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Teknik Sipil, Pemberdayaan Masyarakat
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References: Coduto, D.P. (1994): Foundation design: principles and
practices
Day, R.W. (2010): Foundation engineering handbook
Hardiyatmo, H.C. (2011): Analisis dan PerancanganFondasi, Bagian II
Teng , Wayne C. (1992): Foundation Design
Tomlinson, M.J. (2001): Foundation design and construction
Deep Foundation
Topics (from SAP):Kapasitas dukung tiang terhadap gaya lateral dalam tanah kohesif
a. Ujung tiang bebas (tiang pendek dan tiang panjang)b. Ujung tiang terjepit (tiang pendek dan tiang panjang)
Defleksi tianga. Ujung tiang bebas (tiang pendek dan tiang panjang)b. Ujung tiang terjepit (tiang pendek dan tiang panjang)
Analisis stabilitas fondasi tiang
a. Beban tiangb. Kapasitas dukung tiangc. Jumlah tiangd. Susunan tiange. Kontrol
Turapa. Pengertianb. Tipe struktur turapc. Tipe turap dari segi bahan
Perancangan turap jenis kantilevera. Gaya-gaya yang bekerjab. Panjang turap yang dipancangc. Dimensi turap dan pemilihan profil turap
Perancangan turap dengan angkura. Letak tumpuan angkurb. Dimensi batang angkurc. Konstruksi angkur
Fondasi caissona. Pengertian dan jenis fondasi caissonb. Bentuk tampang fondasi sumuranc. Analisis fondasi sumuran
Design of Sheet Pile
• Determination of sheet pile stability
a. Calculate the depth of embedded sheet pile into the ground
b. Determinate the sheet pile dimension.
• Steel sheet pile use the table of section profile
• Concrete sheet pile use the table of section profile for corrugated sheet pile or determine the thickness and arrange the steel reinforcement
• Timber sheet pile determine the dimension
a. Cantilever-type sheet pile
1. For non-cohesive soil
Analyze the sheet pile width of 1 m drawing area
Determine d (depth of embedded part)
(SF = 1,50 - 2,00)
Sheet pile dimension is determined based on Mmaks
• Assuming:
The sheet pile is a fixed-solid structure, so that the elastic line appears as an inclined straight line rotating at Point Do
• Acting forces:
– Right side : ADo – active lateral earth pressure
DDo – Passive lateral earth pressure
– Left side : BDo – Passive lateral earth pressure
DoD – Active lateral earth pressure
• Forces Diagram
D D
Ea
EP1 -Ea
EP2 -Ea2
A
B
Do
A
B
Do
Do’Do’
do
d’d
(H+do)g.Ka
(H+do)g.KP d’g.KP dog.Ka d’g.Ka
dog.KP
H
• Sheet pile stability at every point:
• Use SF = 1,50 – 2,00 B-do can be defined. Then the length of embedded sheet pile (B-D) can be calculated
• In the analysis:
1. (SMP/SMA) > 1,50 - 2,00 at point Do , or
2. SF is used to divide EP
3. Length of embedded sheet pile is do = BDo
and the implemented (real) sheet pile embedment d = (1,20 - 1,40)do
0HF 0M
Stage of analysis:
Assuming Do same location as Do'
K force is acting on Do and remain unknown if :
SMP & SMA id calculated on Do
SMDo= 0 calculate do
and then decide d = 1,2do
Sheet pile dimension is determined from the actual Mmaks.
Mmaks at the point with distance of xfrom B, so (dMx/dx) = 0 or SD = 0
A
B
Do
DK
do d
x
Example:
A timber sheet pile with 2.00 m high, supporting the backfill with j = 30o, cohesion is neglected, g = 18 kN/m3 and s all timber = 10 MPa. Calculate the length and dimension of sheet pile to be used.
Solution:Calculation is being done on the sheet pile with the width of 1 m drawing area:
31
245tan2
j
aK
32
45tan2
j
pK
A
H = 2 m
do
B
Do
D
Do
D
B
A
H = 2 m
do
xX
K
Ea
EPd
and
With the distance to Do:
With the distance to Do:
aa KHE g2
121
oo ddHH 21
3
11822
1 2 oa dE
kN 232
oa dE
oa de 23
1
pop KdE g2
21
3182
1 2 op dE
kN 272
op dE
op de3
1
a. Determination of embedded sheet pile do
so
or
The actual embedded sheet pile:
Use d = 2,30 m
Total length of sheet pile = 4,30 m
0 DoM 0 ppaa eEeE
oooo dddd3
12723
12322
3392 oo dd
oo dd 08,22
m 85,1od
m 23,22,1 odd
b. Determination of sheet pile dimension
(thickness of timber sheet pile)
Mmaks occured at the location between B & Do
Analyzing point X with the distance of x m from B, so:
Distance from x:
Distance from x:
There are two methods to solve this problem
aax KxE g2
22
1
kN 232
xEax xeax 23
1
ppx KxE g2
21
kN 272
xE px xepx 23
1
1. SD = 0 (the sum of lateral forces = 0)
x = 1 , from point B to downward direction
2.
So :
x = 1 m, from point B to downward directionMmaks = Mx=1 = -18 kNm
pxax EE
pxpxaxaxx eEeEM
222723 xx
xxxxM x 23
12723
12322
3392
312 xxxM x
0
dx
Md x 02723 22 xx
Assuming: thickness = t m, width = 1 m
So:
Meanwhile
So: t = 0,104 m = 10,4 cm
Use: t = 11 or 12 cm
32
32 m 6
m 16
1 ttW
MPa 10 timberall s
6
kNm 18 timber
2atW
Mll s
a. Cantilever-type sheet pile
2. Cohesive soil
For cohesive soil, the internal friction angle is 0 or nearly 0.
Based on Japan Port & Harbour Association-Design Standard for Port and Harbour Structures coefficient of active lateral earth pressure for cohesive soil (Kac)= 0,50, meanwhile coefficient of passive lateral earth pressure for cohesive soil (KPc)= 2,00
Sheet pile supported by pile foundation
A combination of pile and horizontal sheet or horizontal and vertical sheet pile
The solution of this type of sheet pile may be divided into two parts :
a. The pile supports horizontal forces
b. Horizontal sheet pile construction or the combination of horizontal and vertical sheet pile
The pile supports horizontal forces
Pile, with a certain distance
30 cm
Horizontal sheet pile
H
⅓H
B
B
B
B
B
B
B
b
b
LayoutCross-section A-A
A A
Cohesive Soil Non-cohesive soil
1,5b
A
B
Do
D
9 cu.b
⅓H
do
d
1,5b
A
B
Do
D
⅓H
do
d
3b.do.g.KP
Example:
Sheet pile supported by piles (as shown in the picture) is installed on non-cohesive soil with j= 30o, c= 0, unit volume weight (g) = 17 kN/m3
Calculate:
a. The length of embedded sheet pile,
b. Dimension and thickness of the pile
sall timber = 10 MPa
Width of the pile = 10 cm
A
B
Do
D
⅓H
do
d
3b.do.g.KP
H=1,21,25
1,25
1,25
1,25
1,25
1,25
1,25
Solution:
A
B
Do
D
0,4 m
do
d
3b.do.g.KP
H=1,2 Ea
1,25
1,25
1,25
1,25
1,25
1,25
1,25
a. Determination of the pile length
Analyzing 1 m drawing area
(1 m)
Moment arm from Do = (0,40 + do) m
Moment arm from Do = ⅓do m
Equilibrium condition: SMDO = 0
Note: active lateral earth pressure should be calculated with the width of 1,25 m
3
12
3045tan2 aK 32
3045tan2 pK
kN 08,43
1172,12
12
1 22
1 aa KHE g
ooopop dddKdbE 3
1171,032
132
1 g
265,7 op dE
Trial: do = 1 -0,510
do = 1,1 -0,176
do = 1,12 -0,089 0
Use: do = 1,12 m
d = 1,2 do = 1,344 m or d = 1,40 m
Total length of the pile:
t = H + d = 1,20 + 1,40 = 2,60 m
opoa dEdE 3
14,025,1
ooo ddd 3
165,74,008,425,12
004,21,555,23
oo dd
b. Determination of pile dimension
Maximum moment occurred if:
We get x = 0,816 m
Mmax = -4,8165 kNm
pxpxaxaxx eEeEM
xExEM pax 314,025,1
0
dx
Md x
355,21,504,2 xxM x
x
0,4
X
⅓xEPX
Ea
A
B
D
Assuming: thickness = t m,width = b m
So:
If b = 0,10 m, we get t = 16,9997 cmUse t = 20 cm
32 m 6
1 tbW
MPa 10 timbera llsW
Ms
b
t
c. Determination of sheet pile thickness
EP
A
B
D
p = H.g.Ka kN/m’
1,25
1,25
1,25
Use the width of sheet pile = 1 unit length and thickness = tThe load acting of sheet pile p = HgKa
and use unit length of 1m
t = 0,0282 m or t = 2,82 cmUse t = 3 cm
kNm 328,1.8
1 2
max BpM
W
Ms
61 2tbW
B= 1,25 m
Mmax
p = H.g.Ka
b
t