!,5 (m

!,5 (m

!,5 (m


64/64


2"/4,!!42

3/00

4!!3500cm N

A

1 A

vmaks ===σ

2G = 22502,/ = !300 "(m2

vmaksσ ? 2G

!!42,/4 ? !300 "(m2kW

( Cer.a-a+ geser .rntal

W!05/,72525000!"0000!2,0

ok mmmm/

A/ L

o

=

+>

σ

TP Baja 2 Fahmi Dan Sandi

Documents

Transcript of TP Baja 2 Fahmi Dan Sandi