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PERHITUNGAN STRUKTUR JEMBATAN PIPA AIR BERSIH 1.5 m 150
CNP
IWF 11,25o
10
15
10
35
B
C
A
0.15 Kayu
Pipa
CNP Baja L
1. Pembebanan Beban Mati : Beban Pipa Diameter 150 mm Beban Air Didalam Pipa Beban Canal U 150.75.6 Beban Baja Siku 50.50.5 Beban IWF 250.125.6.9 q Beban Hidup P 2. Momen primer Akibat beban mati MBA = - MCD = 1/8*q*LAB 2 MBC = - MCB = 1/12*q*LBC 2 Momen akhir Momen Tumpuan
IWF
= = = = = =
=
40
cm
19.20 17.68 8.25 3.14 29.60 77.87
kg/m kg/m kg/m kg/m kg/m kg/m
100.00 kg
=
0.13
x
77.87
x
10^2
=
=
0.08
x
77.87
x
15^2
=
MT(DL) = (MBA + MBC)/2
=
(973.38
+
1460.07)
=
1,216.72 kgm
Momen Lapangan ML(DL) = (1/8*q*LBC2) - MT
=
2,190.10
-
1,216.72
=
973.38 kgm
MBA = - MCD = 3/16*p*LAB
=
0.19
x
100.00
x
10.00
=
MBC = - MCB = 1/8*p*LBC
=
0.13
x
100.00
x
15.00
=
Momen akhir Momen Tumpuan MT (LL) = (MBA + MBC)/2
=
Momen Lapangan ML (LL) = (1/4*p*LBC) - MT
=
Akibat Beban Hidup
Momen maksimum =
(187.5
+
187.5)
=
187.50 kgm
375.00
-
187.50
=
187.50 kgm
187.500 kgm
Kombinasi momen akibat beban hidup dan beban mati
MT (LL) + MT (LL) =
=
1,216.72
+
187.50
=
1,404.22 kgm
ML (LL) + ML (LL) =
=
973.38
+
187.50
=
1,160.88 kgm
Momen maksimum
=
1,404.22 kgm
Kontrol Tegangan Profil yang dipakai adalah WF (250x125x6x9) Wx = 324 cm3 Wy = 47 cm3 F = 37.6 cm2 Ix = 4050 cm4 Iy = 294 cm4 ijin = 1400 kg/cm2 x = M maksimum / W x x =
140,422.25
Kontrol Lendutan Lendutan Ijin F = (1/500)x Panjang Bentang F =L*100/500
:
324
=
433.402 kg/cm2 < =
### kg/cm2
OK
F
=
3 cm (lendutan ijin)
Lendutan yang terjadi : F=((5/384)xqxL^4) /El)+((1/48)xPxL^3/El) q P E Ix
= = =
0.78 kg/cm 100.00 kg 2.10E+06 Kg./cm2
L
= =
4,050.00 cm4 1,500.00 cm
F
=
6.86 cm < F ijin 3.00 cm
Lawan lendut yang diperlukan adalah = Reaksi Perletakan R = q*Ltotal/2 =
1,362.73 kg
7.00 cm
Perlu lawan lendut
D
973.38 kgm 1,460.07 kgm
kgm
kgm
187.50 kgm 187.50 kgm
kgm
kgm
kgm kgm
PERHITUNGAN STRUKTUR JEMBATAN PIPA AIR BERSIH 1.5 m 150
CNP
IWF 7
B
A 0.15
Pipa
Kayu CNP Baja L
1. Pembebanan Beban Mati : Beban Pipa Diameter 150 mm Beban Air Didalam Pipa Beban Canal U 150.75.6 Beban Baja Siku 50.50.5 Beban IWF 250.125.6.9 q Beban Hidup P 2. Momen primer Akibat beban mati MBA = - MCD = 1/8*q*LAB 2
IWF
= = = = = =
=
40
cm
19.20 17.68 8.25 3.14 29.60 77.87
kg/m kg/m kg/m kg/m kg/m kg/m
100.00 kg
=
0.13
x
77.87
x
^2
=
MBC = - MCB = 1/12*q*LBC 2
=
0.08
x
77.87
x
7^2
=
Momen akhir Momen Tumpuan MT(DL) = (MBA + MBC)/2
=
=
158.99 kgm
(0
+
317.97)
Momen Lapangan ML(DL) = (1/8*q*LBC2) - MT
=
476.96
-
158.99
=
317.97 kgm
MBA = - MCD = 3/16*p*LAB
=
0.19
x
100.00
x
-
=
MBC = - MCB = 1/8*p*LBC
=
0.13
x
100.00
x
7.00
=
Momen akhir Momen Tumpuan MT (LL) = (MBA + MBC)/2
=
Momen Lapangan ML (LL) = (1/4*p*LBC) - MT
=
Akibat Beban Hidup
Momen maksimum =
(0
+
87.5)
=
43.75 kgm
175.00
-
43.75
=
131.25 kgm
131.250 kgm
Kombinasi momen akibat beban hidup dan beban mati
MT (LL) + MT (LL) =
=
158.99
+
43.75
=
202.74 kgm
ML (LL) + ML (LL) =
=
317.97
+
131.25
=
449.22 kgm
Momen maksimum
=
449.22 kgm
Kontrol Tegangan Profil yang dipakai adalah WF (250x125x6x9) Wx = 324 cm3 Wy = 47 cm3 F = 37.6 cm2 Ix = 4050 cm4 Iy = 294 cm4 ijin = 1400 kg/cm2 x = M maksimum / W x x =
44,922.01
:
324
=
Kontrol Lendutan Lendutan Ijin F = (1/500)x Panjang Bentang F =L*100/500 F = Lendutan yang terjadi :
1.4 cm (lendutan ijin)
138.6482 kg/cm2 < =
### kg/cm2
OK
F=((5/384)xqxL^4) /El)+((1/48)xPxL^3/El) q P E Ix
= = =
0.78 kg/cm 100.00 kg 2.10E+06 Kg./cm2
L
= =
4,050.00 cm4 700.00 cm
F
=
0.37 cm < F ijin 1.40 cm
Lawan lendut yang diperlukan adalah = Reaksi Perletakan R = q*Ltotal/2 =
-
kg
0.00 cm
OK
-
kgm
317.97 kgm
kgm
kgm
-
kgm
87.50 kgm
kgm
kgm
kgm kgm
