Perhitungan Sheet Pile

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)