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