tp baja 2 fahmi dan sandi
TRANSCRIPT
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• 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
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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
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Tugas Perencanaan Struktur Baja 2
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
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Tugas Perencanaan Struktur Baja 2
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$langan 8 !2 &As = ;05 mm2*
Kntrl ter.a-a+ ka+astas +elat
C =
As : 'y = 0,85 : '() : a : b
a =b x fc x
fy x As
B85,0
= mm
x x
x33,;
!0003085,0
;,2/2;05=
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Tugas Perencanaan Struktur Baja 2
( = mma
;8,!085,0
33,;
!==
β
's = /00
−
c
cd
's = /00 *&;,2/285,72/8;8,!0
;8,!0!44OK Mpa Mpa >=
−
Mn = As'y
−
2
ad
Mn = ;05 : 2/2,; Nm Nmm 2!,33!5!2!,33!5!2!0233,;!44 ==
−
*&45,47450
2!,33!5!OK
Mu
Mn ==
Gambar #en$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
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Tugas Perencanaan Struktur Baja 2
• 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 $jan ;,8 : 0,05 : 4,7 : 2,75 = /,33 k
Ctal #- = 85,!8 k
Gambar Beban Mat #elat
as b-ang beban +elat
B
u =75,2
75,2 = !
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Tugas Perencanaan Struktur Baja 2
L
v =7,4
7,4 = !
ar gra'k M #gea$- -+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
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Tugas Perencanaan Struktur Baja 2
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
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Tugas Perencanaan Struktur Baja 2
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 &$! 9 : * = 2 &0,8 9 &0,!** = !,8 m
F = 0,/ m
as b-ang beban +elat
B
u =75,2
8,! = 0,/5
L
v =7,4
/,0 = 0,!28
ar gra'k M #gea$- -+erle. nla ke'sen mmen
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 &*
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Tugas Perencanaan Struktur Baja 2
$ = 2x = 2: &0,!* = 0,2m
F = 0,/
as b-ang beban +elat
B
u =75,2
2,0 = 0,07
L
v =7,4
/,0 = 0,!28
ar gra'k M #gea$- -+erle. nla ke'sen mmen
m! = 2/,5!0-2
m2 = !7,5!0-2
m!x = 2/,5 !012 0,! = 2,/ : !012
m2 x = !7,5 !012 0,! = !,75 : !012
rmas &* = &* &*
m!= !!,7!012 2,/!012 = ;,!!012
m2 = ;,;!012 !,75!012 = 8,!5!012
Mmen lent$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
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Tugas Perencanaan Struktur Baja 2
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
as b-ang beban +elat
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
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Tugas Perencanaan Struktur Baja 2
F = 0,/
as b-ang beban +elat
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 .-$+ kn-s 3 r-a !
Mll 3: rodal = rm : !
!
u
P
: &m! 9 0,!5m2*
Mll 3: rodal = 0,25 :4,0
50 : &!,0!!012 9 0,!5 : 0,;7!012* = 0,3/! km"m
Mll 3y rodal = rm :!
!
u
P : &m2 9 0,!5m!*
Mlly rodal = 0,25 :4,0
50 : &0,;7!012 9 0,!5 : !,0!!012* = 0,350 t"m
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Tugas Perencanaan Struktur Baja 2
Mmen lent$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
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Tugas Perencanaan Struktur Baja 2
Perhitungan baja tulangan untuk pelat lantai kendaraan
Ara. melntang &L:*
M$:= 7,207 km = 7207 m
.' = 200 mm
- = 200 50 @ !/ = !42 mm
k = Mpa x x
x
d b
Mu447,0
!42!0008,0
!07207
2
3
2 ==
φ
00!7,03085,0
447,02!!
;,2/2
3085,0
B85,0
2!!
B85,0=
−−=
−−=
x
x x
fc
k
fy
fc perlu ρ
005,04,!
mn == fy
ρ
005,0mnmn ==→< ρ ρ ρ ρ perlu
J$mla. t$langan lent$r
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$langan !/ 280 mm
Kntrl ter.a-a+ ka+astas +elat
C =
a =b x fc x
fy x As
B85,0
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Tugas Perencanaan Struktur Baja 2
= mm x x
x32,7
!0003085,0
;,2/27!0=
( = mma
/!,885,0
32,7
!==
β
's = /00
−
c
cd
's = /00 *&;,2/247,;2;5/!,8
/!,8!42OK Mpa Mpa >=
−
Mn = As'y − 2ad
Mn = 7!0 : 2/2,; Nm Nmm 4!,258220/,2582240/2
32,7!42 ==
−
*&58,37207
4!,25822OK
Mu
Mn ==
Ara. melntang &Ly*
M$:= /,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
005,0mnmn ==→< ρ ρ ρ ρ perlu
J$mla. t$langan lent$r
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Tugas Perencanaan Struktur Baja 2
As = ρ : b : -
= 0,005 : !000 : !42
= 7!0 mm2
+aka t$langan !/ &As = 20!,0/2 mm2* -engan jarak antar t$langan +k+
s +erl$ = !8,283!0007!0
0/2,20!= x
-+aka t$langan !/ 280 mm
Kntrl ter.a-a+ ka+astas +elat
C =
a =b x fc x
fy x As
B85,0
= mm x x
x32,7
!0003085,0
;,2/27!0=
( = mma
/!,885,0
32,7
!==
β
's = /00
−
c
cd
's = /00 *&;,2/247,;2;5/!,8
/!,8!42OK Mpa Mpa >=
−
Mn = As'y
−2
ad
Mn = 7!0 : 2/2,; Nm Nmm 4!,258220/,2582240/2
32,7!42 ==
−
*&78,3/838
4!,25822OK
Mu
Mn==
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Tugas Perencanaan Struktur Baja 2
Gambar #en$langan #elat Lanta
D. Perencanaan Gelagar Induk
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Tugas Perencanaan Struktur Baja 2
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
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Tugas Perencanaan Struktur Baja 2
- +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-$ler
n =M(
Ms =
24,25!;5
!0:2,! 5
= 8,33
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Tugas Perencanaan Struktur Baja 2
- Lebar e'ekt'
be =4 L =
4470 = !!7,5 (m
be = b0 = 2,75 m
be = b' = !/ ts = 40,7 9 &!/ : 20* = 3/0,7 (m
-g$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$as betn &A(!* k=!
A(! = n:k
ts: be =8,33:!
20:275 = //0,2/ (m2
- Letak gars netral &k=!*
tasts mmen +a-a tenga. +enam+ang baja &y*
y =( )
AsA(
.ts2!A(
!
!
x
! +×⇒y = =+
+7,3/02/,//0
42,8*&20!"2//0,2/ x20,3! (m
N(! = &!"2. 9 @ ts* y = &!"2 : 42,8 9 @ : 20* 20,3! = !!,0; (m
Nts! = &!"2. y* = &!"2 : 42,8 20,3!* = !,0; (m
Nt(! = &ts 9 Nts!* = &20 9 !,0;* = 2!,0; (m
Nbs! = &. 9 ts* Nt(! = &42,8 9 20* 2!,0; = 4!,7! (m
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be/n
ts
ytc3
ybs3
Yts3=Ybc3 Yc
Y=Ys
Tugas Perencanaan Struktur Baja 2
- Mmen nersa km+st &k=!*
E(! = Es 9 As Ns2 9
n*&k :
ts be!2! 3 ! 9 A(! y(
2
E(! = !!;000 9 &3/0,7 : 20,3!2* 9
8,33*:&!
20275!2"! 3 x x 9 //0,2/ : !!,0;2
= 37!000,27 (m4
- M-$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*
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Tugas Perencanaan Struktur Baja 2
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 $aksi"u"
a Beban Mat #rmer &km+st*
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Tugas Perencanaan Struktur Baja 2
1 Berat +elat lanta 0,2 : 2,75 : 2500 = !375 kg"m
1 Berat sen-r gelagar 283 = 283 kg"m
1 #erkraan berat st$- 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 $ys%em &''(
K = ! 9 L+5020
K = ! 97,450
20
+ = !,3/
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Tugas Perencanaan Struktur Baja 2
#eren(anaan jembatan -ren(anakan -engan kelas A -engan ke'sen
+embebanan !00 % -engan lebar mnm$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$kaan lanta
ken-araan
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Tugas Perencanaan Struktur Baja 2
e = !80 9 t as+.alt 9 ts 9 .
= !80 9 5 9 20 9 42,8 = 247,8 (m
MM = m e = !!!7 : 247,8 = 27/7;2,/ kg(m
e Beban angn
Beban angn = 0,0!5 kg"(m2
Kea-aan tan+a beban .-$+
! = 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$ar
> = L *
××+ 2*a&a2
a2
2
2
!
!
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Tugas Perencanaan Struktur Baja 2
> = 8,88!2
!27/8;
*!37,5&4!2,52
4!2,522
××+ = /,!4 kg"(m
MA = !"!2 OA L2 = !"!2 : /,!4 : 4702 = !!3027,!7 kg(m
' Akbat +erbe-aan s$.$
. = . +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
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Tugas Perencanaan Struktur Baja 2
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$r km+st
Perhitungan Tegangan!tegangan
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Tugas Perencanaan Struktur Baja 2
Cegangan yang -jnkan ses$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
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Tugas Perencanaan Struktur Baja 2
- Kn-s sebel$m km+st
' tsa =s
M+
M− =5570
3088;2−
= 155,4/ kg"(m2
' bsa =s
M+
M =
5570
3088;2 = 55,4/ kg"(m2
- Kn-s setela. km+st
' t( =t(!
K
t(3
M
kn
M
kn
M +−−
=*2;,!75;!:8,33&!
2525075
8850,/;*:8,33:&3
80;;7
x−−
= 1 !7,/0 kg"(m2 ? !35 kg"(m2 SS TK
' b( = b(!
K
b(3
M
kn
M
kn
M +−−
=3403/7,22*:8,33:&!
2525075
2748!,7/*33,8&3
80;;7−−
x x
= 1 2,07 kg"(m2 ? !35 kg"(m2 SS TK
' tsb =ts!
K
ts3
M
M
M +−−
=3403/7,22
2525075
2748!,7/
80;;7−−
= 1 !;,!8 kg"(m2 ? !445,;5 kg"(m2 SS TK
' bsb = bs!
K
bs3
M
M
M ++
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Tugas Perencanaan Struktur Baja 2
=88;4,75
2525075
784!,20
80;;7+
= /3!,50 kg"(m2 ? !445,;5 kg"(m2 SSS TK
' ts = ' tsa 9' tsb = &1 55,4/* 9 &1!;,!8*
= 1 74,/4 kg"(m2 ? !445,;5 kg"(m2 SSTK
' bs = ' bsa 9 ' bsb = &55,4/* 9 &/3!,50*
= /8/,;/ kg"(m2 ? !445,;5 kg"(m2 SS TK
Gambar Cegangan1tegangan Kmbnas Beban E
B K
mbnas beban EE &M 9 Gg 9 A 9 9 Cm*
M = MGg 9 MA 9 M 9 MCM
M = 4583!07,/54 kg(m
- Kn-s sebel$m km+st
' tsa =s
M+
M− =
5570
3088;2−
= 155,4/ kg"(m2
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Tugas Perencanaan Struktur Baja 2
' bsa =s
M+
M =
5570
3088;2 = 55,4/ kg"(m2
- Kn-s setela. km+st
' 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
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Tugas Perencanaan Struktur Baja 2
' 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
- Kn-s sebel$m km+st
' tsa =s
M+
M− =
5570
3088;2− = 155,4/ kg"(m2
' bsa =s
M+
M =
5570
3088;2 = 55,4/ kg"(m2
- Kn-s setela. km+st
' t( =
−+
t(!
Ek%mbnast(kns
M'
= 1 !/,22 9( )
−
2;,!75;!33,8!
254,485;;00
x x
= 1 4;,38 kg"(m2 ? !8; kg"(m2 SS TK
' b( = ' b( kmbnas E 9
−
b(!kns
M
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Tugas Perencanaan Struktur Baja 2
= 1 0,;4 9
−
22,3403/733,8!
254,485;;00
x x
= 1 2,/5 kg"(m2 ? !8; kg"(m2 SSS TK
' ts = ' ts kmbnas E 9
−
ts!
M
= 1 /5,23 9
−22,3403/7
254,485;;00
= 1 7;,5! kg"(m2 ? 2024,33 kg"(m2 SSS TK
' bs = ' bs kmbnas E 9
bs!
M
= 32/,;! 9
75,88;4
254,485;;00
= 873,2; kg"(m2 ? 2024,33 kg"(m2 S TK
Gambar Cegangan1tegangan Kmbnas Beban EEE
Kmbnas beban E6 &M 9 G. 9 Gg*
M = MG. 9 MGg
M = /2382,24 kg(m
- Kn-s sebel$m km+st
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Tugas Perencanaan Struktur Baja 2
' 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(!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
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Tugas Perencanaan Struktur Baja 2
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 .-$+
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Tugas Perencanaan Struktur Baja 2
6r = >) L"2 9 #)"2
= 22 : 470"2 9 !/320"2 = !3330 kg
= 2;,;7 k+s
tats mmen betn trans+rmas ter.a-a+ gars netral +enam+ang
km+st
O = A(l &yt(! ts"2*
= //0,2/ &2!,0; 20"2* = 7322,28 (m3 = 44/,83 n3
E(l = 37!000,27 (m4 = 8;!3,32 n4
g$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
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Tugas Perencanaan Struktur Baja 2
&. 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
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Tugas Perencanaan Struktur Baja 2
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 .$jan 0,05 : 4,7 : !000 = 235 kg"m
O = 3208 kg"m
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Tugas Perencanaan Struktur Baja 2
Beban terbag rata = >
M! = kgm x xl x) x 04,!88/34,83208!2!
!2! 22 ==
#er.t$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 $ys%em &''(
L K
++=50
20!
38,!75,250
20! =
++= K
kg % x x x P 28302302,2838,!7,4!75,2
!2B ===
M2 = kgm x x L x) x 5,3575,2/,378
!B
8
! 22 ==
M3 =kgm x x L x P x /25,!;45775,228302
4
!B
4
!==
Mttal = M! 9 M2 9 M3
= !88/3,04 9 35,5 9 !;457,/25 = 3835/,!/5 kgm= 3835/!/,5 kg(m
Mmen Enersa
- #lat ba-an !"!2 : /03 : 2 = 3/000 (m4
- #lat saya+ &!"!2 :23 : 20 : 2*9&2 : 2 :20*:28,!2= ;477;,87 (m4
- Fahmi Andrian Sya (107011024)- M. Syandi (107011026) 39
K s P P α 75,2
B=
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Tugas Perencanaan Struktur Baja 2
- Baja sk$ 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
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Tugas Perencanaan Struktur Baja 2
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
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Tugas Perencanaan Struktur Baja 2
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
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Tugas Perencanaan Struktur Baja 2
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
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Tugas Perencanaan Struktur Baja 2
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
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Tugas Perencanaan Struktur Baja 2
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
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Tugas Perencanaan Struktur Baja 2
%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$m
Gaya .rntal ekFalen akbat gem+a
G. = K. : M
K. = &Kr : ' : + : b *
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Tugas Perencanaan Struktur Baja 2
engan K. = ke'sen gem+a
M = m$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
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Tugas Perencanaan Struktur Baja 2
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$kan -engan +rgram A# 2000 6ers !400
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Tugas Perencanaan Struktur Baja 2
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Tugas Perencanaan Struktur Baja 2
Tabel Beban #o"binasi
Batang
Beban kmbnas
Cark Cekan
B! 73,52
B2 73,52
B3 !57,55
B4 !57,55
B5 !57,55
B/ !57,55
B7 73,52
B8 73,52
A! /,07
A2 !2/,04A3 !2/,04
A4 !/8,05
A5 !/8,05
A/ !2/,04
A7 !2/,04
A8 /,07
! !47,03
2 !05,02
3 /3,0!
4 2!,00
5 2!,00
/ /3,0!
7 !05,02
8 !47,03
6! !8,20
62 0,72/!
63 3/,38
64 0,224;
65 3/,38
6/ 0,224;
67 3/,38
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Tugas Perencanaan Struktur Baja 2
68 0,72/!
6; !8,20
Perencanaan Di"ensi Batang
! Batang baa. &B!1B8*
#ma: = !57,55 tn = !57550 kg &tark*
#anjang batang Lk = 470 (m
Ba$t 3R"2 = 3,8 (m
L$bang ba$t = &3,8 9 0,! * = 3,; (m
br$t = 4 : 77,3 = 30;,2 (m2
nett = 30;,2 4 : 3,; : 2 = 278 (m2
*&!75373,5//278
!57550 22 ok cmkg cmkg
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Tugas Perencanaan Struktur Baja 2
#ma: = !/8,05 tn = !/8050 kg &tekan*
#anjang batang Lk = 470 (m
ambl +r'l 4 H 35
4 H = 4 : 77,3 = 30;,2 (m & H 35 = 77,3 (m2*
E: = !2840 (m4
Ey = 570 (m4
e = 2,4 (m
- = 2,/ (m
E: 4 H = 4 : !2840 = 5!3/0 (m4
Ey 4 H = 4&570 9 77,3 : 2,/2* = 4370,!;2 (m4
cm"x 88,!22,30;
5!3/0==
cm"y 7/,32,30;!;2,4370 ==
4;,3/88,!2
470
mn===
"
Lk λ
2!0,!*20!,!2!2,!&!
82,020!,! =−+=ω
2"7/,!4482!0,!
!753cmkg k ===
ω
σ σ
*"7/,!448&"50,5432,30;
!/8050 220 cmkg k k cmkg k =
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Tugas Perencanaan Struktur Baja 2
4 H = 4 : 77,3 = 30;,2 (m & H 35 = 77,3 (m2*
E: = !2840 (m4
Ey = 570 (m4
e = 2,4 (m
- = 2,/ (m
E: 4 H = 4 : !2840 = 5!3/0 (m4
Ey 4 H = 4&570 9 77,3 : 2,/2* = 4370,!;2 (m4
cm"x 88,!22,30;
5!3/0==
cm"y 7/,32,30;
!;2,4370 ==
;8,7288,!2
;40
mn===
"
Lk λ
2//,!*2/0,!273,!&!47,02/0,! =−+=ω
2"/8,!3842//,!
!753cmkg k ===
ω
σ σ
*"/8,!384&"52,4752,30;
!47030 220 cmkg k k cmkg k =
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Tugas Perencanaan Struktur Baja 2
*&!75377,377278
!05020 22 ok cmkg cmkg
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Tugas Perencanaan Struktur Baja 2
Perencanaan Baut
g$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
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Tugas Perencanaan Struktur Baja 2
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$t
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Tugas Perencanaan Struktur Baja 2
1 Batang A3 → # = !2/040 → n =;2,!8/5!
!2/040= /,7/ = X 8 ba$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
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Tugas Perencanaan Struktur Baja 2
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
=
≤≤
≤≤
≤≤
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Tugas Perencanaan Struktur Baja 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
=
≤≤
≤≤
≤≤
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
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Tugas Perencanaan Struktur Baja 2
= 4,48 (m2 Z e = !,20 (m
#r'l gab$ngan
E: = 2 : /,33 9 2 &4,48*&!,;52* = 4/,73 (m4
23,!048,42
73,4/
2mn ===
x 3 x
-x"
337,!*32/,!33;,!&!
87,032/,!;4,45
23,!0
470 =−+=→== ω λ
!4,!3!!337,!
!753==k σ kg"(m2
# = = 28/!,72 kg
*&*"!4,!3!!&"388,3!;;/,8
72,28/! 22 ok cmkg k cmkg k σ σ
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8/18/2019 TP Baja 2 Fahmi Dan Sandi
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Tugas Perencanaan Struktur Baja 2
E: = 2 : /,33 9 2 &4,48*&!,;52* = 4/,73 (m4
23,!048,42
73,4/
2mn ===
x 3 x
-x"
0/5,!*0/!,!070,!&!
44,00/!,!78,3;
23,!0
407=−+=→== ω λ
0!,!/4/0/5,!
!753==k σ kg"(m2
# = = !;07,8! kg
*&*"0!,!/4/&";2,2!2;/,8
8!,!;07 22 ok cmkg k cmkg k σ σ
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8/18/2019 TP Baja 2 Fahmi Dan Sandi
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Tugas Perencanaan Struktur Baja 2
M$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$a. elastmer tebal ttal &C* +er elastmer = !!5 mm
- Fahmi Andrian Sya (107011024)- M. Syandi (107011026) 62
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8/18/2019 TP Baja 2 Fahmi Dan Sandi
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Tugas Perencanaan Struktur Baja 2
Gambar #erletakan
• Kntrl kek$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
- Fahmi Andrian Sya (107011024)- M. Syandi (107011026) 63
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
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8/18/2019 TP Baja 2 Fahmi Dan Sandi
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Tugas Perencanaan Struktur Baja 2
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