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PT. DUTA PERMATA LESTARI PROYEK PEMBANGUNAN EMBUNG UNIVERSTIAS SRIWIJAYA KAB. OGAN ILIR (TAHAP II )
CORRUGATED CONCRETE SHEET PILE W 450 B - 1000 1. DATA PENAMPANG Mutu beton : K 700 2 f'c = 625,66 kg/cm Tebal = 12 cm 2 Luas penampang = 1.835 cm Titik berat = 22,50 cm 4 Momen inersia = 353.363 cm 3 Momen tahanan = 15.705 cm 0,5 Modulus elastisitas = 15100 x f'c = 15.100 x 2 = 377.700 kg/cm
625,66
V= =
1.835 x 3 183.540 cm
100
S=( =
12 + 2 32.990 cm
152,95
0,5
)X
2,00
155
123
x
100
996 123
155
440
II
II
I
330
I 450
III
120
IV III
220
155
Momen inersia : Itotal =
4 756.338 cm 4 (102.896) cm 4 (98.592) cm 4 (98.592) cm 4 (102.896) cm 4 353.363 cm
II = III = IIII = IIV = ICCSP = 2. GAYA PRATEGANG PC Strand :
155
220
Luas penampang 2 Atotal = 4.482 cm 2 AI = (812) cm 2 AII = (512) cm 2 AIII = (512) cm 2 AIV = (812) cm 2 ACCSP = 1.835 cm
16 f 2 140 mm 18.700 kgf 0,78 x
Luas penampang : Kuat Tarik Batas (UTS) : fpj =
15,2
mm
18.700 /
1,4
2 10.419 kg/cm
= fpe =
10.419
-
8.160 kg/cm
= Jacking force = =
16 x 233.376 kgf
Peff = =
16 x 182.784 kgf
Modulus elastisitas =
246
2258,58 2
0,78
1,4
x
18.700
x
8.160
2 1.900.000 kg/cm
3. KEHILANGAN TEGANGAN a. Akibat perpendekan elastik (Elastic Shortening) fcir = Kcir (Pi/A - Pi.e2/Ig) - Mg.e/Ig
1/4
fcir = =
0,9 x 2 114,44 kg/cm
ES = Kes.Es.fcir/Eci ES = =
233.376
/
1.835
1,00 x 1.900.000 2 575,67 kg/cm
x
114,44
/
377700
b. Akibat susut beton (Creep of concrete) CR = Kcr (Es/Ec)(fcir - fcds) CR = 2,00 x 1.900.000 2 = 1151,34 kg/cm
x
114,44
/
377700
c. Akibat shrinkage SH = (8.2 x 10-6).Ksh.Es x (1 - 0.06 V/S).(100 - RH) 2 259,48 kg/cm
SH =
d. Akibat relaksasi baja prategang RE = [Kre - J(SH + CR + ES)]C RE = [ =
351,54 2 272,08 kg/cm
e. Total loss = ES + CR + SH + RE = 575,67 + 2 = 2258,58 kg/cm % loss = =
2258,58 / 21,68%
0,04
(
259,48 +
1151,34 +
259,48 +
10.419
4. MOMEN CRACK (Saat handling & erection) a. Saat handling w= A
C
a Mutu beton : K 300 f'ci =
b
Pi = fpi x A = 9.843 = 157.486 fci =
Pi/A
fci =
157.486
fri = fbi =
D
c
2 246,06 kg/cm
fpi = fpj - ES = 10.419 2 = 9.843 kg/cm
=
458,85 kg/m
B
85,80
x kg
/
575,67
16
x
1,4
1.835
kg/cm2
2 35,34 kg/cm 2 189,28 kg/cm
Mcrack1 = (fri + fci).W Mcrack1 = ( = =
35,34 + 1.902.591 kgcm 19,026 tonm
85,80 ) x
2/4
15.705
1151,34 +
272,08
575,67 1,00
Mcrack2 = (fbi - fci).W Mcrack2 = ( = =
189,28 1.625.051 kgcm 16,251 tonm
Mcrack =
16,251 tonm
Faktor kejut =
85,80 ) x
15.705
1,3
L (m)
a (m) 2,00 2,00 2,00 2,00 3,00 3,00
10,00 11,00 12,00 13,00 14,00 15,00
b (m) 6,00 7,00 8,00 9,00 8,00 9,00
c (m) 2,00 2,00 2,00 2,00 3,00 3,00
MBA (kgm) 1,193 1,193 1,193 1,193 2,684 2,684
MlapBC (kgm) 1,491 2,461 3,579 4,847 2,088 3,355
MCD (kgm) 1,193 1,193 1,193 1,193 2,684 2,684
b. Saat erection w=
458,85 kg/m
A
B
a Mutu beton : K 560 f'cerection = Peff = fce = fce = = fre = fbe =
2 489,67 kg/cm
182.784
kg
Peff/A 182.784
/
1.835
kg/cm2
99,59
2 55,91 kg/cm 2 376,67 kg/cm
Mcrack1 = (fre + fce).W Mcrack1 = ( = =
55,91 + 2.442.150 kgcm 24,422 tonm
99,59 ) x
15.705
99,59 ) x
15.705
Mcrack2 = (fbe - fce).W Mcrack2 = ( = =
376,67 4.351.624 kgcm 43,516 tonm
Mcrack =
24,422 tonm
Faktor kejut = L (m) 10,00 11,00 12,00 13,00 14,00 15,00
1,3 a (m) 9,00 10,00 11,00 12,00 13,00 14,00
b (m) 1,00 1,00 1,00 1,00 1,00 1,00
C
b
MBA MBC (kgm) (kgm) 5,890 0,298 7,307 0,298 8,873 0,298 10,588 0,298 12,452 0,298 14,465 0,298
3/4
PT. WASKITA KARYA 5. MOMEN CRACK (Saat service) fb = fr =
2 375,40 kg/cm 2 65,84 kg/cm
fce = Peff/A fce = =
182.784 99,59
/
1.835
kg/cm2
Mcrack1 = (fr + fce).W Mcrack1 = ( = =
65,84 + 2.598.000 kgcm 25,980 tonm
99,59 ) x
15.705
99,59 ) x
15.705
Mcrack2 = (fb - fce).W Mcrack2 = ( = =
375,40 4.331.579 kgcm 43,316 tonm
Mcrack =
43,316 tonm
> SF=
30,700 ton.m 1,4109
4/4
OK !!!
