STRUKTUR JEMBATAN BAB I Perencanaan Bagian Atas Jembatan 1.
Pere Perenc ncan anaa aan n pipa pipa sand sandar aran an Direncanakan pipa sandaran dengan ukuran, sbb: ● Diameter (D) = 7.5 cm ● eba! (t) = ".# mm = $."# a.
%eng %eng&i &itu tung ng !uas !uasan an pip pipa (A) (A) d
d
= = =
D ' 7 .5 7.$"
"t ' cm
"
=
D"
'
=
¼ ¼
=
5.#71 cm"
$."#
D A
b.
cm
π
.1#
d" 7.5
"
%eng&itung berat sendiri pipa D2
= =
∙
A pipa
=
ɣ baa
5.#71 + 1$ #."7$" kgm
'#
ɣ baa p/!/s ∙
=
7*5$
kg
7*5$
c.
%enent %enentuka ukan n beba beban n &idu &idup p -ang -ang bekera bekera pada pada pipa pipa sandaran sandaran Beban &idup -ang bekera pada pipa sandaran diper&itungkan bi!a ada /rang -ang dudu di atas pipa. PD2 = 1$$ kg
d.
%ene %enent ntuk ukan an m/men /men maks maksim imum um ● Akibat berat sendiri pipa %D2
= = =
∙ ∙ 2" ∙ #."7$" ∙
0
0 ".1#*51 kg.m
● Akibat beban &idup pada pipa %22 = ¼ ∙ P ∙ = ¼ ∙ 1$$ =
qDL = 4.297 kg/m
5$
" " 2m
Mmax
2
∙
"
kg.m
P = 100 kg
Mmax
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN Mmax
● %/men maksimum akibat k/mbinasi pembebanan %u!t
e.
= = =
π
D# "
%22 5$ kg.m
d#
' D
.1#
7.5 # ' " 7.5
7.$"
#
."* cm
%eng %eng&i &itu tung ng tega tegang ngan an -ang ang ter tera adi di %ma+ ;!t σ-td = 4 5".1#
= = g.
".1#*51 5".1#
3 3
%eng %eng&i &itu tung ng m/men ta&a ta&ana nan n 4
6.
%D2
= = =
5#1.#
+ ."*
1$ "
kgcm"
/nt /ntr/ r/!! teg tegan anga gan n -an -ang g ter terad adii %utu baa pipa sandaran -ang digunakan ada!a& BJ.7 dengan tegangan dasar "#$$
kgcm"
σ-td 5#1.#
kgcm"
5#1.#
kgcm"
≤ ≤ ≤
σiin "#$$
kgcm"
1$$
kgcm"
BILLY HARIANTO / F 111 10 131
1.5 89...
STRUKTUR JEMBATAN
10 cm
W1
Ph1 = 100 kg/m
W11
70 cm
45 cm W2
10 cm
15 cm
W12
W3
Pv = 500 kg/m
45 cm
Ph = W5
W4
25 cm
W6 20 cm
W8
W9 10 cm
W10
25 cm
20 cm
85 cm
30 cm
60 cm
D9AI2 IA< >A
BILLY HARIANTO / F 111 10 131
W7
STRUKTUR JEMBATAN
".
Pere Perenc ncan anaa aan n iang iang >and >andar aran an a. 2uas 2uas tiang tiang sandar sandaran an -ang -ang direnc direncana anakan kan berdasa berdasarka rkan n gamb gambar ar ● 2uasan untuk bidang 1 A1
= =
¼ ¼
π D" ½ ' ½ !uas pipa sandaran π "$ 2 ½ ' ½ ##.17
=
"".$7$
cm"
=
$.$""$7
m"
● 2uasan untuk bidang " A" = ∙ t b = "$ ∙ #5
' '
=
*55.*"1
cm"
=
$.$*55*"
m"
77.11
cm"
=
$.$771
m"
@ =
π π ##.17
!uas pipa sandaran ##.17
● 2uasan untuk bidang A = ½ ∙ b ∙ t = ½ ∙ "$ ∙ 7$ =
¼ ¼
@
' '
½ ½
!uas pipa sandaran ##.17
● 2uasan untuk bidang # A# = ½ ∙ b ∙ t = ½ ∙ $ ∙ 7$
b.
=
1$5$.$$$
cm"
=
$.1$5$$$
m"
Direncanakan dimensi tiang sandaran A = "$ + dari as ke as -aitu
c.
15
= $$ cm" "$$ cm =
Pem Pembeban ebanan an tia tiang ng san sandaran aran ● a-a &/ri/nta! , & = P&1 = &1 ∙ 2 ∙ P& u!t = 1 .
=
"$
= " m
1$$ kgm = 1$$ P&1 =
+
15 , maka !uasan tiang san
$.$
∙
" 1 .
=
∙
m" dengan arak tiang
"$$ "$$
kg =
= " "$
● Berat pipa sandaran Berdasarkan per&itungan sebe!umn-a, berat pipa dengan diameter 7.5 m dan teba!
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN 411 = 41" = Berat t/ta! pipa Berat pipa u!timate
#."7$" kgm = #."7$" = 1."
∙ " = *.5#$# kg kg = $.$*5 ∙ *.5#$# = 1$.1 kg =
● Berat bidang 41 Dik :
A1
=
$.$""$7
m"
maka
41
= =
$.$""$7 1$.515
∙
= = = =
∙ 41 1." ∙ 1." 1$.515 1".17 kg $.1"17 k<
41 u! u!t
$.15
∙
"#$$
∙
"#$$
∙
"#$$
∙
"#$$
kg
● Berat bidang 4" Dik :
A"
=
$.$*55*"
m"
maka
4"
= =
$.$*55*" $.*1$
∙
= = = =
∙ 4" 1." ∙ 1." $.*1$ .71 kg $.71 k<
4" u! u!t
$.15
kg
● Berat bidang 4 Dik :
A
=
$.$771
m"
maka
4
= =
$.$771 "#.#$5
∙
= = = =
∙ 4 1." ∙ 1." "#.#$5 "."* kg $.""* k<
4 u! u!t
$.15
kg
● Berat bidang 4# Dik :
A#
=
$.1$5$$$
m"
maka
4#
= =
$.1$5$$$ 7.*$$
∙
4# u! u!t
=
1."
$.15
kg
∙ 4#
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN ∙ 1." 7.*$$ #5.$ kg $.#5$ k<
= = =
d.
=
½
∙ "$
3
$
=
#$ cm
=
$ .#
m
● 9ksentrisitas bidang " = bidang 11 = bidang 1" = ni!ai e pada bidang 1 e"
e1
=
$.#
● 9ksentrisitas bidang (4) e = ∙ "$ 3 $
=
.7
=
e11
=
e1"
=
● 9ksentrisitas bidang # (4#) e# = C ∙ $ = "$ cm
m
=
cm
$ ."
=
$.7
m
m
● 9ksentrisitas &1 e&1 e.
=
=
g.
3
#5
3
"5
=
115
/ta! /ta! beba beban n mat matii pad padaa tia tiang ng sanda sandara ran n PD2 = 1 3 " 3 =
6.
#5
$.1"17 $.1$1 1.##*$
3 3 k<
3 # $.71 $.1$1
/ta! /ta! beb beban an mat matii pada pada tia tiang ng san sanda dara ran n a-a &/ri/nta! pada tiang sandaran (P&1) a-a &/ri/nta! ,& = 1$$ kgm P&1 = &1 ∙ 2 = 1$$ ∙ P& u!t = 1. P&1 =
∙ 1.
cm
3 3
11
"
=
=
1.15
3 1" $.""*
∙
"$$ "$$
%eng %eng&i &itu tung ng m/m m/men en akib akibat at beba beban n tiang tiang sand sandar aran an
BILLY HARIANTO / F 111 10 131
m
3
$.#5$
kg =
= " k< k< "$ kg
%/men di titik $.$5$ $.1#7 $.1$7 $.$$
STRUKTUR JEMBATAN 11 1"
$.1$1 $.1$1
$.# $.# %D2
E
&.
∙ ." 1.15 .*$ k<.m
Beban da dan m/ m/men gab gabu ungan Pu!t PD2 u!t 3 =
%u!t
.
$.#7*
%eng %eng&i &itu tung ng m/me m/men n aki akiba batt beb beban an &idu &idup p %&1 P&u!t e&1 ∙ = = =
i.
$.$#1 $.$#1
= =
1.##*$ #.#*$
= = =
%D2 u!t 3 $.#7* #.15*
Penu!angan tiang sandaran Dik : 6c F = "5 6- = "1$ d
= = =
& ' ds ' "$$ ' "$ 1 mm
P22 u!t 3 k<
."
%22 u!t 3 k<.m
.*$
%Pa %Pa
b &
! sengkang '
*
= =
15$ "$$
½ ½ 1" '
'
mm mm
Digunakan se Diguna Digunakan kan tu! tu!
! tu!. p/k/k
● %eng&itung rasi/ tu!.tarik a.
%u = %ma+
b. b.
%u per!u
c.
d.
=
=
#.15 %u$.*
/e6is 6isien ta&ana anan ( () %u per!u = d " b 51*.1* = 15$ 1
k<.m =
=
"
51*.1*
=
1."577
?asi/ pe penu!angan
BILLY HARIANTO / F 111 10 131
#15*5.#5# <.mm
<mm"
STRUKTUR JEMBATAN %min
=
"
=
% per!u
= = =
1.# 6-
6.
$.*5 1 1 m 1 .**" $.$$1*
$.$$7 "1$
=
6c F ' 1
1
$.*5 " '
'
1
'
=
"5 m 6"
",-, .*,-,
2uas tu!angan per!u %min As per!u =
b
=
$.$$7
=
1.$$$
.**
k .**"
%min
d 15$
1
mm"
2uas tu tu!angan p/ p/k/k AsD1
¼ ¼
= = =
g.
=
6-
arena %min G %&'()* + e.
1.# "1$
=
π π
1"
"
mm"
11.$7
Jum!a& tu tu!angan (n (n) As per!u n = AsD1
D "
1.$$$
=
=
11.$7
1.#*
#
Jadi, tu!angan -ang digunakan " !1" Ast
= =
¼ ¼
=
π π
"".15
D " 1"
" "
"
mm"
/ntr/! kapasitas m/men ba!/k : Dianggap baa tu!angan te!a& mencapai !e!e& pada saat bet/n mu!ai retak dan 6s = 6-, < =
$
=
a
41
1#.$"
=
$.*5 d
'
=
17.5"
mm
$
BILLY HARIANTO / F 111 10 131
c =
"
STRUKTUR JEMBATAN $ =
%n
=
= = =
5$*1.$"""
∙
'
6-
d
∙
"".15
= =
' 17.5" 17.5" 6s %Pa
Ast
=
%r
1
$$
=
5$*1.$"""
5 65 "1$
%Pa
%Pa
8...
a " "1$
1#.$" "
1
'
%r < .m
5 %u 5 #15*.5
751"11.57 <.mm 751."1" <.m
%n $.* $.* 751."1" $"#." <.m
/ntr/! : $"#."
< .m
● Perencanaan tu!angan geser Hn =
#.#*$
Hc
1 1
= = = =
½
k< =
##*.$#" <
6cF
"5
6
.
170
188
#15$$.$$$ < #1.5$$ k<
! Hc = =
½
$. 1"#5$.$$$ <
#15$$.$$$
½
! Hc 5 Hn 5 ##*. 1"#5$.$$$ < #*. $#" $#" < (>ecara te/ritis tidak diper!ukan tu!ang sengkang) >min
=
½
d
BILLY HARIANTO / F 111 10 131
8...
STRUKTUR JEMBATAN = ½ 1 = * mm # >maks = $$ mm digunakan tu!ang sengkang ! * A
= = =
>
=
"
"
¼ ¼
π π
1$$.5$# mm" A 6 ∙ 6cF ∙ b
*$
= =
mm
D " *" 1$$.5$# ∙ "5 ∙ *#.##$1$5 mm
2Ø12
"1$ 15$
#
1$$
Ø8-100 mm
200 mm 2Ø12
160 mm
Ø8-100 mm
>ketsa Penu!angan iang >andaran
BILLY HARIANTO / F 111 10 131
mm
STRUKTUR JEMBATAN
.
Perencanaan r/t/ar dan P!at anti!eer 2antai tr/t/ar ditinau permeter, dimana tiang sandaran masuk di da!amn-a karena k/ndisi m/men maksimum sesuai >BI 1''"*'1*7. r/t/ar &arus diper&itungkan ter&adap beban kgm. a. %eng&itung beban mati ɣ bet/n tumbuk 4 = A + teba! bidang + dimana, ɣ bet/n tumbuk 45 = ½ ∙
b.
4
=
$.
47
=
$.15
4*
=
4
=
41$
=
½
∙
$.*5
½
∙
=
∙
$.1
∙ ∙
$."5 $."5
∙ ∙
1 1 $."
∙
$." $.1
$."5
∙
$.$5
∙
kgm
""$$
∙
1
$.*5
∙ ∙ ∙ ∙ ∙ ∙
%eng&itung beban &idup a-a &/ri/nta! pada tiang sandaran (P& 1) a-a &/ri/nta! pada kerb (P& ") a-a ertika! pada !antai tr/t/ar (P)
c.
%eng&itung eksentrisitas beban ter&adap titik B 1) 9ksentrisitas untuk bidang 1,",11 dan 1" e1 = e" = e11 = e1" = ½ = = ")
9ksentrisitas untuk bidang e = 9 ∙ "$ 3 $ = .7 cm = $.7 m
1
=
"7.5$
=
$.$$
kg
""$$
=
*".5$
kg
1
∙
""$$ 1
""$$ =
∙
=
""$$
=
1$$
kgm
= =
5$$ 5$$
kgm kgm
3
$
11.$$
7#.$$
=
3
kg .5$
∙ ∙ ∙
1 1 1
$
cm m )
3
""$$
""$$
∙ "$
1$$ 1
∙
$
BILLY HARIANTO / F 111 10 131
9ksentrisitas untuk bida e = ½ ∙ #5 = =
7.5 cm $.75 m
STRUKTUR JEMBATAN )
#)
5)
9ksentrisitas untuk bidang e = 9 ∙ "$ 3 $ = .7 cm = $.7 m 9ksentrisitas untuk bidang # e# = : ∙ $ 3 $
7) 3
$
*)
= *$ cm = $.* m 9ksentrisitas untuk bidang 5 e5 = 9 ∙ 1$ 3 $ = . cm = $. m
)
9ksentrisitas untuk bida e7 = ½ ∙ 15 = 7.5 cm = $.$75 m 9ksentrisitas untuk bida e* = 9 ∙ 5 = *.7 cm = $.*7 m 9ksentrisitas untuk bida e = ½ ∙ *5 = =
1$) 9ksentrisitas untuk bidang 1$ e1$ = 9 ∙ *5 = "*. cm = $."* m 11) 9ksentrisitas ga-a &/ri/nta! P&1 pada tiang sandaran e&1 = #5 3 #5 3 "5 3 "$ 3 1$ = 1#5 cm = 1.#5 m 1") 9ksentrisitas ga-a &/ri/nta! P&" pada kerb e&" = "5 3 "$ 3 1$ = 55 cm = $.55 m 1) 9ksentrisitas ga-a ertika! P pada !antai tr/t/ar e&" = ½ ∙ 7$ = = d.
5 $.5
cm m
%eng&itung m/men pada titik B abe! &asi! per&itungan m/men Beban (kg) Eksentrisitas (m) 41 1$.515 1.$$$
Momen (kg.m)
1$.515
4"
$.*1$
$.7
".7*
4
"#.#$5
$.7
".51
4#
7.*$$
$.*$$
$."#$
45
"7.5$$
$.
17.#17
4
$.$$$
$.75
1".75$
BILLY HARIANTO / F 111 10 131
#".5 cm $.#"5 m
STRUKTUR JEMBATAN 47
*".5$$
$.$75
.1**
4*
11.$$$
$.*7
.5
4
7#.$$$
$.#"5
15*.5$
41$
.5$$
$."*
".#"
411
#."7
$.#$$
1.71
41" P&1
#."7 $.#$$ Momen akibat beban mati 1$$
1.#5$
1.71 439.895 1#5.$$$
P&"
e.
5$$ $.55$ "75.$$$ P 5$$ $.5$ 175.$$$ Momen akibat beban hidup 595.000 %D2 %22 %u!t = 1." 3 1. = 1." #.*5 3 1. 55.$$$ = 1#7.*7# kg.m = 1#.7 k<.m Perencanaan tu!angan p!at kanti!eer (tr/t/ar) ! sengkang = * Dik : 6cF = "5 %Pa Direncanakan : ! tu!. P/k/k = 1 6- = "1$ %Pa S'); B'<= = #$ b = 7$$ mm & = "5$ mm %u!t = 1#.7 k<.m = 1#7*7#".1$# <.mm 1) inggi e6ekti6 penampang ! sengkang ' ½∙! tu!. P/k/k d = & ' se!imut bet/n ' = "5$ ' #$ ' * ' ½ ∙ 1 = 1# mm ")
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
5)
arena %min G %&'()* +
",-, .*,-,
2uas tu!angan per!u As per!u =
%min
= )
= 2uas tu!angan p/k/k AsD1
= 7)
*)
)
$.$$7
$5.
mm"
¼ ¼
=
= Jum!a& tu!angan As per!u n = AsD1
π π
b
%min d 7$$
1#
D " 1
"
mm"
"$1.$"
$5.
=
=
"$1.$"
$.$$"$$
7$$
#
#.5$
Jarak antar tu!angan b 7$$ > = = = 175.$$$ n ' 1 5 ' 1 >e&ingga tu!angan -ang digunakan # !1 ' 175 mm %erencanakan tu!angan bagi dan susut % per!u As per!u b & = =
=
#
5
175
mm
"5$
= 5$.$$$ mm" 1$) Direncanakan tu!angan bagi !1" As!1"
¼ ¼
= =
= 11) Jum!a& tu!angan As per!u n = AsD* 1" Jarak antar tu!angan b > = n ' 1
π π
1"
"
mm"
11.$7
5$.$$$
=
=
D "
=
11.$7
#
7$$ '
1
=
#
.$5
".
#
#
"$
esimpu!an : Digunakan tu!angan p/k/k Digunakan tu!angan bagi
= =
BILLY HARIANTO / F 111 10 131
#!1 ' "$ mm #!1" ' "$ mm
mm
STRUKTUR JEMBATAN
K
Ø
2
Ø16 - 230 mm
Ø12-230 mm
#.
Perencanaan erb Dik : b = 15$ mm & = "5$ mm ! sengkang = * mm ! tu!. P/k/k = 1" mm S'); B'<= = "$ mm d
1)
= = =
ds ' ' "$ mm
! sengkang '
*
'
½∙! tu!. P/k/k ½ ∙ 1" '
500 kg/m
%eng&itung m/men -ang teradi %2 = P ∙ 2 ∙ b
%;
")
& ' "5$ "1
150 mm
= =
5$$ 175
= = =
1. 1. "*$
∙
1
∙
$.5 1m
kg.m %2 175 kg.m
=
%eng&itung kapasitas tu!angan 6" = $.*5 6cF
"*$$$$$
=
<.mm
"1$ $.*5
%u
BILLY HARIANTO / F 111 10 131
"5
=
.**"5
STRUKTUR JEMBATAN =
!
=
∙
∙
d" "*$$$$$.$$$
b
∙ $.* $.5$$11
=
%min
=
% per!u
=
1.# 6-
1
arena %min G %&'()* +
=
AsD1"
= =
)
mm"
1 1
= = =
½
b
π π
"
1
'
d 15$
1"
=
"5
=
½
.**"5 "1$
=
"1
"
=
11.$7
6cF
k
D "
"1.$$$
=
%min
*
6
k<
.
170
218
5#$$$.$$$ < 5#.$$$ k<
! Hc =
m 6"
mm"
11.$7
AsD1
=
'
"1.$$$
Penu!angan geser Hu = 1. P = 1. 5$$ = *$$.$$ kg
Hc
1
'
$.$$7
As per!u
=
1
¼ ¼
=
n
$.$$7
",-, .*,-, %min
= =
"
=
'
1 .**"5 $.$$"#1
=
"1
1.# "1$
=
1 m
=
As per!u
∙
15$
$. 1"$$.$$$ <
5#$$$.$$$
BILLY HARIANTO / F 111 10 131
1.1$
#
"
STRUKTUR JEMBATAN ½
! Hc 5 Hn 5 1"$$.$$$ < *$$$
< (>ecara te/ritis tidak diper!ukan tu!ang sengkang) = ½ d = ½ "1 = 1$* mm # >maks = $$ mm digunakan tu!ang sengkang ! *
8...
>min
A
"
=
"
= = >
=
¼ ¼
1$$
π π
1$$.5$# mm" A 6 ∙ 6cF ∙ b
= =
mm
D " *" 1$$.5$# ∙ "5 ∙ *#.## mm
"1$ 15$
#
1"$
mm
Ø8-120 mm 2Ø12 mm 250 mm
2Ø12 mm
150 mm
BAB II Perencanaan 2antai endaraan Data Perencanaan : a. eba! !antai (pe!at) b. eba! !apisan aspa! c. 2ebar embatan d. 2ebar tr/t/ar
= = = =
e.
=
Jarak antar ge!agar
$ cm = $.$ 5 cm = $.$5 m $.7 m 2ebar embatan = Jum!a& ge!agar ' 1
m m
5
Pembebanan : Dik :
● ● ● ● a)
Berat isi bet/n (> bet/n)
=
"#$$
kgm
Berat isi aspa! (>aspa!)
=
""$$
kgm
Berat isi air (>air )
=
1$$$
kgm
Berat isi bet/n tumbuk
=
""$$
kgm
Beban %ati 1) Pada !antai kendaraan
BILLY HARIANTO / F 111 10 131
'
1
=
1.5
STRUKTUR JEMBATAN Berat sendiri pe!at !antai Berat !apisan aspa! Berat air &uan (5 cm) D21 u!t
")
∙
1."
=
∙
1."
Pada tiang sandaran Berat pipa sandaran
PD2
=
1#1$
1."
)
Pada tr/t/ar (5$$ kgm) 2" u!t = 1.
∙
= = =
$."5 $.15 $.
*.5#$# 11".1"
Beban idup 1) Pada tiang sandaran (1$$ kgm) 21 u!t ∙ = 1. 1$$ ")
1$5.$$ 1$.5$
"#$$ ""$$ 1$$$ D21
= = =
7"$ 11$ 5$
=
**$
kgm k<m
∙ ∙ ∙
1".$$$ 1."$
1$.515 1$.5"
=
∙
= =
= =
∙ ∙ ∙
1 1 1
1 $."5 1
∙ ∙ ∙
"#$$ "#$$ "#$$ D2"
= = = =
kgm k<m
#."7$" ∙ " = *.5#$# kg 41 3 4" 3 4 3 4#
= = = PD2
b)
**$
=
Berat tiang sandaran
∙ ∙ ∙
$.$ $.$5 $.$5
Pada tr/t/ar dan kerb Berat sendiri tr/t/ar Berat sendiri kerb Berat !antai pe!at baa& tr/t/ar D2" u!t
)
=
= = =
5$$
3 kg
$.*1$
3
3
1$.5"
=
= =
1#.5#7 1.#5
kg k<
= =
1$ 1.$
kgm k<m
= =
*$$ *.$$
kgm k<m
"#.#$5 11".1"
kg
Pada !antai kendaraan Beban &idup pada !antai kendaraan beban KPK, -aitu pen-ebaran r/da kendaraan sebesa P = 1$ t/n = 1$$$$ kg #!ah M$%&'a&g
#!ah Mma&(a&g
P
P
5 15
5 15
15
15
BILLY HARIANTO 50 20 / F 111 10 131
20
20
30
20
STRUKTUR JEMBATAN 5 15
5 15
15
15 20
50
20
20
● Akibat tekanan r/da pada ara& me!intang embatan &aspa! ½∙&6 3 2 = b1 3 " = 5$ 3 " ½ ∙ $ 3 5 ●
●
= $ cm = $.$ m Akibat tekanan r/da pada ara& memanang embatan &aspa! ½∙&6 3 2p = b" 3 " = $ 3 " ½ ∙ $ 3 = 7$ cm = $.7$ m Beban merata akibat tekanan tiap r/da 22
= = =
5
P ∙ 2 2p ∙ 2 1$$$$ ∙ $.$ ∙ $.7$ $.$ 1#"*5.71# kgm
22 u!t
= = = =
∙ 22 1. ∙ 1# 1. ""*57.1# kg ""*.571 k<
abe! kesimpu!an ga-a'ga-a -ang teradi dari keempat k/mbinasi pembebanan. %/men ma+ (k<.m)
/mbinasi 1
5.1#5
1.11"
1."7"
"
/mbinasi "
#"."#
"5.*1#
111."$
/mbinasi
#.51
$.555
117."1"
#
/mbinasi #
.#*
1.*
1"#.#5
eterangan : ● /mbinasi 1 = Beban %ati ● /mbinasi " = Beban %ati 3 Beban idup /ndisi 1 ● /mbinasi = Beban %ati 3 Beban idup /ndisi " ● /mbinasi # = Beban %ati 3 Beban idup /ndisi
;ntuk perencanaan se!anutn-a, kita gunakan ni!ai'ni!ai -ang maksimum dari keempat k/m ● %/men tumpuan ma+ = #.51 k<.m
BILLY HARIANTO / F 111 10 131
30
20
STRUKTUR JEMBATAN ● %/men !apangan ma+ ● a-a !intang ma+
= =
1.* 1"#.#5
k<.m k<
Penu!angan 2antai endaraan a.
u!angan umpuan Direncanakan data'data sebagai berikut : ● %utu baa tu!angan (6-) ● %utu bet/n (6cF) ● %/men u!timate ● Dimensi !antai kendaraan ● >e!imut bet/n ● Diameter tu!angan p/k/k ● Diameter tu!angan susut ● inggi man6aat (dF)
= = = = = = = = = =
"1$ %Pa "5 %Pa #.51 k<.m b + & = 1$$$ + $$ #$ mm 1 mm 1" mm & ' ds ' ½∙! tu!angan p/k/k $$ ' #$ ' ½ ∙ 1 "5" mm
Per&itungan rasi/ tu!angan -ang diper!ukan : 1.# 1.#
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN min
%ma+
6-
∙
$.*5
=
$.75
=
$.75
=
$.$#77*
%u
=
#.51
%n
=
?n
=
6cF
∙
4
$$ $$ 3
6-
∙
$.*5
k<.m
%u
=
! %n
∙
b
.
"1$
d"
"5 "1$
∙
0;?7 $$
=
#51$$.$$$
#51$$.$$$ $.*
=
∙
1$$$
5##*1"5.$$$
"5"
"1$
<.mm
5##*1"5.$$$
=
6$$ 3
<.mm
=
"
$.*5*$#
M
"
=
% per!u
=
6-
$.*5 1 m
1
6cF
'
1 .**"5 $.$$#17
= =
"1$
=
$.*5
1 1
'
'
"
1
'
%" @ %&'()* %",+ ",-, .*,-, % "
As per!u
= =
%min
= As!1
= = =
n
=
As per!u AsD1
¼ ¼
$.$$7
1*$.$$$
mm"
π π
"$1.$"
=
b
d 1$$$
=
m 6"
.**"5"#1
?n
N
.**"5 "1$
=
$.$$7
"5"
N
D " 1
"
mm" 1*$.$$$ "$1.$"
=
#
*.5
b 1$$$ = = "$$.$$$ n ' 1 ' 1 >e&ingga tu!angan -ang digunakan !1 ' "$$ mm >
=
"5
#
BILLY HARIANTO / F 111 10 131
"$$
batang
mm
$.
STRUKTUR JEMBATAN
Per&itungan tu!angan susut: As per!u % per!u =
As!1"
=
$.$$"$$
=
5$#.$$$
mm"
¼ ¼
= = =
n
b
π π
"5"
D " 1"
"
5$#.$$$
=
AsD1
d 1$$$
mm"
11.$7
As per!u
=
=
11.$7
b 1$$$ = = "5$.$$$ n ' 1 5 ' 1 >e&ingga tu!angan -ang digunakan 5 !1" ' "5$ mm >
b.
=
u!angan 2apangan Direncanakan data'data sebagai berikut : ● %utu baa tu!angan (6-) ● %utu bet/n (6cF) ● %/men u!timate ● Dimensi !antai kendaraan ● >e!imut bet/n ● Diameter tu!angan p/k/k ● Diameter tu!angan susut ● inggi man6aat (dF)
= = = = = = = = = =
#
#.#5
#
5
"5$
batang
mm
"1$ %Pa "5 %Pa 1.* k<.m b + & = 1$$$ + $$ #$ mm 1 mm 1" mm & ' ds ' ½∙! tu!angan p/k/k $$ ' #$ ' ½ ∙ 1 "5" mm
Per&itungan rasi/ tu!angan -ang diper!ukan : 1.# 1.# %min = = = $.$$7 6"1$
%ma+
%u
=
$.75
=
$.75
=
$.$#77*
=
1.* %u
∙
$.*5
6cF
∙
4
6-
∙
$.*5
k<.m
"5 "1$
∙
=
$$ $$ 3
0;?7 $$
1*$$.$$$
<.mm
1*$$.$$$
BILLY HARIANTO / F 111 10 131
6$$ 3
"1$
STRUKTUR JEMBATAN ! ?n
=
%n
∙
b
.
$.*
d"
*"5.$$$
=
∙
1$$$
"5"
.
=
"
$."71
M
"
=
% per!u
=
6-
$.*5 1 m
1
6cF
'
1 .**"5 $.$$$
= =
"1$
=
$.*5
1 1
'
'
"
1
'
%" @ %&'()* %",+ ",-, .*,-, % " As per!u
= =
%min
= As!1
= =
¼ ¼
=
n
=
$.$$7
1*$.$$$
mm"
π π
b
N
"5"
1
% per!u
=
"$1.$"
= As!1"
= = =
¼ ¼
$.$$"$$
5$#.$$$
mm"
π π
11.$7
N
"
#
*.5
#
Per&itungan tu!angan susut: = =
.**"5 "1$
$.$$7
=
As per!u
?n
=
b 1$$$ = = "$$.$$$ n ' 1 ' 1 >e&ingga tu!angan -ang digunakan !1 ' "$$ mm >
m 6"
.**"5"#1
D "
1*$.$$$
=
AsD1
d 1$$$
=
"5
mm"
"$1.$"
As per!u
b
d 1$$$
"5"
D " 1"
"
mm"
BILLY HARIANTO / F 111 10 131
"$$
batang
mm
$.
STRUKTUR JEMBATAN n
=
As per!u As!1"
=
5$#.$$$ 11.$7
=
b 1$$$ = = "5$.$$$ n ' 1 5 ' 1 >e&ingga tu!angan -ang digunakan 5 !1" ' "5$ mm >
=
#
#.#5
#
"5$
BAB III Perencanaan >uperstruktur A.
Perencanaan e!agar Data perencanaan : %utu bet/n (6cF) %utu baa tu!angan (6-) 9!astisitas baa (9s) Panang bentang embatan
= = = =
"5 %Pa "1$ %Pa "$$$$$ %Pa 1 m
BILLY HARIANTO / F 111 10 131
5
batang
mm
STRUKTUR JEMBATAN 2ebar !antai kendaraan 2ebar tr/t/ar 2ebar ba!/k dia6ragma inggi ba!/k dia6ragma Jum!a& ba!/k dia6ragma
= = = = =
= = = = =
m $.7$ m $.$ m $.5$ m 5 bua& Panang bentang n'1 1 = 5 ' 1 $.5$ m $.$ m $.$ m $.$5 m $.$5 m
Jarak as ke as ba!/k dia6ragma
=
=
"#$$
kgm
=
""$$
kgm
= =
1$$$ 1.5
kgm m
= 2ebar ba!/k ge!agar inggi ba!/k ge!agar eba! pe!at !antai eba! aspa! eba! genangan air &uan
> bet/n >aspa! >air Jarak as ke as ge!agar a)
Pembebanan 1) Beban mati Pe!at !antai 2apisan aspa! enangan air &uan e!agar
= = = =
Beban tr/t/ar (D2)
1.5 1.5 1.5 $.5$
= 1#1$.$$ Beban mati untuk beban terpusat (P D2) Beban dia6ragma
= = =
∙ ∙ ∙
∙ ∙ ∙
$.$ $.$5 $.$5 $.$ '
kgmF
#
m
"#$$ ""$$ 1$$$
$.$
∙
"#$$
(Diambi! dari per&itungan se
2.Dia6ragma ∙ .Dia6ragma (arak as ke as ge!agar '
∙ $.$ $.5$ $.$$ kgmF
1.5
C
$.5$
∙
>e&ingga: ● ;ntuk ge!agar tenga& = beban mati untuk beban merata (D2) 3 beban mati untuk beban terp
●
= "$#$.$$ 3 $.$$ = "#$$.$$ kgmF ;ntuk ge!agar tepi = ½∙ beban mati untuk beban merata (D2) 3 ½∙ beban mati untuk be
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN beban tr/t/ar (D2) = =
½
∙
"$#$.$$ "1$.$$ kgmF
u!t ge!agar tenga&
=
1."
u!t ge!agar tepi
=
1."
3
½
∙ ∙
∙
$.$$
3
1#1$.
"#$$.$$
=
"**$.$$
kg
"1$.$$
=
1".$$
kg
%/men !entur akibat beban mati : %D2 %+
1 "
=
∙ D2 ∙
2"
+ 2
1
'
+ 2
qDL
4 m
4 m
4 m
4 m
)1 = 2 m )2 = 4 m )3 = 6 m )4 = 8 m )5 = 10 m
D ;ntuk ge!agar tepi %/men pada p/t/ngan I, O 1 = %1D2
= =
1 1".$$ ∙ " #*#*.$$ kg.m
%/men pada p/t/ngan II, O " = %"D2
= =
1 ∙ 1".$$ " 751*.$$ kg.m
".$$
∙
= =
1 ∙ 1".$$ " $.$$ kg.m
∙
= =
1 ∙ 1".$$ " 1$$""#.$$ kg.m
%/men pada p/t/ngan H, O 5 =
"
∙
1
"
1
1
'
". 1
#.$$ 1
1
'
#. 1
.$$ 1
1
'
. 1
1
*.$$ 1
1
'
*. 1
m
"
*.$$
∙
".$$ 1
m
.$$
%/men pada p/t/ngan IH, O # = %#D2
1
#.$$
%/men pada p/t/ngan III, O = %D2
m
m
"
1$.$$ m
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN %5D2
= =
1 1".$$ ∙ " $.$$ kg.m
∙
1
"
1$.$$ 1
1
'
1$. 1
".$$ 1
1
'
". 1
#.$$ 1
1
'
#. 1
.$$ 1
1
'
. 1
*.$$ 1
1
'
*. 1
1$.$$ 1
1
'
1$. 1
;ntuk ge!agar tenga& %/men pada p/t/ngan I, O 1 = %1D2
= =
".$$
1 ∙ "**$.$$ " #$"$.$$ kg.m
∙
%/men pada p/t/ngan II, O " = %"D2
= =
1 ∙ "**$.$$ " 1"$.$$ kg.m
1
#.$$
∙
= =
1 "**$.$$ ∙ " *#$$.$$ kg.m
= =
1 ∙ "**$.$$ " "1$.$$ kg.m
∙
1
∙
1
= =
1 ∙ "**$.$$ " *#$$.$$ kg.m
m
"
*.$$
%/men pada p/t/ngan H, O 5 = %5D2
"
.$$
%/men pada p/t/ngan IH, O # = %#D2
"
m
1
%/men pada p/t/ngan III, O = %D2
m
m
"
1$.$$ m
∙
1
"
a-a !intang akibat beban mati : arena ge!agar di atas tumpuan sendi'r/! (ba!/k seder&ana), maka ga-a !intang ma titik tumpuan atau dengan kata !ain, ga-a !intang maksimum = ?AH = ?BH D ;ntuk ge!agar tepi ?AH = ?BH = ½ ∙ D2 ∙ 2
= = ;ntuk ge!agar tenga& ?AH = ?BH
= = =
½
∙
∙
1
½ ½
∙ D2 ∙ 2 ∙ "**$.$$
∙
1
1".$$ "5$5.$$ kg
"$#$.$$
kg
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN ")
Beban &idup akt/r keut (k)
=
1
3
5$
"$ 3
=
2
=
1
"$
3
5$
3
1
1.$$
Beban !aur () 2 Q $ m, B% 1$$L. = "."$ t/nmF (untuk satu a!ur se!ebar m) 1$$L = "."$ t/nmF
=
""$$.$$
t/nmF
● ;ntuk ge!agar tepi 22
= = =
u!t
=
½ ∙ 2ebar embatan ""$$.$$ ∙ ½ ½ ∙ 55$.$$$ kgm
∙
1.
55$.$$$
∙
½
∙
∙
1.5
=
**$.$$
Jarak as ke as ge!aga
kgm
● ;ntuk ge!agar tenga& 22
= = =
u!t
=
∙ ½ ∙ 2ebar embatan ""$$.$$ 1.5 ∙ ½ ∙ 11$$.$$$ kgm
∙
1.
11$$.$$$
Jarak as ke as ge!agar
=
17$.$$
kgm
Beban garis (P) ;ntuk 2 Q $ m, B% 1$$L P = 1".$$ t/n (untuk satu a!ur se!ebar m) P1$$L = 1".$$ t/n
●
P = 1"$$$.$$ ;ntuk ge!agar tepi P22
k
=
1.$$
= Pu!t
∙
=
=
½ ∙
$.$1
∙
1.
t/n
∙ ½
P 2ebar embatan 1"$$$.$$ ∙ ∙
∙
½
½
∙
∙
Jarak as ke 1.5
kg $.$1
=
"5#.5#5
kg
● ;ntuk ge!agar tenga& P22
=
k
∙
½
∙
P 2ebar embatan 1"$$$.$$
∙
BILLY HARIANTO / F 111 10 131
Jarak as ke as ge!aga
STRUKTUR JEMBATAN . =
½
7*1*.1*"
∙
.
kg
∙ = 1. 7*1*.1*" %/men !entur akibat beban &idup : 1 %22 %+ = ∙ D2 ∙ " + %P22 %+ = PD2 ∙ 2 2 Pu!t
q
=
1"5$.$1 kg
2"
+ 2
1
1
'
+ P2
'
+ 2
LL
LL
4 m
4 m
4 m
4 m
)1 = 2 m )2 = 4 m )3 = 6 m )4 = 8 m )5 = 10 m
D ;ntuk ge!agar tepi %/men pada p/t/ngan I, O 1 = %+ (P)
= =
%+ ()
%122
"5#.55
∙
= =
1$#5.#55
3
∙
= =
%+ ()
%"22
"5#.55
∙
1
1
#.$$ #.$$ 1
= =
1*7.
3
∙
%+ ()
".$$ 1
"
".$$ 1 =
1
'
". 1
""5.#55 kg.m
m 1
1
'
=
"5#.55
∙
=
"#5#.5#5 kg.m
=
1 "
∙
**$.$$
"
"11"$.$$$
%/men pada p/t/ngan III, O = %+ (P)
'
#.$$ 1
1*7. kg.m 1 ∙ **$.$$ " "11"$.$$$ kg.m
=
1
1""$.$$$
%/men pada p/t/ngan II, O " = %+ (P)
m
1$#5.#55 kg.m 1 **$.$$ ∙ " 1""$.$$$ kg.m
=
1
".$$ ".$$ 1
#.$$ 1 =
.$$ 1
.$$ 1
∙
1
1
"
BILLY HARIANTO / F 111 10 131
1
'
#. 1
**. kg.m m '
.$$ 1
.$$ 1
1
'
. 1
STRUKTUR JEMBATAN
%22
=
"#$$.$$$ kg.m
=
"#5#.5#5
3
"#$$.$$$
%/men pada p/t/ngan IH, O # = %+ (P)
= =
%+ ()
%#22
∙
"5#.55
*.$$
= =
"5$1*.1*"
3
∙
= =
%+ ()
%122
∙
"5#.55
*.$$ 1
'
1
"
1
*.$$ 1 =
1
*. 1
'
517*.1*" kg.m
1$.$$ m 1$.$$ 1 ' 1
1$.$$ 1
"#5#.5#5 kg.m
=
1 **$.$$ ∙ " "#$$.$$$ kg.m
=
"#5#.5#5
=
m
1
"*1$.$$$
%/men pada p/t/ngan H, O 5 = %+ (P)
*.$$ 1
1
#*5#.5#5 kg.m
"5$1*.1*" kg.m 1 ∙ **$.$$ " "*1$.$$$ kg.m
=
=
3
∙
1
"#$$.$$$
"
1$.$$ 1 =
1
'
1$. 1
#*5#.5#5 kg.m
;ntuk ge!agar tenga& %/men pada p/t/ngan I, O 1 = %+ (P)
%+ ()
%122
∙
=
1"5$.$
=
"1*$.$ kg.m
1
=
1 ∙ 17$.$$ " "##$.$$$ kg.m
=
"1*$.$
=
3
∙
%+ ()
%"22
∙
=
1"5$.$
=
75"7."7 kg.m
1
=
1 ∙ 17$.$$ " #""#$.$$$ kg.m
=
75"7."7
=
3
1
m 1
"
"##$.$$$
%/men pada p/t/ngan II, O " = %+ (P)
".$$ ".$$ 1
#.$$ #.$$ 1
∙
1
#""#$.$$$
'
".$$ 1 =
".$$ 1
1
'
".$$ 1
#5$.$ kg.m
m 1
"
'
#.$$ 1 =
#.$$ 1
1
'
777."7 kg.m
BILLY HARIANTO / F 111 10 131
#.$$ 1
STRUKTUR JEMBATAN %/men pada p/t/ngan III, O = %+ (P)
%+ ()
%22
∙
=
1"5$.$
=
#$.$1 kg.m
.$$ 1
=
1 ∙ 17$.$$ " 5"*$$.$$$ kg.m
=
#$.$1
=
3
.$$ 1
∙
1
%+ ()
%#22
∙
=
1"5$.$
=
5$$.# kg.m
=
1 ∙ 17$.$$ " 5"$.$$$ kg.m
=
5$$.#
=
3
%+ ()
%522
∙
=
1"5$.$
=
#$.$1 kg.m
1
= =
#$.$1
3
1
1
"
5"$.$$$
1 ∙ 17$.$$ " 5"*$$.$$$ kg.m
=
=
*.$$ 1
∙
%/men pada p/t/ngan H, O 5 = %+ (P)
.$$ 1
*.$$ 1
1
*.$$ 1
'
*.$$ 1
"
1
*.$$ 1
'
1$5.#
kg.m
1$.$$ 1
1$.$$ 1 =
.$$ 1
'
m
=
5"*$$.$$$
1
7$.$1 kg.m
1$.$$ m 1$.$$ 1 ' 1
∙
.$$ 1
'
"
5"*$$.$$$
%/men pada p/t/ngan IH, O # = %+ (P)
1
m
1
'
1$.$$ 1
7$.$1 kg.m
a-a !intang akibat beban &idup : arena ge!agar di atas tumpuan sendi'r/! (ba!/k seder&ana), maka ga-a !intang ma titik tumpuan atau dengan kata !ain, ga-a !intang maksimum = ?AH = ?BH D ;ntuk ge!agar tepi ?AH = ?BH = ½ ∙ 22 ∙ 2 3 ½ ∙ P22
= = ;ntuk ge!agar tenga& ?AH = ?BH
= = =
½
∙
∙
½ ½
∙ 22 ∙ 2 ∙ 17$.$$
3
**$.$$ 1$17."7 kg
∙
"$#.5#5 kg
BILLY HARIANTO / F 111 10 131
1
½ 1
3
½
∙
½
∙
∙ P22 3
STRUKTUR JEMBATAN
abe! %/men 2entur e!agar epi %1 (kg.m) Pembebanan Beban mati Beban &idup /ta!
#*#*.$$ ""5.#55 711.#55
abe! %/men 2entur e!agar enga& %1 (kg.m) Pembebanan Beban mati Beban &idup /ta!
#$"$.$$ #5$.$ **5$.$
%" (kg.m)
% (kg.m)
751*.$$ **. 115$51.
$.$$ #*5#.5#5 1#*1#.5#5
%" (kg.m)
% (kg.m)
1"$.$$ 777."7 1#***7."7
*#$$.$$ 7$.$1 1*1$.$1
Digunakan m/men maksimum untuk perencanaan penu!angan ba!/k ge!agar ● Ba!/k ge!agar tepi %u = 15#$".1*" kg.m
● Ba!/k ge!agar tenga& %u
=
1*51.#
kg.m
abe! a-a 2intang e!agar epi Pembebanan H (kg) Beban mati "5$5.$$ Beban &idup 1$17."7 /ta! 5""."7 abe! a-a 2intang e!agar enga& Pembebanan H(kg) Beban mati "$#$.$$ Beban &idup "$#.5#5 /ta! #7#.5#5
BILLY HARIANTO / F 111 10 131
%# (kg.m) 1$$""#.$ 517*.1* 15#$".1*
%# (kg.m) "1$.$$ 1$5. 1*51.
STRUKTUR JEMBATAN
b)
Per&itungan penu!angan 1) Penu!angan ba!/k tepi %u = 15#$".1*"
kg.m
=
15#$"1*1*.1*"
<.mm
"* h* = 300 mm h = 900 mm
"+ = 500 mm
● 2ebar e6ekti6 ba!/k (be6 ) be6 = ¼ ∙ 2 = be6 = b 3 1 ∙
¼
∙
1$$$
=
&6
=
5$$
3
1
= arak as ke as ge!agar = 15$$ %aka digunakan ni!ai b e6 -ang terkeci! -aitu
mm
#$$$
be6
mm
∙
15$$
$$
=
mm
● %enentukan ni!ai perkiraan tinggi e6ekti6 ge!agar (d) Direncanakan: u!. P/k/k ! = " mm u!. >engkang ! = 1$ mm >e!imut bet/n (ds) = #$ mm ≤ Jarak tiap !apisan tu!angan (>u) d = & ' ds 3 ! sengkang = $$ ' #$ 3 1$ 3 = 7" mm
#$ mm, !apis. ! tu!. p/k/k 3 " 3 #$ 3 ½
● %emeriksa peri!aku ba!/k (m/men ta&anan) %? = ! ∙ 6cF ∙ be6 ∙ &6 $.*5 ∙ "5 ∙ 15$$ = $.*$ $.*5 =
#*1*$$$$$.$$$
d
∙
'
½ $$
3
∙
∙
&6 7"
<.mm
%?
%; G #*1*$$$$$.$$$ <.mm G 15#$"1*1*.1*" <.mm %aka ba!/k dianggap berperi!aku ba!/k persegi dan !ebar e6ekti6 be6 =
● /e6isien ta&anan (k) %u
BILLY HARIANTO / F 111 10 131
15#$"1*1*.1*"
>u "
STRUKTUR JEMBATAN =
!
∙ be6 ∙
d
=
"
∙ $.*$ "."$1$7
=
m
●
6N
=
$.*5 ?asi/ penu!angan 1.# %min = 6-
%ma+
% per!u
1.# "1$
=
$.75
=
$.$#77*
1
' 1
7"
=
"5
.**
$.$$7
∙
6cF
∙
$.*5
1 .**"5 $.$11$
=
"1$ N
4
$$ $$ 3
6-
1 m
=
$.*5
=
∙
$.*5
$.75
=
6cF
=
=
=
∙
15$$
"5 "1$
∙
1
'
6$$ 3
0;?7 $$
'
"
1
'
%" %&'()* %",+ ",-, .*,-, % &'()*
m 6"
k
N
.**"
=
$.$11$
7"
● 2uas tu!angan per!u As per!u
= =
% per!u
=
● 2uas tu!angan rencana As!" = ¼ = ¼ =
$.$11$
1"77.*75
mm"
be6
π π
d 15$$
D " "
"
mm"
*$#."#*
● Jum!a& tu!angan (n) n
=
As per!u As!"
=
● 2uas tu!angan pakai :
1"77.*75
=
*$#."#* As!"
n
15.7#
= =
/ntr/! : As per!u
Q
As pakai
BILLY HARIANTO / F 111 10 131
# 1"
*$#."#* 5$.7
STRUKTUR JEMBATAN mm"
1"77.*75
Q
mm"
5$.7
● Rek rasi/ penu!angan %act
=
As pakai
%min G d 5$.7 G $.$$7 ∙ 5$$ 7" $.$"5 G $.$$7 ∙
b
= =
Aman...
Penu!angan geser (sengkang) :
● ●
Hu
=
Hc
=
5""."7 1 1
= = =
●
S
= Hu G Hc
= =
S
1
6cF
6
"5
$.
Hu
= =
=
5"."
.
700
k<
G82
175$$.$$$ < 17.5$$ k<
Hs
kg
17.5$$
= 1$.5$$ k< maka dibutu&kan tu!angan geser
' Hc
5"." ' 17.5$$ $. ".55#5#55 k< "55#.5#5 <
6cF
6
.
=
1
= =
Hs ".55#5#55 k< 1
"5
700
5$$$.$$$ < 5.$$$ k<
G
1
Q
BILLY HARIANTO / F 111 10 131
6cF 5.$$$
6 k<
STRUKTUR JEMBATAN ma+
= =
" 1 7" " *1 mm
● ebutu&an tu!angan geser memakai 1$ (daera& tumpuan) A6-d ¼ π 1$ " "1$ > = = Hs
=
."5$
= u!angan geser -ang digunakan 1$ ' 1$$ mm
1$$
"1$
mm
● ebutu&an tu!angan geser memakai 1$ (daera& !apangan) ¼ π A61$ " > = = b
5$$.$$$ mm
17."$
> per!u Q >ma+, maka digunakan >
7"
"55#.5#5 mm
> per!u Q >ma+, maka digunakan >
=
= u!angan geser -ang digunakan 1$ ' "5$ mm
"5$
mm
Penu!angan t/rsi : Diketa&ui : daktua! $.7" m
G G
$. $.
m m
>e&ingga dibutu&kan tu!angan t/r
u!angan ini didistribusikan merata ke kedua sisi samping penampang da!am renta d 7" = = *1 mm dari tu!angan t/rsi terdekat. " " Rek spasi tu!angan tidak b/!e& me!ebi&i ni!ai terkeci! dari d = 1 atau $$ mm. u!angan -ang digunakan -aitu tu!angan >
= = =
! 1" untuk setiap sisi, se&ingga spasi tu!a
As ∙ 6∙ 6c ∙ b $.*5 ∙ 1"77.*75 "1$ ∙ ∙ $.*5 "5 5$$ "5$.57# mm # "5$ mm
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
"* = 1500 mm 6 Ø 32 4 Ø 10 -250 mm
h* = 300 mm Ø 10 -100 mm
h = 900
12 Ø 32
"+ = 500 mm P&,$a&ga& $aga! % Da!ah ,m,a&
"* = 1500 mm 6 Ø 32 4 Ø 10 -250 mm
h* = 300 mm Ø 10 - 250 mm
12 Ø 32
"+ = 500 mm P&,$a&ga& $aga! % Da!ah Laa&ga&
BILLY HARIANTO / F 111 10 131
h = 900
STRUKTUR JEMBATAN
")
Penu!angan ba!/k tenga& %u = 1*51.#
kg.m
=
1*51.#
<.mm
"* h* = 300 mm h = 900 mm
●
"+ = 500 mm 2ebar e6ekti6 ba!/k (be6 )
be6
=
¼
∙
2
=
¼
∙
1$$$
=
be6
=
b
3
1
∙
&6
=
5$$
3
1
= arak as ke as ge!agar = 15$$ %aka digunakan ni!ai b e6 -ang terkeci! -aitu
mm
be6
#$$$
mm
∙
15$$
$$
=
mm
● %enentukan ni!ai perkiraan tinggi e6ekti6 ge!agar (d) Direncanakan: u!. P/k/k ! = " mm u!. >engkang ! = 1$ mm >e!imut bet/n (ds) = #$ mm ≤ Jarak tiap !apisan tu!angan (>u) d = & ' ds 3 ! sengkang = $$ ' #$ 3 1$ 3 = 7" mm
#$ mm, !apis. ! tu!. p/k/k 3 " 3 #$ 3 ½
● %emeriksa peri!aku ba!/k (m/men ta&anan) %? = ! ∙ 6cF ∙ be6 ∙ &6 $.*5 ∙ "5 ∙ 15$$ = $.*$ $.*5 =
#*1*$$$$$.$$$
<.mm
BILLY HARIANTO / F 111 10 131
d
∙
'
½ $$
3
∙
∙
>u "
&6 7"
STRUKTUR JEMBATAN %?
%; G #*1*$$$$$.$$$ <.mm G 1*51.# <.mm %aka ba!/k dianggap berperi!aku ba!/k persegi dan !ebar e6ekti6 be6 =
● /e6isien ta&anan (k) k
=
%u
!
∙ be6 ∙
1*51.#
=
d"
∙ $.*$ ".*#$*
=
m
●
6N
=
$.*5 ?asi/ penu!angan 1.# %min = 6-
%ma+
% per!u
1.# "1$
=
$.75
=
$.$#77*
1
' 1
7"
=
"5
.**
$.$$7
6cF
∙
$.*5
1 .**"5 $.$1#"
=
"1$ N
∙
4
$$ $$ 3
6-
1 m
=
$.*5
=
∙
$.*5
$.75
=
6cF
=
=
=
∙
15$$
"5 "1$
∙
1
'
6$$ 3
0;?7 $$
'
"
1
'
%" %&'()* %",+ ",-, .*,-, % &'()*
m 6"
k
N
.**"
=
$.$1#"
7"
● 2uas tu!angan per!u As per!u
= =
% per!u
=
● 2uas tu!angan rencana As!" = ¼ = ¼ ●
= Jum!a& tu!angan (n) As per!u n = As!"
● 2uas tu!angan pakai :
$.$1#"
171#.51
mm"
be6
π π
D " "
"
mm"
*$#."#*
=
d 15$$
171#.51
=
*$#."#* As!"
n
BILLY HARIANTO / F 111 10 131
"$.7*
=
# 15
*$#."#*
STRUKTUR JEMBATAN =
1"$.71
/ntr/! : 171#.51
As per!u
Q
As pakai
mm"
Q
1"$.71
mm"
● Rek rasi/ penu!angan %act
=
As pakai
%min G d 1"$.71 G $.$$7 ∙ 5$$ 7" $.$1 G $.$$7 ∙
b
= =
Aman...
Penu!angan geser (sengkang) :
● ●
Hu
=
Hc
=
#7#.5#5 1 1
= = =
●
S
= Hu G Hc
= =
S
1
6cF
6
"5
$.
Hu
= =
=
#.7#5
.
700
17.5$$
G82
= 1$.5$$ k< maka dibutu&kan tu!angan geser
' Hc
#.7#5 ' 17.5$$ $. #$5.#$$$ k< #$5#$.$1 <
6cF
6
.
=
1
= =
Hs
>ma+
k<
175$$.$$$ < 17.5$$ k<
Hs
kg
=
#$5.#$$$ k< 1 d "
"5
700
5$$$.$$$ < 5.$$$ k<
G
1
Q
BILLY HARIANTO / F 111 10 131
6cF 5.$$$
6 k<
STRUKTUR JEMBATAN 1 7" " *1 mm
= =
● ebutu&an tu!angan geser memakai 1$ (daera& tumpuan) A6-d ¼ π 1$ " "1$ > = = Hs
=
".$$1
= u!angan geser -ang digunakan 1$ ' 5$ mm
5$
"1$
mm
● ebutu&an tu!angan geser memakai 1$ (daera& !apangan) ¼ π A61$ " > = = b
17."$
> per!u Q >ma+, maka digunakan >
7"
#$5#$.$1 mm
> per!u Q >ma+, maka digunakan >
=
= u!angan geser -ang digunakan 1$ ' "$$ mm
5$$.$$$ mm "$$
mm
"* = 1500 mm h* = 300 mm
5 Ø 32
Ø 10 - 50 mm
h = 90
15 Ø 32
"+ = 500 mm P&,$a&ga& $aga! &gah Da!ah ,m,a&
"* = 1500 mm h* = 300 mm
5 Ø 32
BILLY HARIANTO / F 111 10 131 Ø 10 - 200 mm 15 Ø 32
h = 90
STRUKTUR JEMBATAN "* = 1500 mm
h* = 300 mm
5 Ø 32
h = 90
Ø 10 - 200 mm 15 Ø 32
"+ = 500 mm P&,$a&ga& $aga! &gah Da!ah Laa&ga&
B.
Perencanaan Dia6ragma 1)
")
;mum %utu bet/n (6cF) %utu baa tu!angan (6-) 9!astisitas baa (9s) 2ebar ba!/k dia6ragma inggi ba!/k dia6ragma Bentang bersi& ba!/k >pasi ba!/k
= = = = = = =
"5 %Pa "1$ %Pa "$$$$$ %Pa $.$ m $.5$ m # ' $.5$ #$ mm
Berat /!ume bet/n bertu!ang ! >engkang T tu!. 2/ngitudina! ba!/k utama
= = =
"#$$ kgm * mm 1 mm
Pembebanan d = & ' ds ' = 5$$ ' #$ = ### mm
! >engkang '
*
'
=
.
' U N T tu!. P/k/k ½ ∙ 1
Da!am ketentuan m/men dan ga-a geser rencana pada ge!agar utama, kekuatan ba!/k d diper&itungkan menerima pembebanan, se&ingga praktis beban -ang bekera : D2 ∙ ∙ "#$$ = = $.$ $.5$ $ kgm 22
=
1$$
kgm
(akibat beban pe!aksanaan)
%/men rencana ba!/k terepit pada kedua sisin-a : %u
= = =
∙ 1/12 ∙ 1." $1.$$$ kg.m $1$$$$ <.mm
$
∙
.5$
"
BILLY HARIANTO / F 111 10 131
3
1.
∙
1
STRUKTUR JEMBATAN
)
Penu!angan !entur ● /e6isien ta&anan (k) %u k = ! ∙ be6
∙
$1$$$$.$$$
=
d"
∙ $.*$ $.1"7$
=
m
●
6N
=
$.*5 ?asi/ penu!angan 1.# %min = 6-
%ma+
% per!u
1.# "1$
=
$.75
=
$.$#77*
∙
$.*5
1
'
1 .**"5 $.$$$1
=
"1$ N
1
###
=
"5
"
.**"5
$.$$7
6cF
∙
4
$$ $$ 3
6-
1 m
=
$.*5
=
∙
$.*5
$.75
=
6cF
=
=
=
∙
$$
"5 "1$
∙
1
'
6$$ 3
0;?7 $$
'
"
1
'
%" @ %&'()* %",+ ",-, .*,-, % "
m 6"
k
N
.**"5 "1$
=
$.$$7
###
● 2uas tu!angan per!u As per!u
= =
%min
=
● 2uas tu!angan rencana As!1 = ¼ = ¼ =
$.$$7
***.$$$
mm"
π π
b
d $$
D " 1
"
mm"
"$1.$"
● Jum!a& tu!angan (n) n
As per!u
=
As!"
***.$$$
=
"$1.$"
=
#.#17
#
#
maka digunakan tu!angan # !1 #)
Penu!angan geser (sengkang) u!t Hu = ½ ∙ =
½
∙
5"
∙ ∙
!
u!t
.5$
BILLY HARIANTO / F 111 10 131
"
=
1."
D2
=
1."
$
STRUKTUR JEMBATAN = =
●
1$.$$$ 1$.$
Hc
= = = =
●
●
= Hu Q Hc
kg <
1 1
=
6cF
"5
6
.
300
5".$$
kg
111$$$.$$$ < 111.$$$ k< $.
111.$$$
=
.$$
k<
maka tidak dibutu&kan tu!angan geser, tu!angan geser minimum.
d = $.5 = $.5 ### = """ "" # "$$ Jadi, digunakan !*'"$$ >
""
2 Ø 16 Ø 8 - 200 mm
500 mm 4 Ø 16
300 mm
P&,$a&ga& D%a*!agma
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
BAB IH Perencanaan >ubstruktur A.
Perencanaan Abutmen 1)
Beban %ati a) Berat tiang sandaran (4d1) Dari perencanaan aa! tiang sandaran, diper/!e& PD2
=
1##.*$
=
#."7 kg
;ntuk satu sisi embatan terdapat tiang sandaran. Berat bua& tiang sandaran
b)
= = =
PD2 ∙ ∙ 1##.*$ 1$.7#$7* kg
Berat pipa sandaran (4d") Dari perencanaan aa! pipa sandaran, diper/!e& D2
D2 ∙ panang pipa sandaran = ∙ = #."7 1 = *.75" kg erdapat " bua& pipa sandaran tiap sisi embatan se&ingga : " ∙ *.75" = 17.5$5 kg Berat 1 bua& pipa sandaran
c)
Berat tr/t/ar (4d) Dari per&itungan tr/t/ar diper/!e& 4t/ta! = 4 5 3 4 3 47
3
4*
3
4
BILLY HARIANTO / F 111 10 131
3
41$
STRUKTUR JEMBATAN = "7.5$ 3 $.$$ 3 *".5$ = 1*.5$ kg Berat sendiri tr/t/ar = 4 ∙ panang tr/t/ar ∙ = 1*.5$ 1 = 1#.$$ kg d)
= = = =
1
m A ∙ panang ge!agar ∙ ∙ $.5$ $.$ 17"*$.$$ kg
∙
B. Bet/n
∙
1
"#$$
= = = =
m
A ∙ panang dia6ragma ∙ ∙ $.$ $.5$ "1$.$$ kg
∙
B. Bet/n ∙ "#$$
=
$.$5
m
= = =
∙ 2 ∙ eba! ∙ $.$5 1 1$5$.$$ kg
B. Aspa! ∙ ""$$
∙ ∙
2ebar !antai kendara
B. Bet/n ∙ "#$$
∙ ∙
2ebar !antai kendara
B. Air 1$$$
∙ ∙
2ebar !antai kendara
Berat pe!at !antai kendaraan(4d7) eba! 4d7
&)
Berat !apis perkerasan (4d) eba! 4d
g)
3
Berat sendiri dia6ragma (4d5) Panang dia6ragma Berat dia6ragma
6)
11.$$
Berat sendiri ge!agar (4d#) Panang ge!agar Berat ge!agar
e)
3
=
$.$
m
= = =
∙ 2 ∙ eba! ∙ $. 1 1"$.$$ kg
Berat genangan air &uan (4d*) eba! 4d*
=
$.$5
m
= = =
∙ 2 ∙ eba! ∙ $.$5 1 #*$$.$$ kg
∙
>e&ingga t/ta! beban mati struktur bangunan atas (4dt/ta!) 4d
=
4d1 4d7
=
3
3 1$.7#$7* 1$5$.$$
4d"
3
4d
4d#
3
4d5
1#.$$ #*$$.$$
3
17"*$.$$
3
3
4d* 3 3
17.5$5 1"$.$$
3 3
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN = ")
1"$$57."#*
kg
Beban idup a) Beban P P
= = =
b)
= = =
d)
5.5 ∙ ∙ ".5 5.5 ∙ ""$$ ".5 #77.5*5 kg
∙
3
1$$L
1$$L
∙
;ntuk satu bua& abutmen maka : ∙ P = "$7.7 ∙ = #77.5*5 Jum!a& se!uru& beban &idup
6akt/r keut (6k)
e)
1$$L
3
' ".5 $.5 ".5
5.5
∙
∙
P
1"$$$
∙
∙
Beban
c)
5.5 ∙ P ∙ ".5 5.5 ∙ 1"$$$ ".5 "$7.7 kg
$.5 $.5
1
3
=
1
3
=
1.$
5$ 5$
Berat pada tr/t/ar t- = F ∙ = =
1$$L
2ebar tr/t/ar ∙ ∙ 5$$ $.7$ 11"$$.$$ kg
3
= =
= =
=
3
' ".5 $.5 ".5
1$1*.** "*.7"
1$1*.** 15#$5.$
3 kg
5.5
∙
""$$
∙
kg kg "*.7"
"$ 3 2 "$ 3 1
∙
2 1
∙ ∙
um!a& tr/t/ar "
/ta! beban &idup superstruktur a)
b)
anpa k/e6isien keut
Dengan k/e6isien keut
= = =
P
= = =
P
3 3 t"$7.7 3 #"$11."1 kg
∙
6k 3 "7.5 3 #$1.5## kg
BILLY HARIANTO / F 111 10 131
#77.5*5
3
11
3 t#77.5*5
3
11
STRUKTUR JEMBATAN Dimana !ebar abutmen = n ' 1 = 5 ' 1 = 7.75 m = * m
∙ ∙
b
3
!ebar ge!agar 3 $.5$ 3
1.5
3 "
" '
' 1
1 '
' !e $."5
>ecara kese!uru&an pembebanan akibat beban mati dan beban &idup dari bangunan sup
Beban mati (PD)
=
∙
$.5
=
#"$11."1
* ""5.7$75#7 kg
= Beban mati (P2k ) (dengan k)
4D t/ta!
2ebar abutmen ∙ $.5 1"$$57."#* * 75$.577* kg
=
Beban mati (P2) (tanpa k)
∙
$.5
=
∙
$.5
=
#$1.5##
* 11*.*##*# kg
=
50 85
25 )
#
70
1 60 10
2
100
140
70
3 4
5
50
60 60
BILLY HARIANTO / F 111 10 131
760
5
4
50
STRUKTUR JEMBATAN 60 60 760
6 D
350
40
8
7
80
9 ).).# 120
). 120
70 310
Perencanaan Abutmen 1) %eng&itung beban pada abutmen A1
=
$."5
41
=
$.175
A"
=
$.5
4"
=
$.5
A
=
$.
4
=
1.
A#
=
4#
=
A5
=
45
=
$.15
A
=
$.5
4
=
.$*
A7
=
47
=
A*
=
½
∙ $.15
½
½
∙
=
$.175
m"
"#$$
=
#"$
kg
1
=
$.5
m"
"#$$
=
1"$$
kg
$.7
$.
"#$$
=
1"
∙ "#$$
∙ ∙ 1."
∙
=
∙ =
$ $.5
$.15
m"
=
$.15
m"
$
kg
.5
$.#
∙
"#$$
=
7"
∙
$.# = $.#
=
$.7
kg
= 57
=
1.$
m"
=
.$*
m"
kg
=
∙
$.7
kg
"#$$
"#$$ 1."
$.5
∙
$.
∙ ∙
$.7
$.
∙
$."#
½
∙ ∙ ∙ ∙ ∙
$."#
m"
$."#
m"
kg
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
")
4*
=
$."#
A
=
.1
4
=
".#*
∙ ∙ ∙
"#$$
=
57
kg
$.*
=
".#*
m"
"#$$
=
55"
kg
3
$.1
3
3
$.1
3
%eng&itung 9ksentrisitas >umbu O e1 = ' ½ ∙ $."5 e" = ' ½ ∙ $.5 e
=
$
e#
=
e5
=
9 9 ∙
e
=
$
e7
=
e*
=
9 9 ∙
e
=
$
∙
'
>umbu V e1 =
½
=
$.7
=
'$.575
$.7
=
'$.7$$
=
'$.
∙
3
∙
1."
3
½ ½ ∙
$.7
3
1
3
$.7
3
$.5
3
.5
1
3
$.7
3
$.5
3
.5
3
$.#
$.7 m
3
$.5
3
.5
3
$.#
3
$.*
∙
∙
7."5
∙ ∙
½ ½ ∙
$. $.
'
½ ½
3
1."
3
$.7 $.7
= $.7
$.7
$. =
=
m '$.*
$.*
m
½
= =
½
e#
= =
:
∙
$.5 5.$ m
3
.5
3
$.#
3
$.*
e5
= =
:
∙
$.5 5.$ m
3
.5
3
$.#
3
$.*
e
= =
½
∙
.5 m
3
$.#
3
$.*
e7
= =
9
∙
$.# $. m
3
$.*
e*
= =
9
∙
$.# $. m
3
$.*
e*
= =
½
∙
e
m
m
= =
e"
m
∙
.#
m
∙
5.55
".5
$.* m
$.#
abe! Per&itungan %/men A
4
9ksentrisitas
BILLY HARIANTO / F 111 10 131
>tatis %/men (4∙e)
STRUKTUR JEMBATAN / 1 " # 5 7 *
m" $.175 $.5 1. $.15 $.15 .$* $."# $."# ".#* *.#5
kg #"$ 1"$$ 1" $ $ 7" 57 57 55" "$$"*
O (m) '$.575 '$.7$$ $ '$. $. $ '$.* $.* $
Berat abutmen : itik berat abutmen 4∙+ + = = 4 4∙= = 4
V (m) 7."5 .# 5.55 5.$ 5.$ ".5 $. $. $.#
'55.5 "$$"* 57"7 "$$"*
4O (kg.m) '"#1.5 '"# $ '"1 "1 $ '15 15 $ '55.5
4V (kg.m $#5.$ 7*$.$ 17715. 1*1".$ 1*1".$ "1*$.# 57. 57. "*$.* 57"7
= '$.$"7757 m =
".*"#
Diambi! ni!ai eksentrisitas terdekat -aitu
m
= '$.$"7757 m = $.$"7# m
%/men ter&adap pusat dasar abutmen (% A) %A
= = =
4abutmen "$$"* 55.5$$
∙ ∙
e $.$"7#
kg.m
%/men ter&adap titik gu!ing (% B) %B
= = =
4abutmen "$$"* 157*.$$
∙ ∙
e
3 B" $.$"7# 3
.1
"
kg.m
Berat tana& pengisi tana& urugan 1. %eng&itung beban Dik :
B. tana&
Aa
=
$.*5
4a
=
$.55
A b
=
$.
=
∙ ∙ ∙
1*5$
kgm $.55
m"
$.7
=
1*5$
=
11$$.75
1
$.7
kg $.5
BILLY HARIANTO / F 111 10 131
=
1."
m"
STRUKTUR JEMBATAN
".
4 b
=
Ac
=
4c
=
$.15
Ad
=
1."
4d
=
#."$
Ae
=
4e
=
∙
1."
½
½
∙
1*5$
∙
"##".$$ $.5
=
=
"77.5$
.5
=
#."
1*5$
=
777$.$$
∙ 1*5$
$.#
m"
kg
m" =
=
kg $.15
1*5$
1."
∙
$."#
∙
$.
∙ ∙ ∙
=
kg $."#
###.$$
m"
kg
%eng&itung 9ksentrisitas >umbu OA ea
=
e b
=
ec
=
ed
=
ee
=
½ ½ : ½ :
∙ ∙ ∙ ∙ ∙
$.*5
3
$."5
3
$.
3
$.
3
$.
3
1."
3
1."
3
½ ½ : ½ :
∙ ∙ ∙ ∙ ∙
$.*5
3
$."5
3
$.1
3
$.7
3
1.
$.
3
$.
3
$.7
3
1."
=
".
$.
3
$.7
3
1."
=
".
m
1."
3
$.7
3
1."
=
".5
m
1."
3
$.7
3
1."
=
".7
m
½ ½ ½
∙ ∙ ∙
$.1
½
3
½
∙
$.7
=
1."5
∙
$.7
$.7
=
$.75
m
$.7
=
$.5
m
$.7
=
1.15
m
>umbu OB ea
=
e b
=
ec
=
ed
=
ee
=
abe! Per&itungan %/men
.
A
4
m" $.55 1." $.15 #." $."# .5$5
kg 11$$.75 "##".$$ "77.5$ 777$.$$ ###.$$ 1"$#."5
9ksentrisitas Oa (m) 1.1"5 1."5 $.75 $.5 1.15
Ob (m) ".75 ".* ". ".5 ".7
/ntr/! stabi!itas ter&adap penggu!ingan. itik penggu!ingan berada pada titik ter!uar ● akt/r keamanan ter&adap gu!ing tana& tidak k/&esi6 6 G 1.5
BILLY HARIANTO / F 111 10 131
>tatis %/men ( 4+a (kg.m) 1"*.# $5".5 "$*.1"5 7*1.5 51$. 1"1.$7
STRUKTUR JEMBATAN tana& k/&esi6 6 G " ● akt/r keamanan ter&adap geser tana& tidak k/&esi6 6 G 1.5 tana& k/&esi6 6 G " /e6isien geser dasar abutmen bet/n bertu!ang dan p/ndasi sumuran ada!a& ! = $. dan c = $ Beban akibat tekanan akti6 Data tana& : Berat enis tana& (>)
=
>udut gesek tana& ( !) P/r/sitas (P) adar air ()
= = =
1)
=
tan"
#5
'
= =
tan" $.
#5
'
Berat isi kering (>k) >k = >s 1 ' = 1*5$ 1 =
)
#)
5)
)
$ / $. $.
/e6isien tekanan tana& akti6 (a) a
")
kgm
1*5$
7#$
½ ½
n '
$.
3
$.
∙ ! ∙ 30
kgm
Berat isi basa& (> b) > b = >k 1 3 = 7#$ 1
= " kgm Beban kendaraan 1"$$$ ∙ 1$$L P = ".5 ∙ 1$$L ""$$ = ".5 %eng&itung ni!ai &F &F = 2. p!at inak ∙ = .1 = .5*$ m
tan tan
=
#5"*.$1**7
kgm
=
*$.1*
kgm
#5 #5
' '
! 30
%eng&itung ga-a &/ri/nta! () 1 = ∙ ∙ a & =
7.
∙
*$.1*
∙ $.
BILLY HARIANTO / F 111 10 131
" "
3 3
tan tan
STRUKTUR JEMBATAN = "
= = =
"1$.1##5# kg
= = =
∙ ∙
$.5
$.5 "$.*5
∙ > b ∙ a ∙ 7. " "
&" kg
∙ P ∙ $.5 a ∙ #5"*.$1**7 ∙ $.5 #7."#5"* kg
2engan m/men : 1 = ½ ∙ =
.*
9
∙ $.
∙ &F ∙ .5757
$.
7. m
∙
"
= =
7. ".5 m
= =
:
$.7 . m
3
abe! %/men ga-a &/ri/nta!
1
3
$.7
2engan (m) .* ".5 .
3
$.5
3
.5
%/men (kg.m) 71.5$ "#$.*"* 1$*.# "#1.77"
Berat >ekunder 1) Beban angin Pada perencanaan ini digunakan pengaru& angin (beban) sebesar + = 150 kg/m2
2m
1.75 m
1.75 m #
W
=
2.embatan
3
"
∙
$.#
BILLY HARIANTO / F 111 10 131
∙
"
3
½
∙
STRUKTUR JEMBATAN = = ")
3
∙
"
$.#
∙
"
$ =
$
3
½
∙
Pengaru& beban angin pada abutmen %D = $ '?A '?A ?A
)
15$ 1 17#.$$ kg
∙ ∙ =
1.75 3 1.75 3 5"*.$$
W
½
∙
17#.$$ kg
"
∙
= 1
Beban -ang bekera pada abutmen ?A P = ½ ∙ 2. Abutmen 5"*.$$ = ½ ∙ * = ""$.5$ kgm
a-a ?em a-a rem pada perencanaan ini diper&itungkan sebesar 5L dari beban KDK t/n per D = ½ ∙ P 3 = ½ ∙ #5"*.$" 3 *$.1* = "7."#5 >?
1)
= =
∙ 5L "7."#5 1.""#" kg
%/men akibat ga-a rem
1.8 m 16 m
#
%B = $ '?A '?A ?A ")
)
∙ ∙ =
1 3 >? ∙ 1.* 1 3 1.""#" ∙ 15.$71 kg
a-a rem -ang diterima abutmen ?A ?rm = = 2.abutmen
15.$71 *
=
$ 1.*
=
%/men pada titik
BILLY HARIANTO / F 111 10 131
=
1.**#
$
kgm
STRUKTUR JEMBATAN %B
#)
= = =
?rm 1.**# .1
∙
1.*
∙
1.*
kg.m
a-a rem -ang bekera sebe!um bentang embatan >? 1.* 3 & % = 2. Abutmen 1.""#" 1.* 3 7. = * = 157.#$ kg.m
a-a akibat gempa bumi Da!am perencanaan ini digunakan: /e6isien gempa bumi (c) akt/r tipe bangunan (>) akt/r kepentingan (I) Beban mati superstruktur Berat sendiri abutmen Berat tana& pengisi 4I
= = = = = = =
$.$ 1 1."5 75$.577* kg "$$"* kg 1"$#."5 kg
3
55.*"* kgm
4I
= Beban mati 3 Beban mati tamba&an >e&ingga beban gempa -ang teradi ada!a&: eg ∙ > ∙ I ∙ 4I = c = =
∙ $.$ 1 "7.#7$ kg
∙
1."5
∙
55.*"*
Bi!a titik tangkap gempa ber&impit dengan titik berat massa k/nstruksi. %aka : A∙ V A 9ksentrisitas
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN 5 7 *
$.15 .$* $."# $."# ".#* *.#5
%A = %
5.$ ".5 $. $. $.#
= = =
eg
$.755 .$* $.""# $.""# $." ".**
∙
=
".*"
m
Q
"7.#7$ ∙ *#.*"177 kg.m
".*"
a-a akibat tumpuan bergerak > = R PD superstruktur ∙ = =
∙ 75$.577* $.15 11"5.57 kg
%/men ga-a gesek
>
= = =
∙
Q
11"5.57 ∙ ".*" ""1.7177" kg.m
/ntr/! >tabi!itas ter&adap penggu!ingan itik penggu!ingan berada pada titik ter!uar (titik ) 1) /ndisi sebe!um ge!agar terpasang %/men gu!ing (% ) = Akibat tekanan tana& akti6 = = %
=
H '
"#1.77"
'
1$*.#
1#5".77*
kg.m
%/men ta&anan (%)
● Abutmen ● ana& pengisi %
= =
57"7.$ 1$##.1
kg.m kg.m
=
**71.1
kg.m
/ntr/! : % G > % **71.1 1#5".77* ".*1$ G
G
1.5 1.5
...8
BILLY HARIANTO / F 111 10 131
3
STRUKTUR JEMBATAN /ntr/! stabi!itas ter&adap geser 1) /mdisi sebe!um ge!agar terpasang a-a geser (PD) = ?esu!tan tekanan tana& akti6 = 1$#."# ' #7."#5 = 11.* kg a-a pena&an geser (H)
= = =
H abutmen "$$"* "$"."5
3 kg
H tana& 3 1"$#."5
/ntr/! : H G > PD "$"."5 11.* ".*"1 G ")
G
1.5 1.5
...8
/ndisi sete!a& ge!agar terpasang a-a geser (Pb) = ?esu!tan tekanan tana& akti6 = 1$#."# kg a-a pena&an geser
= = =
H abutmen "$$"* 55.*"*
3 kg
H tana& urugan 3 1"$#."5 3 75$.57
/ntr/! : H G > P b 55.* 1$#."# ".# G
/mbinasi Pembebanan 1) /mbinasi I % 3 (3) 3 Pa 3 P; a-a aksia! (Pu) a-a !intang (Hu)
G
1.5 1.5
= = =
...8
5$$*.5$ 5"1.1 $ 3 $
3 "7."7 kg 3 "$$5#.$5#
BILLY HARIANTO / F 111 10 131
3
$
STRUKTUR JEMBATAN
a-a m/men (%u)
")
)
#)
5)
)
= = =
"$$5#.$5# kg '11*#.* 3 1".7" kg.m
/mbinasi II % 3 Pa 3 A& 3 3 A 3 >r 3 m a-a aksia! (Pu) = 5$$*.5$ 3 $ = 5$#*.1$ kg a-a !intang (Hu) = $ 3 "$$5#.$5# = "1517."5" kg a-a m/men (%u) = '11*#.* 3 = 117.$" kg.m /mbinasi III I 3 ?m 3 g 3 A 3 >r 3 m 3 a-a aksia! (Pu) = = a-a !intang (Hu) = = a-a m/men (%u) = =
>6 5"1.1 55*5.7 "$$5#.$5# "1*".$ 1".7" #".71
$
3
7*11#.715
3
$
3
3
7*11#.715
3 $ 3 $ kg 3 1#.177$7 kg 3 #1**.17$# kg.m
= = =
5$$*.5$ kg $ kg '11*#.*
/mbinasi HI (3) 3 Pa 3 > 3 b 3 % a-a aksia! (Pu) = = a-a !intang (Hu) =
"7."7 3 5"1.1 kg $ 3 $ 3
3
1#.177$7
3
3
$
3
"#. $
#1**.17$#
"#.
3
1#.*11
3
3
1#.*11"$*
$ 3
*#.*"177
kg.m
5$$*.5$ "$$5#.$5#
BILLY HARIANTO / F 111 10 131
3
3
/mbinasi IH % 3 & 3 ag 3 g 3 A&g 3 P; a-a aksia! (Pu) = 5$$*.5$ 3 $ 3 $ = 5$$*.5$ kg a-a !intang (Hu) = 1#.177$7 3 "7.#7$ 3 = ##$.#*$5 kg a-a m/men (%u) = '11*#.*575 3 #1**.17$# = '5$".1 kg.m /mbinasi H %3H a-a aksia! (Pu) a-a !intang (Hu) a-a m/men (%u)
$
3
$
3
$
STRUKTUR JEMBATAN
a-a m/men (%u)
= = =
"$$5#.$5# kg '11*#.* 3 1".7" kg.m
$
3
Perencanaan Dinding Abutmen A.
Pembebanan a-a aksia! (Pu)
=
55*5.7
kg
BILLY HARIANTO / F 111 10 131
7*11#.715
STRUKTUR JEMBATAN a-a !intang (Hu) %/men (%u)
= =
"1*".$ #".71
kg kg.m
= =
B.
Pr/perti dinding abutmen teba! (&) tinggi (!) !ebar (b) >e!imut bet/n (ds) tu!. p/k/k tu!. geser
P, M,
= = = = = =
3500 mm
700 mm
d
R.
= = =
& ' se!imut bet/n 7$$ ' 75 ' $$.5 mm
'
! sengkang 1" ' ½
'
∙
½
∙
T tu!. P/k/
"5
/ntr/! e6ek ke!angsingan >truktur k/!/m epit bebas, maka 6akt/r panang e 6ekti6 k = " r = $."* & ∙ = $."* 7$$ = "$". mm
=
k
∙
!
=
r
"
=
∙
5$$ "$". #.$" G
""
...8
>e&ingga e6ek ke!angsingan diper&itungkan, maka di!akukan pembesaran m/men
D.
Pembesaran m/men Ig
=
11"
∙
b
∙
&
BILLY HARIANTO / F 111 10 131
Bd
=
$."5
STRUKTUR JEMBATAN ∙
=
11"
=
"*5*.
9c
= = =
#7$$ #7$$ "5$$
9i
= =
Pc
Rm
=
1
∙ Ig ∙ 1 3 Bd ∙ "*5*. ∙ 1 3 $."5
9c ".5 "5$$ ".5
<.mm"
=
"##"57.57
k<.m"
π"
∙ 9i k ∙ 2u " π" ∙ "##"57.57 ∙ " ".5 "
=
#".$"
k<
Rm
= 1
Pu
'
!
∙
Pc 1
= 1 =
6cF "5 %Pa
".##.931#
=
7$$
mm#
=
=
b
∙
1$$$
'
$.5 G 1
1.$$11
55.*5* ∙ #".$" ...8
%aka m/men rencana ter6akt/r -ang diperbesar ada!a&: %c
9.
= = =
b
∙ %u 1.$$11 ∙ 7$.7
#."7 k<.m
Pemeriksaan Pu ter&adap beban pada keadaan seimbang ! Pnb ∙ d ∙ $$.5 $$ $$ cb = = = $$ 3 6$$ 3 $$ ab
F
= = =
41
∙
cb
∙ $.*5 #$$. #$."* mm cb
'
dF
#$$.
'
75
BILLY HARIANTO / F 111 10 131
#$$.
mm
STRUKTUR JEMBATAN cb 6sF
= = =
.
#$$.
9s ∙ sF ∙ $.*1" "$$$$$ 1"51.""# %Pa
%aka per&itungan se!anutn-a digunakan 6sF = 6-. Pnb
.
∙ $.*5 ∙ $.*5 7"1$"$.* 7"1.$"$*
= = = =
∙ ab ∙ b 3 As ∙ ∙ #$."* ∙ 1$$$
6cF "5 < k<
6sF 3
' $
As
Pemeriksaan kekuatan penampang Dengan tu!angan simetris, um!a& tu!angan diambi! ni!ai minimum sebesar 1 L %u #"71#.*7*57 k = = ! ∙ b ∙ d" ∙ 1$$$ ∙ $$.5 " $.* = ".$"*5 ?asi/ penu!angan %g = 1L ' *L Ag Digunakan rasi/ tu!angan "L
%
As
=
=
%F
AsF
= = =
%
= = =
Ast ! "5
=
∙
%<=<,)
∙ ∙
$.5 $.5 $.$1
"L
∙
b
d 1$$$
$.$1
∙
$$5
mm"
¼
∙
π
∙
=
#$.*7#
mm"
=
$$5 #$.*7#
=
1"."
>
=
b '
=
1$$$ 1 ' 1
1
$$.5
"5 "
n
n
∙
# 1
=
bua&
*.
# *$ mm
>e&ingga digunakan 1 !"5'*$ mm
Pact
=
As b
∙
d
=
$$5 1$$$
∙
$$.5
=
BILLY HARIANTO / F 111 10 131
$.$1
∙
STRUKTUR JEMBATAN 9ksentrisitas sete!a& teradi m/men rencana %c 7$.7 e = = = 1.1*#71 m Pu 55.*5*
m
=
&
' "d
1
Pn
'
$.*5 "e
dF d
=
∙
$$
=
6cF
7$$ '1.$
=
1
=
$.*75
"5
"
∙ 11*#.71
∙
$$.5
11*#.71 mm
=
1#.1175
75 $$.5
'
&'"e
&'"e
3
"d
= =
1"7$"5 '1.$ 11$$$7.71 < 11$$.$* k<
= =
∙ $.5 11$$.$* 715.$"5 k<
715.$"5
"
3 "∙m∙%∙ 1
"d
3
'1.$
!Pn
.
∙
$.*5
' "
=
= $.*5∙6cF∙ b∙d =
!Pn
6-
=
G G
k<
"
3
Pu 55.*5*
"
∙
'
dF d
∙
1#.1175
k<
...8
Perencanaan tu!angan geser pada dinding abutmen Hu = "1*."1 k< ekuatan geser n/mina! bet/n (Hc) 1 Hc = 6cF 6 1 = "5 1000 = 5$$#1.7 < = 5$$.#17 k< >-arat keseimbangan geser Hu ≤ $. Hc 3
Hs
!Hc
.
= =
$. $$."5
800;7
Hs = = =
Hu ' ½ ∙ "1*."1 ' *.1 k<
BILLY HARIANTO / F 111 10 131
!Hc ½ ∙
STRUKTUR JEMBATAN
1
6
6cF
.
1
= = =
"5
1000
1$$$*. < 1$$$.* k<
%aka :
*.1
Hs
Q
k<
Q
1 6cF 1$$$.*
6
.
k<
...8
Dipakai tu!. >engkang ! 1" As!1"
= =
¼ ¼
= A
= = =
>
=
∙ ∙
π π
∙ ∙
d" 1" "
mm"
11.$7
∙ As ∙ 11.$7
.""$$ mm" A
∙ b
6-
= =
#
.""$$ ∙ 1$$$ 1$1.7** mm 1$$ mm
$$
Jadi, digunakan sengkang !1"'1$$
BILLY HARIANTO / F 111 10 131
800;7
STRUKTUR JEMBATAN
B.
Perencanaan //t P!ate Beban aksia! (Pu) %/men (%u) 9ksentrisitas (e) Panang (B)
= =
55*5.7 kg #".71 kg.m %u #".71 = = = 1.17#$" m Pu 55*5.7 = .1 m = 1$ cm
egangan tana& : σma+ = Pu 1 3 B 55*5.7 = 1$ =
σmin
= = =
∙
=
117.#$" cm
e
B 1
3
∙ 117.#$" 1$
kgcm"
57.$7 Pu 1 ' B 55*5.7 1$
∙
e
B 1
'
∙ 117.#$" 1$
kgcm"
'""."*
P, M,
40
80
120
70
120
310
=
σma+
'
σmin
'
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN c
min
B =
57.$7
' 1$
".71"
kgcm"
=
'""."*
1$
'
1$$
3
'""."
%/men -ang teradi pada titik R %c
∙ ∙
σc
=
½ ½
= = =
1$$ " ##171$.$77 kg.cm ##17.1$1 kg.m ##171.$$7 <.m
=
∙
∙ ∙
1
".71"
2"
3
1
∙
9
∙
1$$
σma+
'
3
9
kg.m
=
"
σmin ∙
2" 57.
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=
= = =
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BILLY HARIANTO / F 111 10 131
5517175
STRUKTUR JEMBATAN
d)
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=
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BILLY HARIANTO / F 111 10 131
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STRUKTUR JEMBATAN
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Perencanaan Back 4a!! Back a!! mena&an ga-a akibat tekanan tana& akti6
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1
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BILLY HARIANTO / F 111 10 131
∙
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BILLY HARIANTO / F 111 10 131
#
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batan
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STRUKTUR JEMBATAN
9.
Perencanaan 4ing 4a!! 3m
6.4 m
1.2 m
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BILLY HARIANTO / F 111 10 131
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BILLY HARIANTO / F 111 10 131
#
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STRUKTUR JEMBATAN
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Perencanaan P/ndasi >umuran 1) Data perencanaan : a. %/men dari abutmen, %u b. Beban aksia! dari abutmen, Pu c. Intensitas ta&anan geser, 6s d. 2ebar abutmen, B e. Diameter sumuran (rencana), D 6. inggi sumuran (rencana), g. Jum!a& sumuran -ang akan digunakan, n
= = = = = = =
#."7 k<.m 55.*5* k< %Pa * m m # m " bua&
P, M,
1.2 m
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
1.2 m
4m
2.6 m 3m
")
;ntuk !ebar abutmen * m, maka : a. %/men, %u = b. Beban aksia!, Pu =
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* *
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a-a aksia! rencana pada p/ndasi sumuran (PuF) PuF = Pu ' Ws = #5".*"# ' "".1 = #5$#."## k<
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN 7)
2uas dasat sumuran (A) A
*)
=
¼ ¼
=
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=
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BILLY HARIANTO / F 111 10 131
3
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BILLY HARIANTO / F 111 10 131
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
>ketsa Penu!angan Dinding Abutmen dan Back 4a!!
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
'
7.$"
"
k
qDL = 4.297 kg/m
2m
Mmax
P = 100 kg
Mmax
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN Mmax
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
1 = 100 kg/m
70 cm 10 cm
15 cm
Pv = 500 kg/m
Ph = 500 kg/m W5
4 W6
W7
W9 W10
85 cm
0 cm
60 cm
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
D"
2
7.5 cm"
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sandaran
k< kg
=
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k<
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN 5 5
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
ng meng&asi!kan &idup sebesar 5$$
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN $.$$7
atang
atang
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
K!"
Ø8-120 mm
2Ø12 mm
0 mm
Ø16 - 230 mm
500 kg/m
250 mm
150 mm
0.35 m
500 kg/m
1m
#1
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
0;70011
$.$$7
atang
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
m
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN kgm kgm kgm
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STRUKTUR JEMBATAN 5 15 15 20
30
20
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
mm
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
*5*$#
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
mm
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
= = = =
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
$
F F
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4m
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4 m
$
$
$
$
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN $$
$
$
$
$
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ksimum berada pada
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
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as ge!agar
r
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
P
4 m
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4 m
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$
$
$
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
$
$$
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
ksimum berada pada
"5#.5#5
1"5$.$1
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
%5 (kg.m) $.$$ #*5#.5#5 1#*1#.5#5
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
h* = 300 mm h = 900 mm
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN "
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN idak...
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
si ng arak :
7
mm
ngan t/rsi menadi :
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
0 mm 2
h* = 300 mm h = 900 mm
Ø 10 -100 mm 2
mm % Da!ah ,m,a&
0 mm 2
h* = 300 mm h = 900 mm
Ø 10 - 250 mm 2
mm % Da!ah Laa&ga&
BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
h* = 300 mm h = 900 mm
5$$
mm
3
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN mm"
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BILLY HARIANTO / F 111 10 131
STRUKTUR JEMBATAN
0 mm h* = 300 mm
2
h = 900 mm
Ø 10 - 50 mm 2
mm &gah Da!ah ,m,a&
0 mm 2
h* = 300 mm
BILLY HARIANTO / F 111 10 131 Ø 10 - 200 mm 2
h = 900 mm
STRUKTUR JEMBATAN
0 mm
h* = 300 mm
2
h = 900 mm
Ø 10 - 200 mm 2
mm &gah Da!ah Laa&ga&
$
m
a6ragma tidak
$
BILLY HARIANTO / F 111 10 131
