Location Input
q (t/m2)
:
B
Top wall level River bed level Ground water level River water level Foundation level
= = = = =
Dimension H = 10.00
m
B =
0.32
m
10.00 7.00
m m
hw1 =
0.00
m
q = c =
1.10 1 10 2.40
t/m t/ 2 t/m3
h1 = h2 =
H=h1
hw1 hw2 h2
Section of Sheet Pile
Backfill soil soil = 1.80 = 20 c = 1.50
o
m m m m m L
Properties of Material Concrete Fc = Steel Fy =
=
Cover of bar W ll Wall d back = 5 5 d front =
1.30
cm cm
=
(unit length) 0.50 m
hw2 =
0.00
m
w =
1.00
t/m3
42 400
t/m2
Foundation soil t/m3 1.80 s' = 1 80 o 20 B = t/m2 cB = 0.00
Safety Factor
Sheet_Pile-12/21/2012
t/m3
10.00 0.00 0.00 0.00 0.00
MPa MPa
Structure2/6
Location : Structure Calculation q =
1.10
t/m2
3.00 Pa1
10.00 Pa2 Pp1
7.00
0.32
Load Diagram on Wall in Normal Condition Ka = 0.490 Kp = Ka x cos (+) h = 10.00 m qa1 = Ka x q qa2 = Ka x h x soil
= h2 =
2.040 7.00
m
qp1 = Kp x h x soil No. Pa1 Pa2 Pa3
0.270 x 0.441 x 1 836 x 1.836
Description 3.00 10.00 x 0.50 7 00 7.00 x 0 50 0.50
=
0.270 ton/m
=
0.441 ton/m
=
1.836 ton/m Hb 0.809 2.206 6 425 6.425
Momen Tanah Aktif Momen Tanah Pasif
Ma = Mp = SF =
Vmax =
Sheet_Pile-12/21/2012
9.440
ton
Mmax =
Y 5.000 3.333 2 333 2.333
Ha x Y 4.045 7.354 14 991 14.991
11.399 ton m 14.991 ton m 1.315 > 1.30 14.991 ton m
Ok
Location Re-Bar Calculation Vmax Mmax
:
9.44 Ton 14.99 Ton m
Data penampang dan tulangan width Sheet Pile, b = length Sheet Pile, h = ø tulangan = ø sengkang = asumsi lapis tul = selimut beton = jumlah tul/lapis = spasi tulangan = tinggi manfaat, d = φ geser = φ lentur =
500.00 320.00 19 10 1 50 8 33 250.5 0.75 0.8
mm mm mm mm mm mm > 30 (ok) mm
Data bahan beton, fc' = baja tulangan, fy = baja sengkang, fy =
42 MPa 400 MPa 400 MPa
Desain Tulangan Lentur akibat beban maksimum Mu (-) = 14.99 b= 500 h= 320 d= 251 fc' = 42 fy = 400 φ = 0.80 7 187,388,868 Mnp = 10 *Mu /φ = ρb = 0,85 fc'/fy. 0,85(600/(600+fy) = 0.045 ρmax = 0,75 ρb = 0.034 ρmin = 1,4/fy = 0.004 m = fy/o,85 fc' = 11.339 2 5.973 Rn = Mnp/ b d = ρ = 1/m (1-√(1-2*m*Rn/fy) = 0.016 ρ < ρmax ---> tulangan tunggal ρ > ρmin ---> pakai ρ As = ρ b d = 2,062.76 2) n perlu = As/ (1/4πØ = 7.27 n dibulatkan keatas = 8 8 D19 320 8 D19 500
tm mm mm mm Mpa MPa Nmm
mm2
Location Re-Bar Calculation
:
Desain Tulangan Lentur akibat beban angkat Mu (-) = 1.92 tm b= 500 mm h= 320 mm d= 251 mm fc' = 42 Mpa fy = 400 MPa φ = 1 7 24,000,000 Nmm Mnp = 10 *Mu /φ = ρb = 0,85 fc'/fy. 0,85(600/(600+fy) = 0.045 ρmax = 0,75 ρb = 0.034 ρmin = 1,4/fy = 0.004 m = fy/o,85 fc' = 11.339 2 0.765 Rn = Mnp/ b d = ρ = 1/m (1-√(1-2*m*Rn/fy) = 0.002 ρ < ρmax ---> tulangan tunggal ρ > ρmin ---> pakai ρ As = ρ b d = 242.18 mm2 2) 0.85 n perlu = As/ (1/4πØ = n dibulatkan keatas = 1
8 D19 320
2x 1 D19 8 D19 500
Desain Tulangan Geser Tulangan geser pada daerah tumpuan kiri Vu = 94,400 b= 500 h= 320 d= 251 fc' = 42 fy = 400 φ geser = 0.75 øsengkang = 10 Vc = 1/6 √fc' bw d = 134,478 φ Vc = 100,858 Vu < φVc ---> Pakai tulangan geser minimum
N mm mm mm Mpa MPa mm N N
Location Re-Bar Calculation
:
Vs = Vu - φVc = 2 s,p = ((2.1/4.π.ø ) fy d / Vs) = s,max = d/2 Dipasang : sengkang s =
(6,458) (2,438) 125 125
D10 - 125 220
400
N mm mm mm
Location : Estimated Price concrete
=
reinforcement
=
D 19 = D 10 = Jumlah
concrete reinforcement
= =
1.60 462.48
1.60 m
x x
3
401.40 Kg 61.08 Kg 462.48 Kg 700,000 = 7,000 = Rp
reinforcement
=
289.05
kg/m3-concrete
2.23 0.617
1,120,000 3,237,390
26% 74%
4,357,390 ,- /buah(0,5m)
