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The document provides data and calculations for the planning and design of a bridge, including: 1. The bridge span is 1000 cm, and the roadway width is 700 cm with 90 cm sidewalks on both sides. 2. Calculations are shown for the design of pier footings, sidewalks, curbs, and the roadway deck. 3. Design requirements and load calculations include the self-weight of materials, live loads from traffic and pedestrians, and temperature effects. Reinforcing bar sizes are chosen to meet the design strength requirements.

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Rizal L-man
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32 views13 pages

Data

The document provides data and calculations for the planning and design of a bridge, including: 1. The bridge span is 1000 cm, and the roadway width is 700 cm with 90 cm sidewalks on both sides. 2. Calculations are shown for the design of pier footings, sidewalks, curbs, and the roadway deck. 3. Design requirements and load calculations include the self-weight of materials, live loads from traffic and pedestrians, and temperature effects. Reinforcing bar sizes are chosen to meet the design strength requirements.

Uploaded by

Rizal L-man
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as DOCX, PDF, TXT or read online on Scribd
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Data-data Perencanaan Jembatan

1. Bentang : 1000 cm
2. Lebar Perkerasan : 700 cm
3. Lebar Trotoar : 90 cm x 2
4. Lebar Jembatan : 980 cm
5. Tebal Perkerasan : 7 cm
6. Tebal Lantai Kendaraan : 30 cm
7. Tebal Trotoar : 15 cm
8. Fy : 300 Mpa
9. Fc : 30 Mpa
10. Beton : 2.5 t/m3
11. Trotoar : 2 t/m3
12. Aspalt : 2.0 t/m3
13. Beban Sandaran : 100 kg
A. Perhitungan Tiang Sandaran
Beban = m x 100 kg/m = kg
Momen = 225 kg x 1.20 m = 270 kg.m
Faktor Beban = 1.8

Mu = .m = 1.8 x 270

= 486 kg.m = 486 x 104 Nmm

b = 15 cm = 150 mm

d = 250 mm 30 mm = 220 mm

mu 486 x 104
Rn= = =0.8368 Nmm
a) . b .d 2 ( 0.8 ) . ( 150 ) .(220)2
1.4 1.4
min= = =0.0047=4.7 x 103
b) fy 300

{ }
'
fc fy
c) max=0.75 . 0.85 .0.85 . .
fy 600+ fy

{
0.75 . 0.85 . 0.85 .
30
.
300
300 600+ 300 }
0.0241

d) (
w=0.85 . 1 1
2. Rn
0.85 . f c ' )
(
0.85 . 1 1
2 . 0.8368
0.85 .30 )
= 0.02837
f c' 30
e) =w =0.02837 x =2.837 x 103
fy 300

= 2.837 x 103 < min

(Digunakan min )

f) As= . b . d
= 4.7x10-3. (150).(220)
= 155.1 mm2
Digunakan 210 157 mm > As (OK)

n ( 41 . .d )=2( 14 . . 10 )=157.080 mm
2 2

g) Sengkang
1
. fc ' . b . d
Vc 6 Vu

Vn 0.6
1
. 30 . 150 .220
6
450

30124.741 N 0.6
Vu =

= 750 kg = 7500 N
= 450 kg
Digunakan Vc > Vn Tulangan sengkang
Praktis 8-150
B. Perhitungan Trotoar

a) Beban Mati (MD)

Element G (kg) x (m) MD (kg.m)

G1 0.15 x 0.9 x 1 x 2000 0.45 121.5

G2 0.15 x 0.9 x 1 x 2400 0.45 145.8

G3 0.15 x 0.9 x 1 x 2400 0.33 48.6


2

Jumlah 315.9 kg.m

b) Beban Hidup (ML)


Sandaran (LL1) = 100 kg/m x 0.9 = 90 kg
Pejalan kaki (LL2) = 500 kg/m x 0.9 = 450 kg
ML = 100 x (1.20) + 500 x (0.5)
= 370 kg/m2

c) Mu = 1.3 MD + 1.8 ML
= 1.3 . (315.9) + 1.8 . (370)
=1076.67 kg/m2
= 1076.67 x 104 Nmm

Ditentukan : b = 90 cm = 900 mm
d = 30 cm 3 cm = 27 cm = 270 mm
Mu 1076.67 x 10 4
= =0.193
d) Rn= 0.85 . b . d 0.85. ( 900 ) .(270)2

1.4 1.4 3
min= = =0.0047=4.7 x 10
e) fy 300

{ }
'
fc fy
f) max=0.75 . 0.85 .0.85 . .
fy 600+ fy
{
0.75 . 0.85 . 0.85 .
30
.
300
300 600+ 300 }
0.0241

g) (
w=0.85 . 1 1
2. Rn
0.85 . f c ' )
(
0.85 . 1 1
2 . 0.193
0.85 .30 )
= 0.0065

'
fc 30
h) =w =0.0065 x =0.00065
fy 300

= 6.5 x 10
4
< min

(Digunakan min )

i) As= . b . d

= 4.7x10-3. (900).(270)
= 1142.1 mm2
Digunakan 10 - 150 mm
C. Perhitungan Kerb
a) h = 25 + 7 + 15 = 47 cm = 470 mm
d = 47 - 3 = 44 cm = 440 mm
b = 1 m = 1000 mm

Momen = 500 x 470 = 235 kg.m= 235 x 104 Nmm


Mu = 1.8 x Momen
= 1.8 x 235 x 104
= 423 x 104 Nmm
Mu 423 x 10 4
= =0.0257
b) Rn= 0.85 . b . d 2 0.85 . ( 1000 ) .(440)2

1.4 1.4 3
min= = =0.0047=4.7 x 10
c) fy 300

h) {
max= max=0.75 . 0.85 . 0.85 .
f c'
.
fy
fy 600+ fy }
{
0.75 . 0.85 . 0.85 .
30
.
300
300 600+ 300 }
0.0241

d) (
w=0.85 . 1 1
2. Rn
0.85 . f c ' )
(
0.85 . 1 1
2 . 0.0257
0.85 .30 )
= 8.57 x 104
'
fc 30
e) =w =8.57 x 104 x =8. 57 x 105
fy 300
5
= 8. 57 x 10

min < max


0,0047 0,0000857 0,024

(Digunakan min )

f) As= . b . d

= 4.7x10-3. (150).(440)
= 310,2 mm2
Digunakan 210 157 mm > As (OK)

D. Perhitungan Lantai Kendaraan


a) Beban Mati Tambahan
Air = 0.05 x 1 x 1000 = 50 kg/m
Asphalt = 0.07 x 1 x 1800 = 126 kg/m
Overlay = 0.05 x 1 x 1800 = 90 kg/m
266 kg/m
1.75
( 2)=81.4625 kg . m
Mt = 1 2 1
.q.s = .(266) .
10 10
1.75
( 2)=81.4625 kg . m
Ml = 1 1
. q . s 2= .(266) .
10 10

b) Beban Mati Tetap


Beton = 0.3 x 1 x 2400 = 7200 kg/m
1.75
( 2)=220.5 kg . m
Mt = 1 2 1
.q.s = .(720).
10 10
1.75
( 2)=220.5 kg .m
Ml = 1 1
. q . s 2= .(720).
10 10

c) Beban Truk
T = 11250
a = 50 + (2 . 7) + (2 . 10) = 84 cm
b = 20 + (2 . 7) + (2 . 10) = 54 cm
11250
q = ( 0.84 ) .(0.54)
2
24801 kg/m

Alternatif I
0.84
. 24801=11904.48
Va = 1.75

1
. q . x2
Mmax = Va . 1 2
1
.24801 x 0.422
= 11904,48 x 1 2

= 9717,031 kg

Alternatif II
0.84
. ( 24801 ) . ( 1.33 ) =113853.839
Va = 2
1
x .24801. x 2
Mx = 113853.839 . 2
dmx
Turunan
dx=0
113853.839
= - 12400.5 x = 0
x = 9.181 m
Mmax = kg.m
4
.( )=kg . m
Mt = 5
4
.()=kg . m
Ml = 5

d) Beban Temperatur
Temperatur max = 40 oC
Temperatur min = 25 oC

t = 40 25 = 15 oC (SNI)
E=4700 f c '
4700 30
25742.960 MPa

257429.60 kg/cm 2

b = 1 m = 100 cm
h = 20 cm
Koefisien muai panjang beton

=105 / (SNI)

10
7 ( 5).(257429.60) .(66666.667)
Mt = .(15). =112625.451 kg . cm=1126.255 kg .m
8 20

10
1 ( 5) .(257429.60).(66666.667)
Ml = 4 .(15). 20
=321780.700 kg . cm=3217.807 kg .m

Beban Q Mt MUT MUL ML


B. Mati Tambahan 2 81,46 162,92 162,92 81,46
B. Mati Tetap 1,3 191,406 248,828 248,828 191,406
B. Truk 1,8 7019,673 12635,411 13161,886 7312,159
B. Temperatur 1,2 48574,340 582,881 21040,122 1700,102
13630,04 34613,76
Penulangan Tumpuan

Mu = 13630,04 kgm = 13630,04 x 104 Nmm

B = 1000 mm

d = 25-3 = 190 mm

Mu 13630,04 x 104
Rn =
=
Qb d 2 0,8 ( 1000 ) ( 220 )2 = 3,520

1,4
min = 300 = 4,667 x 10-3 = 0,00467

= 0,85 .
28
300 (
. 1
12 Rn
0,85 fc' )
28
= 0,85 .
.
300 (1 0,704)
= 0,023
>min, maka digunakan

As = .b.d = 0,023 . 1000 . 220


= 5060 mm2
= 50,60 cm2

Penulangan Lapangan
MU = 34613,76 x ...

Perhitungan Gelagar
Beban Mati Tambahan
Air hujan = 0,05 x 1,75 x 1000 kg/m3 = 87,5 kg/m1
Air + overlay = (0,07 x 0,05) x 1,75 x 2000 kg/m3 = 420 kg/m1 +
507,5 kg/m1
Diafragma = (0,1) x (0,2) x 1 m x 2500 kg/m3 = 50 kg/m1 +
557,5 kg/m1
MD1 = 1/8 x (557,5) x (8)2= 4460 kgm

Beban Mati Tetap


Plat = 0,25 x 1,75 x 2500 = 1093,75 kg/m1
Balok = 0,35 x 0,3 x 2500 = 262,5 kg/m1 +
= 1356,25 kg/m1
MD1 = q.l2 = () x (1356,25) x (8)2= 43400 kgm
Beban Mati
60 (2 x 0,8 x 500)
Trotoar = 5 = 96 kg/m1

ML1 = 1/8 q.l2 = (1/8) x (96) x (8)2= 768 kgm

Beban Jalur (D) Merata


Jika L 30 m, maka q = 9 Mpa = 900 kg/m2

Gambar
PLR = 1,75 m x 900 kg/m2 = 1575 kg/m1

Beban Garis 4,9 t/m (SNI)


qLR = 1,75 m x 4900 kg/m
= 8575 kg
Gambar

ML = . () + (P.L) + (1/8).q.l2
= 1,4 ()(8575) (8) + (1/8) (1575) (8)2
= 36610 kgm

Beban Angin
Gambar

d = 0,12 + 0,25 + 0,3 = 0,67 m


d2 = 1 + 0,07 + 0,25 + 0,3 = 1,62 m

dL
2
TEW1 = 0,0006 CW (VW) L
= 0,0006 (1,25) (25)2 . 0,67
= 0,314 kN/m
= 31,4 kg/m
TEW2 = 0,0012 (1,2) (25)2 . (2)
= 1,8 kN/m
= 180 kg/m

m = 0

qw(2) =
TEW 1 ( 0,672 ) TEW 2(1,62)
2

=
31,4 ( 0,672 ) 180 (1,62)
2
= 151,060 kg/m
Mw = 1/8 . q.l2
= 1/8 . 151,060 . (8)2
= 1208,48 kgm
Beban REM
gambar

e = 1,8 x 0,07 x (O,55/2) = 2,415 m


DLR = 5% (1575)2 = 78,75 kg
qLR = 5% (8575)2 = 428,75 kg

MR = DLR (e) + qLR (e)(L)


= 78,75 (2,415) + 428,75 (2,415) (8)
= 7526,269 kgm

Beban Q M (kgm) Mu (kgm)


B. Mati Tambahan 2 4460 8920
B. Mati Tetap 1,3 43400 56420
B. Jalur 1,8 56610 65,898
B. Trotoar 1,8 768 1382,4
B. Angin 1,2 1208,48 1450,18
B. Rem 1,8 7526,269 13547,28
147617,86

Penulangan Balok
Gambar

Mu = 147617,86 kgm
bf = 35
hc = 25 cm
h = 35+25
= 60 cm

be = L/4 = 800/4 = 200 cm


be = 35 + 16 (hc) = 4350 mm
be = 60 = 1750 cm
dipilih be yang terkecil
d = h-d
= 60-5
= 550 mm

Kontrol Balok T

MR = (0,85.fc) be . hc . (d hc2 )
= 0,8 (0,85 . 28).(1750) (250) (550 2502 )
= 31237150 x 103 Nmm
= 3123 x 104 Nmm
MR > Mu
Mu 147617,86 x 10 4
Rn =
=
Qb d 2 0,8 ( 1750 ) ( 550 )2 = 3,486

1,4
min = 300 = 4,667 x 10-3 = 0,00467

= 0,85 .
28
300 (
. 1
12 Rn
0,85 fc' )
. (1
0,85 . 28 )
28 12 .3,486
= 0,85 .
300

= 0,85 . 0,591
= 0,0126
min<, maka digunakan

As = .b.d
= 0,0126. 1750 . 550
= 12127,5 mm2

16 32 As = 12868,8 mm2

Tulangan atas 25% (12127,5) 3 36 As = 3053,8 mm2

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