Rekayasa Geoteknik II (Print)
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Transcript of Rekayasa Geoteknik II (Print)
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01/10/2012
1
DAYA DUKUNG FONDASI DALAM
TIANG PANCANG DAN TIANG BOR
Idrus Ir M.Sc IPM
STAFF PENGAJAR JURUSAN TEKNIK SIPIL ISTNMEMBER OF HATTI
MEMBER OF ISSMGE
PERHITUNGAN
PONDASI
Daya Dukung Aksial Pile
Daya Dukung Lateral PileAnalisis Group Pile
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Load Transfer Friksi
Load Transfer End Bearing
displacement
Friksi
0.4% Diameter Pile
displacement
EndBearing
6% Diameter Pile
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AXIAL LOAD TEST PILE #14
Lo
ad
(T
on
s)
Settlement (mm)
Friction(Elastic Zone)
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Settlement (mm)
AXIAL LOAD TEST FOR PILE #22L=45m, f=60 cm
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Rumus umum daya dukung aksial fondasi dalam:
Qult = Qs + Qp
Qs = Tahanan Geser Selimut TiangQp = Tahanan Ujung Tiang
DAYA DUKUNG AKSIAL
Qu = Qp + Qs
Qp
Qs =2pir l ( C)+ 2pir l (k v tan)
.S.F
QQ uall =
=Ap(c Nc +q Nq)
l
v
v
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Jenis HammerCara uji SPT
C (t/m2) = 2/3 N
N-SPT = Jumlah pukulan untuk memasukkan split spoon sedalam 30 cm
SPT (Standard Penetration Test)
Relationship between Cohesion and N-Value (Cohesive soil)
2/3 N
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Relationship between Angle of Internal Friction and N-Value (Sandy Soil)
Faktor Koreksi N SPT Lapangan seusai dengan
Metoda Pelaksanaan Test:
Country
Hammer Type
Hammer Release
Estimated Rod Energy (%)
Correction Factor fo r 60% Rod Energy
Donut
Free Fall
78
78/60 = 1.30 Japan
Donut
Rope an Pulley with special throw release
67
67/60 = 1.12
Safety
Rope and Pulley
60
60/60 = 1.00
USA
Donut
Rope and Pulley
45
45/60 = 0.75 Argentina
Donut
Rope and Pulley
45
45/60 = 0.75
Safety
Rope and Pulley
60
60/60 = 1.00
USA
Donut
Rope and Pulley
45
45/60 = 0.75 Argentina
Donut
Rope and Pulley
45
45/60 = 0.75 Donut
Free Fall
60
60/60 = 1.00
China Donut
Rope and Pulley
50
50/60 = 0.83
Harga N free fall tidak perlu dikoreksi krn menjadi standard
Harga N rope and pulley harus dikalikan dengan 0.70
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CPT (Cone Penetration Test) atau Sondir CPT (Cone Penetration Test) atau Sondir
C= qc/(15 sampai 20) dalam kg/cm2
Tahanan Geser SelimutTanah Kohesif
Tiang PancangTiang Bor
Tanah PasirTiang PancangTiang Bor
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Tahanan Geser Selimut Tiang :
1. Tahanan geser selimut tiang yang merupakan kontribusi dari Cohesi Tanah adalah:
Qs = . Cu. Li. PDimana, = Koefisien adhesi antara tanah dan tiangCu = Undrained CohesionLi = Panjang lapisan tanahp = keliling tiang
Tahanan Geser Selimut Tiang :
2. Tahanan geser selimut tiang yang merupakan kontribusi dari sudut geser dalam () adalah:
Qs = fi.Li.pDimana,fi = tahanan geser selimut tiang per satuan luasfi = Ko . o. Tan (2/3 . )Li = Panjang lapisan tanahp = keliling tiang
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Faktor Adhesi () pada Tanah Kohesif untuk Tiang Pancang :
1. API Metode - 2, 1986
Faktor Adhesi () pada Tanah Kohesif untuk Tiang Pancang :
2. Tomlinson, 1977 :Tergantung pada
kondisi tanah.
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Faktor Adhesi () pada Tanah Kohesif untuk Tiang Bor :
1. Reese and Wright, 1977 :Manurut Reese dan Wright koefisien untuk bored pile adalah 0.55
2. Kulhawy, 1984( k N / m )
U n d r a in e d S h e a r in g R e s is t a n c e , s ( t s f )
Ad
hesio
n f
acto
r (
)
T o m l in s o n , 1 9 5 7 ( c o n c r e t e p ile s )
6 5 U 8 4 1 C lo a d t e s t s
= 0 . 2 1 + 0 .2 6 p / s ( < 1 )
u
a u
S h a f t s in c o m p r e s s io n
S h a f t s in u p l i f t
2
D a t a g r o u p 1
D a t a g r o u p 2
D a t a g r o u p 3
D a t a g r o u p 3
D a t a g r o u p 2
D a t a g r o u p 1
Perbandingan Harga Faktor Adhesi () dari Beberapa Metede pada Tanah Kohesif untuk
Tiang Bor :
0.00
0.20
0.40
0.60
0.80
1.00
1.20
0 50 100 150 200 250 300
S u (kN/m 2)
ad
hes
ion
fa
cto
r
Design =( Kulhawy + Reese)/2Kulhawy
ReeseC ore Team
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Faktor Adhesi () pada Tanah Kohesif untuk Tiang Bor :
3. Reese and ONeil, 1988 :
Undrained Shear Strength, Su
Value of
< 2 tsf 2 3 tsf 3 4 tsf 4 5 tsf 5 6 tsf 6 7 tsf 7 8 tsf 8 9 tsf > 9 tsf
0.55 0.49 0.42 0.38 0.35 0.33 0.32 0.31
Treat as Rock
Tahanan Geser Selimut Tiang dari Tanah Berpasir
Menurut Naval Engineering Facilities Command:
1. Tiang Pancang :
Qs = 0.2 x (N SPT) x Li x p (ton)
2. Tiang Bor :
Qs = 0.1 x (N SPT) x Li x p (ton)
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Tahanan Geser Selimut Tiang Bor pada Tanah
Berpasir Rojiani, Duncan and Barker (1991)
= 0.11 N (t/m2)
= 0.28 N (t/m2)
(=27.5 t/m2)
=0.32 N (t/m2) N < 53
Z=depth below ground surface
0.20 N
Tahanan UjungTanah C dan untuk dasar teori
Tanah LempungTiang PancangTiang Bor
Tanah PasirTiang PancangTiang Bor
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Tahanan Unjung Tiang
- dan CuTahanan Ujung Tiang Pada Umunya dinyatakan sebagai
persamaan :
Qp = Ap (c Nc* + q Nq*)
Dimana,
Qp = Tahanan Ujung Ultimate
Ap = Luas Penampang Tiang
C = Undrained kohesi
q = Over Bourden Pressure
Nc, Nq= Faktor daya dukung.
Beberapa Motode Penentuan Faktor Daya Dukung
- dan Cu
1. Meyerhoff, 1976
0 10 20 30 40 45
2
1
4
6
810
20
40
60
80100
200
400
600
800
1000
an
d
Soil friction angle, (deg)
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Beberapa Motode Penentuan Faktor Daya Dukung:
2. Vesic, 1977Nc = (Nq 1) cot
Dimana, Nq = f(Irr)Nq* = 4/3 ln (Irr + 1) + pipipipi/2 +1
Irr = Ir Nilai Ir ditunjukkan pada tabel dibawah:
Soil type Ir Sand 70 150 Silts and clays (drained condition) 50 100 Clays (undrained condition) 100 200
- dan Cu
Beberapa Motode Penentuan Faktor Daya Dukung:
3. Janbu, 1976
S oil fr ictio n ang le , (deg)
0 10 20 30 40 4 51
2
4
6
8
10
20
40
60
80
1 00
2 00
4 00
6 00
8 0010 00
an
d
- dan Cu
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Daya Dukung Ujung untuk Tanah Kohesif Cu
Tiang Pancang dan Tiang Bor:
Qp = 9 x Cu x Ap
Daya Dukung Ujung untuk Tanah Pasiran
Tiang Pancang :
Qp = 40 x N SPT x Ap
Dimana,NSPT = (N1+N2)/2
N1= harga rata-rata N dari dasar ke 10-D keatasN2= harga rata-rata N dari dasar ke 4-D kebawah
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Nilai N SPT Desain
adalah:
Ndesain = (N1 +N2)
NILAI N SPT UNTUK DESIGN TAHANAN UJUNG PADA TANAH PASIRAN :
D
(4 x D) dirata-rata untuk desain tahanan ujung = N2
(10 x D) dirata-rata untuk desain tahanan ujung = N1
Ground Surface
Tiang Pancang
Daya Dukung Ujung untuk Tanah Pasiran Tiang BorTiang BorTiang BorTiang Bor
=7 N (t/m2)=400 (t/m2)
qp = 7 N (t/m2) < 400 (t/m2)
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Daya Dukung Ujung Tiang Bor Tanah Pasiran :
Qb = v.Nq.Ab
Kulhawy, 1983
DAYA DUKUNG AKSIAL
Qu = Qp + Qs
Qp
Qs =2pir l ( C)+ 2pir l (k v tan)
.S.F
QQ uall =
=Ap(c Nc +q Nq)
l
v
v
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Summary
qp
Clay Sand
Pancang PancangTiang Bor Tiang Bor
C C
Untuk PancangAPI
Untuk Tiang BorKulhawy, 84Reese, 88
0.2 N
(Meyerhof)
0.2 N
(Rata2 antaraMeyerhof, 76 danReese+Wright, 77)
9999 C 40 N< 1600 t/m2N=(N1+N2)/2
7 N (t/m2) < 400 (t/m2)
(Reese+Wrihgt, 77) (Meyerhof)
Pult = 2pir l + pir2 qp
Faktor Adhesi () pada Tanah Kohesif untuk Tiang Pancang :
1. API Metode - 2, 1986
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Faktor Adhesi () pada Tanah Kohesif untuk Tiang Bor :
1. Reese and Wright, 1977 :Manurut Reese dan Wright koefisien untuk bored pile adalah 0.55
2. Kulhawy, 1984( k N / m )
U n d r a in e d S h e a r in g R e s is t a n c e , s ( t s f )
Ad
hesio
n f
acto
r (
)
T o m l in s o n , 1 9 5 7 ( c o n c r e t e p ile s )
6 5 U 8 4 1 C lo a d t e s t s
= 0 . 2 1 + 0 .2 6 p / s ( < 1 )
u
a u
S h a f t s in c o m p r e s s io n
S h a f t s in u p l i f t
2
D a t a g r o u p 1
D a t a g r o u p 2
D a t a g r o u p 3
D a t a g r o u p 3
D a t a g r o u p 2
D a t a g r o u p 1
D
(4 x D)dirata-rata untukdesain tahanan ujung = N2
(10 x D)dirata-rata untukdesain tahanan ujung = N1
Ground Surface
Tiang Pancang
Ndesain = (N1 +N2)
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SF Criterion Based on Canadian Foundation Engineering Manual (1992)
SF Criterion Based on Tomlinson (1977)
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Lensa Pada Group Tiang:
(Tomlinson, 1977)
Ketebalan Lapisan Tanah Yang Harus Diperhitungkan Dalam
Perhitungan Daya Dukung :
3-4B
a=4B
b=6-8 B
Minimal kedalaman penyelidikan tanah adalah sampai 4 diameter tiang (atau 5 m) dibawah dasar pondasi
3-4B
a=4B
b=6-8 B
3-4B3-4B
a=4B
b=6-8 B
Minimal kedalaman penyelidikan tanah adalah sampai 4 diameter tiang (atau 5 m) dibawah dasar pondasi
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Cross section of Soil Investigation
28.20R1
32.20R2
36.95R5
36.9738.2038.20R5 R5
38.20R5 R2 R1
38
20
2221
78
4488
47
21
29
2734
24
1918
27
3224
23
22
41
25
1921
BT-2
18
20
33
22
22
24
19
18
17
18
50
37
BH-201
3
10
5
31.0036.95
R1 R3R2
38.20 38.2031.00
R4R4
43.20
R5R3
38.20 36.95
R2R5
38.20
R1
66
32
26
30
16
80
88
36
29
27
50
3334
45
912
32
54
62
60
39
33
50
18
26
21
90
8
6
10
10
6
BT-1
Proposed Additional Soil Investigation
Proposed Additional Soil Investigation
BH-201 BT-02
BT-01BH-202
Qult = 1610 ton
East Side (STA 1+050)
45m
Bored Pile Diameter 1,5m, panjang 45m
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Very stiff
Very stiff
Very stiff
Soft
Hard
Hard
Dense
Dense
Axial Capacity of Single Bored PileBased on Data at Sta 1+050
Positive Qb Cu As or 0.2N As (Ton)
1 0.0 - 2.0 2.02 2.0 - 6.0 4.0 Clayey Silts 3 2.0 0.80 1.6 30.8 31 77.3 108.1 433 6.0 - 9.0 3.0 Clayey Sand 10 25 4.0 14.1 45 218.8 263.7 1054 9.0 - 11.5 2.5 Clayey Sand 37 30 14.8 43.6 88 618.5 707.0 2835 11.5 - 12.5 1.0 Sandstone 80 40 20.0 23.6 112 356.9 468.9 1886 12.5 - 15.0 2.5 Clayey Silts 33 22.4 0.46 10.3 121.6 234 237.9 471.6 1897 15.0 - 19.0 4.0 Clayey Silts 22 15.0 0.49 7.3 137.5 371 162.2 533.4 2138 19.0 - 22.0 3.0 Silty Clay 15 10.2 0.53 5.4 75.9 447 299.2 746.2 2989 22.0 - 30.0 8.0 Silty Clay 21 14.3 0.49 7.0 264.6 712 302.8 1014.4 40610 30.0 - 32.0 2.0 Silty Clay 39 26.5 0.45 12.0 112.9 824 245.1 1069.6 42811 32.0 - 33.0 1.0 Silty Clay 23 15.6 0.48 7.6 35.7 860 248.7 1108.9 44412 33.0 - 34.0 1.0 Silty Clay 22 15.0 0.49 7.3 34.4 895 270.4 1164.9 46613 34.0 - 35.0 1.0 Silty Clay 23 15.6 0.48 7.6 35.7 930 288.4 1218.6 48714 35.0 - 36.0 1.0 Silty Clay 24 16.3 0.48 7.8 37.0 967 299.2 1266.4 50715 36.0 - 37.0 1.0 Silty Clay 28 19.0 0.47 8.9 42.2 1009 274.0 1283.3 51316 37.0 - 38.0 1.0 Silty Clay 28 19.0 0.47 8.9 42.2 1051 259.6 1311.0 52417 38.0 - 39.0 1.0 Silty Clay 27 18.4 0.47 8.7 40.9 1092 227.1 1319.4 52818 39.0 - 40.0 1.0 Silty Clay 21 14.3 0.49 7.0 33.1 1125 237.9 1363.3 54519 40.0 - 41.0 1.0 Silty Clay 21 14.3 0.49 7.0 33.1 1158 248.7 1407.2 56320 41.0 - 42.0 1.0 Silty Clay 23 15.6 0.48 7.6 35.7 1194 302.8 1497.0 59921 42.0 45.0 3.0 Silty Clay 28 19.0 0.47 8.9 126.5 1321 254.2 1574.8 63022 45.0 - 47.0 2.0 Silty Clay 28 19.0 0.47 8.9 84.3 1405 205.5 1610.4 64423 47.0 - 50.0 3.0 Silty Clay 19 12.9 0.50 6.5 91.4 1496 227.1 1723.5 68924 50.0 - 55.5 5.5 Silty Clay 21 14.3 0.49 7.0 181.9 1678 1618.5 3296.8 131925 55.5 - 60.5 5.0 Silty sand 60 40 20.0 116.6 1795 1618.5 3413.4 1365
No. Depth Tebal Lapisan (m) Deskripsi Qult (Ton)Qall (ton) SF = 2.5
Pile Cap
Skin Friction (ton) Kumulatif Friction (ton)
End Bearing (ton)N-SPT c (t/m2)
Unit Skin Frinction
(t/m2)
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26
Medium stiff
Stiff
Hard
Very Hard
Hard
Very stiff
Dense
Dense
Axial Capacity of Single Bored PileBased on Data at Sta 0+490
Flyover CirebonSkin Friction (ton)
Positive Qb
Cu As or 0.2N As (Ton)1 0.0 - 3.0 3.0 Clayey Silts 8 5.2 0.55 40.1 40 82.7 122.82 3.0 - 6.0 3.0 Clayey Silts 8 5.2 0.55 40.1 80 82.7 162.83 6.0 - 9.0 3.0 Clayey Silts 8 5.2 0.55 40.1 120 103.4 223.64 9.0 - 11.6 2.6 Clayey Silts 12 7.8 0.49 47.0 167 737.8 905.05 11.6 - 12.9 1.3 Tuffaceous Sand 90 35 30.6 198 450.8 648.76 12.9 - 17.0 4.1 Silty Sand 22 30 42.5 240 320.5 560.87 17.0 - 24.0 7.0 Silty Clay 31 20.2 0.43 284.2 525 620.3 1144.88 24.0 - 30.2 6.2 Tuffaceous Silt 60 39.0 0.41 460.9 985 408.3 1393.89 30.2 - 31.0 0.9 Tuffaceous Silt 45 29.3 0.41 48.6 1034 389.4 1423.410 31.0 - 32.0 1.0 Tuffaceous Silt 34 22.1 0.42 44.1 1078 351.5 1429.711 32.0 - 33.0 1.0 Tuffaceous Silt 34 22.1 0.42 44.1 1122 351.5 1473.812 33.0 - 34.0 1.0 Tuffaceous Silt 33 21.5 0.43 43.0 1165 341.1 1506.413 34.0 - 35.0 1.0 Tuffaceous Silt 33 21.5 0.43 43.0 1208 341.1 1549.414 35.0 - 36.0 1.0 Tuffaceous Silt 34 22.1 0.42 44.1 1252 351.5 1603.915 36.0 - 37.0 1.0 Tuffaceous Silt 36 23.4 0.42 46.5 1299 372.2 1671.116 37.0 - 38.0 1.0 Tuffaceous Silt 38 24.7 0.42 48.9 1348 392.8 1740.717 38.0 - 39.0 1.0 Tuffaceous Silt 27 17.6 0.43 35.9 1384 279.1 1662.818 39.0 - 40.0 1.0 Tuffaceous Silt 29 18.9 0.43 38.2 1422 299.8 1721.719 40.0 - 41.0 1.0 Tuffaceous Silt 29 18.9 0.43 38.2 1460 299.8 1759.920 41.0 - 42.6 1.6 Tuffaceous Silt 30 19.5 0.43 63.1 1523 237.8 1761.021 42.6 - 46.0 3.4 Tuffaceous Silt 23 15.0 0.44 105.8 1629 237.8 1866.822 46.0 - 46.0 0.0 Tuffaceous Silt 23 15.0 0.44 0.0 1629 620.3 2249.3
N-SPT c (t/m2) No. Depth Tebal Lapisan (m) Deskripsi Kumulatif Friction (ton) Qult (Ton)End Bearing (ton)
2.41.0
45.0
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29 25 15 0.5 7.5 112.5 108 175 242
27 20 12 0.5 6.0 30 144 210 300
314 430
Prediksi Daya Dukung Tiang PancangTambak Lorok
rope and pulley (bukan free falling)
Based on Bored P-0 1.20
Skin Friction End Bearing
0.01 0.0 - 1.0 1.0 Silty Gravel 0 0.0 1.00 0.0 0 0 02 1.0 - 2.0 1.0 Silty Gravel 0 0.0 1.00 0.0 0 0 03 2.0 - 3.0 1.0 Silty sandy clay 5 3.0 0.80 9.0 9 31 404 3.0 - 4.0 1.0 Silty sandy clay 5 3.0 0.80 9.0 18 31 495 4.0 - 5.0 1.0 Silty sandy clay 7 4.2 0.62 9.8 28 43 716 5.0 - 6.0 1.0 Silty sandy clay 11 6.6 0.26 6.5 34 67 1027 6.0 - 7.0 1.0 Silty sandy clay 11 6.6 0.26 6.5 41 67 1088 7.0 - 8.0 1.0 Medium - Stiff clay 6 3.6 0.71 9.6 50 37 879 8.0 - 9.0 1.0 Medium - Stiff clay 20 12.0 0.40 18.1 69 122 19110 9.0 - 10.0 1.0 Tuffaceous 20 12.0 0.40 18.1 87 122 20911 10.0 - 11.0 1.0 Tuffaceous 31 18.6 0.40 28.0 115 189 30414 11.0 - 12.0 1.0 Tuffaceous 60 36.0 0.40 54.3 169 366 53515 12.0 - 13.0 1.0 Tuffaceous 60 36.0 0.40 54.3 223 366 59016 13.0 - 14.0 1.0 Tuffaceous 37 22.2 0.40 33.5 257 226 48317 14.0 - 15.0 1.0 Tuffaceous 48 28.8 0.40 43.4 300 293 59318 15.0 - 16.0 1.0 Tuffaceous 51 30.6 0.40 46.1 346 311 65819 16.0 - 17.0 1.0 Tuffaceous Silty sand with Gravel 51 30.6 0.40 46.1 392 311 70420 17.0 - 18.0 1.0 Tuffaceous Silty sand with Gravel 57 34.2 0.40 51.6 444 348 79221 18.0 - 19.0 1.0 Tuffaceous Silty sand with Gravel 62 37.2 0.40 56.1 500 379 87922 19.0 - 20.0 1.0 Tuffaceous Silty sand with Gravel 62 37.2 0.40 56.1 556 379 93523 20.0 - 21.0 1.0 Tuffaceous Silty sand with Gravel 54 32.4 0.40 48.9 605 330 93524 21.0 - 22.0 1.0 Tuffaceous Silty sand with Gravel 54 32.4 0.40 48.9 654 330 98425 22.0 - 23.0 1.0 Tuffaceous Silty sand with Gravel 60 36.0 0.40 54.3 708 366 107526 23.0 - 24.0 1.0 Tuffaceous Silty sand with Gravel 60 36.0 0.40 54.3 763 366 112927 24.0 - 25.0 1.0 Tuffaceous Silty sand with Gravel 51 30.6 0.40 46.1 809 311 112028 25.0 - 26.0 1.0 Tuffaceous Silty sand with Gravel 51 30.6 0.40 46.1 855 311 116629 26.0 - 27.0 1.0 Tuffaceous Silty sand with Gravel 39 23.4 0.40 35.3 890 238 112830 27.0 - 28.0 1.0 Tuffaceous silt very stiff 39 23.4 0.40 35.3 925 238 116431 28.0 - 29.0 1.0 Tuffaceous silt very stiff 47 28.2 0.40 42.5 968 287 125532 29.0 - 30.0 1.0 Tuffaceous silt very stiff 47 28.2 0.40 42.5 1010 287 129733 30.0 - 31.0 1.0 Gravel with sand noncemented 60 12 45.2 1056 452 150834 31.0 - 32.0 1.0 Gravel with sand noncemented 60 12 45.2 1101 452 155335 32.0 - 33.0 1.0 Tuffaceous silty sand very stiff 30 18.0 0.40 27.1 1128 183 131136 33.0 - 34.0 1.0 Tuffaceous silty sand very stiff 35 21.0 0.40 31.7 1160 214 137337 34.0 - 35.0 1.0 Tuffaceous silty sand very stiff 35 21.0 0.40 31.7 1191 214 140538 35.0 - 36.0 1.0 Tuffaceous silty sand very stiff 42 25.2 0.40 38.0 1229 257 1486
Maximum end bearing 400 ton/m2
N-SPT c (t/m2) Cu As or
0.2N As
KsNo. DepthTebal
Lapisan (m)
DeskripsiC N atau qNq Ap
Meyerhof
Kumulatif Friction (ton) Qult (Ton)
Bored Pile Kiara Condong
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Pelaksanaan Bored Pile
Pelaksanaan Bored Pile
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Pelaksanaan Bored Pile
Slurry Method
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Casing Method
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31
Method Statement of Bored Pile
Casing Installation Drilling Process Cleaning at Final Depth
Reinforcement Installation Pouring Concrete
Temporary CasingRemoval
Bored Piling Method of Works
Drilling tools
Auger Cleaning bucket
Underreamer
Roller bit core barrel
Drill Bucket
Round shank Core BarrelTapered rock auger
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Sambungan Tiang Pancang
Sambungan Tiang Pancang
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33
Spesifikasiend bearing = 1 in/ 10 blows
Final Set = ? In/10 blows
Analisis Daya Dukung Berdasarkan Persamaan
Gelombang
A = cross-sectional area of pile Cm = relative displacement between two
adjacent pile elements
D?m = element displacement two time intervals back m
D?m = element displacement in preceding time interval DT m
Dm = current element displacement
DT = time interval (At on Error! Reference source not found.c) E = modulus of elasticity of pile material Fm = element force = Cm Km Fam = unbalanced force in element causing acceleration (F = ma)
g = gravitation constant J = damping constant, use Js for side
value, Jp = point value Km = element springs = AE/L for pile
segments K?m = soil springs = R/quake
L = length of pile element Rm = side or point resistance including
damping effects R?m = amount of estimated Pu on each
element including the point j for 100
m percent of Pu on point R3 through R11 of Error! Reference source not found.b are zero and R12 = Pu
t = current instant in time = number of iterations x DT
v = velocity of element m at DT
v?m = velocity of element m at DT - 1 Wm = weight of pile segment m
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Formula Dinamik ENR
CShWQu R
+
=
atau
CSHEQu E+
=.
dimana:
Qu : Kapasitas daya dukung ultimateWR : Berat ram (kN)h : Tinggi jatuh ram (cm)S : Penetrasi tiang untuk setiap pukulan(m/blow)C : konstanta, untuk drop hammer = 2.54 cm, untuk steam hammer = 0.254 cmAngka keamanan yang direkomendasikan adalah 6.
Modified New ENR (recommended)
+
+
+=
PR
pRR
WWWnW
CShWEQu
2..
dimana:
E : Efisiensi hammer C : 0.254 cm untuk unit S dan h dalam centimeter Wp : Berat tiang
n : koefisien restitusi antara ram dan pile cap Angka keamanan yang direkomendasikan adalah 6.
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35
Harga Efisiensi Hammer (E)dan Koef. Restitusi (n)
Tipe Hammer Efficiency, E
Single and Double acting hammer 0.7 0.8
Diesel Hammer 0.8 0.9 Drop Hammer 0.7 0.9
Pile Material Coefficient of restitution, n
Cast iron hammer and concrette pile (whitout cap) 0.4 0.5
Wood cushion on steel pile 0.3 0.4 Wooden pile 0.25 0.3
Michigan State Highway Commission
+
+
+=
PR
pRE
WWWnW
CSHQu
25.2
dimana:
HE : Rated hammer energy (from the factory) C : 0.254 cm Angka keamanan yang direkomendasikan adalah 6.
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36
Dannishs Formula
+
=
pp
E
E
EALHES
HEQu
..2..
.
dimana:
Ep : Modulus Young dari material tiang
L : Panjang tiang Ap : Luas penampang tiang Angka keamanan yang direkomendasikan bervariasi dari 3 hingga 6.
Analisis Daya Dukung Berdasarkan Persamaan Gelombang
A = cross-sectional area of pile Cm = relative displacement between two
adjacent pile elements
D?m = element displacement two time intervals back m
D?m = element displacement in preceding time interval DT m
Dm = current element displacement
DT = time interval (At on Error!
Reference source not found.c) E = modulus of elasticity of pile material Fm = element force = Cm Km
Fam = unbalanced force in element causing acceleration (F = ma)
g = gravitation constant J = damping constant, use Js for side
value, Jp = point value
Km = element springs = AE/L for pile segments
K?m = soil springs = R/quake
L = length of pile element Rm = side or point resistance including
damping effects R?m = amount of estimated Pu on each
element including the point j for 100
m percent of Pu on point R3 through
R11 of Error! Reference source not found.b are zero and R12 = Pu
t = current instant in time = number of
iterations x DT v = velocity of element m at DT
v?m = velocity of element m at DT - 1 Wm = weight of pile segment m
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01/10/2012
37
Contoh Perhitungan
Diameter PC Spun Pile : 400 mmBerat Tiang Per m : 200 kgBerat hammer pemancang : 3,45 (K 35)Tinggi Jatuh : 1,60 mDaya Dukung Ultimate yang diinginkan : 210 ton.Daya Dukung Ijin yang diinginkan : 50 ton.
Perhitungan Final set :
SF = 6 ultimated bearing Capacity = 300 ton.
Contoh Perhitungan
1. Menggunakan Modified ENR Formula
pR
pRRu WW
WnWCS
WEQ+
+
+=
2.
cms
s
s
S
xs
Sx
248,0)08,523(2106
82,119,5342106783.102,7
82,11300
)02,7()254.0(82,11300
6,342,36,35.042,3
254.042,38,0300
2
=
=
=+
+=
+=
+
+
+=
Final Set adalah 0,248 cm/blow 2,48 cm/10 blows.
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38
Contoh Perhitungan
2. Menggunakan formula dari Michigan state Highway Commision (1965)
Final Set adalah 0,225 cm/blow 2,25 cm/10 blows.
pR
pREu WW
WnWCSHQ
+
+
+
=
25.2
cms
s
s
s
s
S
2258,0)74,67(300461,82,76300
254.0461,8300
6154.0254.075.13300
6,342,36,35,042,3
254.05,55.2300
2
=
=
=++
=
+
=
+
+
+
=
Contoh Perhitungan
3. Menggunakan formula Danish
Final Set adalah 0,03 cm/blow 0,3 cm/10 blows.
pp
E
Eu
EALHES
HEQ
.2..
+
=
blowcmss
s
S
S
S
/03,0025,9300
75,2775,113000392.0
75,2300
321300095,4
75,2300
10.1,20765,02185,55,0
5,55.0300
7
=
=
=++
=
+
=
+
=
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39
UJI BEBAN STATIS DAN
INTERPRETASINYA
Uji Beban : Uji beban pendahuluan (preliminaries test)
dengan instrumentasi sampai kegagalan Uji beban pembuktian (proof test)
Sampai 200% beban rencana, 100% atau kurang
Uji Beban Statis dan Interpretasinya (1)
Uji Beban : Slow Slow maintained test (cyclic) Quick : Quick maintained load
Constant rate of penetration (CRP)Prinsip Interpretasi :
Batas penurunan Rate of settlement (kecepatan penurunan) Kegagalan didefinisikan dari bentuk kurva load & deformation
Uji Beban Tiang (tekan)
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Uji Beban Statis dan Interpretasinya (2)
Interpretasi uji beban :Cara DavissonCara MazurkiewicsCara Chin
Kurva load vs settlement uji beban siklik
0
5
10
15
20
25
30
350 200 400 600 800 1000 1200 1400 1600
APPLIED LOAD (TONS)
SETT
LEM
ENT
(MM
)
Cycle 1 Cycle 2 Cylce 3Cylce 4 Cycle 5 Cycle 6
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41
0
5
10
15
20
25
30
350 200 400 600 800 1000 1200 1400 1600
APPLIED LOAD (TONS)
SETT
LEM
ENT
(MM
)Cara Davisson
Metode Davisson
EAQL
e =
12015,0 Dx +=
inch
dimana e = penurunan elastis Q = beban uji yang diberikan L = panjang tiang A = luas penampang tiang E = modulus elastisitas tiang
XQult = 1415 ton
Cara Mazurkiewics
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01/10/2012
42
y = 0.0006x + 0.0036
0
0.005
0.01
0.015
0.02
0.025
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00SETTLEMENT (mm)
SETT
LEM
ENT/
LOA
D (m
m/to
n)
Cara Chin
Metode Chin
21 CCQ +=
1
1C
Qu =
Qu koreksi = 0,8 Qu
1/Qult = 0,0006 Qult = 1666,67 ton Faktor reduksi = 20 % Qult koreksi = 1333 ton
C2
0
5
10
15
20
250 200 400 600 800 1000 1200 1400 1600
Loads (ton)
Sett
lem
ent (
mm
)
Cara Davisson untuk cylce ke-6
Qult = 1505 ton
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43
Cara Chin untuk cycle ke-6
y = 0.0005x + 0.0036
0
0.002
0.004
0.006
0.008
0.01
0.012
0.014
0.016
0.018
0 5 10 15 20 25Settlement (mm)
Settl
em
en
t/Lo
ad
(mm
/ton
)
1/Qult = 0,0005 Qult = 2000 ton Faktor reduksi = 20 % Qult koreksi = 1600 ton
NEGATIVE SKIN FRICTION :Terjadi kondisi dimana Pondasi direncanakan akan dipancang sampai
lapisan tanah keras sementara tanah di atasnya adalah lapisan kompresibel,
yang di atasnya terdapat timbunan. Tanah kompresibel ini akan mengalami
konsolidasi akibat adanya pertambahan beban timbunan. Selama proses
konsolidasi ini tanah akan bergerak relatif terhadap tiang. Sehingga,
menghasilkan tahanan geser ke bawah di sekeliling tiang
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NEGATIVE SKIN FRICTION :
Daerah Negative Skin Friction
Fill material
Soft soil,Consolidating soil
Bearing soil
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45
METODA PERHITUNGAN NEGATIVE SKIN FRICTION : Negative Skin Friction pada Kondisi Un-Drained :
dimana,
= faktor adhesi
Cu = undrained shear strength dari nilai N SPT
Ks = Koeffisien lateral earth pressure.
= interface sudut geser dalam antar tiang dan tanah.v = effective overbourden pressure.
Prakash dan Sharma, 1990
( )zKsCuP
vdiameterpile
LbLcLfx
LcLfxutseareafriction
+=
= ++=
+=
pi
tan5,0
lim
tanah lempung tanah pasir
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46
METODA PERHITUNGAN NEGATIVE SKIN FRICTION : Negative Skin Friction pada Kondisi Drained :
dimana,
o = Effective vertical stress at depth z
f = pile diameter
Le = panjang effective dari lapisan yang terkonsolidasi yang menimbulkannegative skin friction. Lc = 0.75 Le
No = Non dimensional factor.
+=
=
+=
=
=
=
LeLfz
z
LeLfz
z
negatif
zRN
zRQf
000
0
)(
pi
pi
Prakash dan Sharma, 1990
METODA PERHITUNGAN NEGATIVE SKIN FRICTION :
Non dimensional factor (No):
Prakash dan Sharma, 1990
Soil Type No
a. Uncoated Pile
- Sand 0.35 0.50
- Silt 0.25 0.35
- Clay 0.20 0.25
b. Coated Pile with Bitumen SL pile : = 0.2 ton/m2
Alternative Pelapisan Bitument :
- Untuk mengurangi pengaruh terjadinya konsolidasi tanah lunak akibat timbunandi atasnya bisa diupayakan dengan melakukan pelapisan bitument asphalt padatiang pancang sebelum dilakukan pemancangan.
- Pelapisan bitument dilakukan sepanjang lapisan lunak yang mengalami konsoli-dasi.
- Dengan pelapisan bitument tersebut, negative skin friction yang terjadi bisa di-minimasi.
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47
KAPASITAS IJIN TIANG YANG MENGALAMI NEGATIVE
SKIN FRICTION (NSF):
Prakash dan Sharma, 1990
SFNSFultimate
ijin
=
atau
NSFSFultimate
ijin =
SF berkisar antara 2,0 3,0
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Pile Group Efficiency
Salah satu perilaku tiang group adalah ada group efficincy yang Berhubunan dengan parak tiang tunggal dalam group tiang:
(Nav Doc, September 1986)
-
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49
Pile Group Efficiency CONVERSE LABARRE FORMULA (n-1)m + (m-1)n = 1 - { ------------------------- } / 90 m n
= Factor Effisiensi Group = arc tan d/s (in degree) m = jumlah baris n = jumlah pile pada satu baris d = diameter tiang s = jarak antara tiang ke tiang
l
m = 2 , n = 3 , d= 30 cm s=120 cm = arc tan 30/120
s
Transfer beban pada Group Tiang:
(Tomlinso, 1977)
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50
Settlement Analysis
Consolidation Settlement
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51
Seluruh dipikul air
Seluruh dipikul Tanah
U + U
S
pegas(tanah)
kecepatan air ditentukan permeabilitas
air
0 0
0
PEMODELAN KONSOLIDASI PRIMER
Akibat pertambahan beban kenaikan tekanan air pori
Keluarnya air dari pori tekanan air pori kembali lagi (tanah settle)
Kurva Test Konsolidasi
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Persamaan untuk Menghitung Penurunan Konsolidasi (Normally Consolidated Clay)
o
avo
o
cc
p
pplog
e1
HC
+
+
Dimana,
p0 = tekanan efektif akibat berat sendiri
pav = tambahan tekanan efektif akibat beban diatas lapisan kompresible
e0 = initial void ratio
Cc = compression index
Hc = tebal lapisan lempung
Calculation of Settlement (STA 0+490)
' 'b 'm 1 =o+s Cc eo s(t/m
3) (t/m
2) (t/m
2) (t/m
2) (t/m
2) (m)
1 0.0 - 3.0 3.02 3.0 - 6.0 3.03 6.0 - 9.0 3.04 9.0 - 11.6 2.65 11.6 - 12.9 1.36 12.9 - 17.0 4.17 17.0 - 24.0 7.08 24.0 - 26.5 2.59 26.5 30.0 3.510 30.0 - 33.0 3.0 0.7 2.1 1.1 4.04 5.1 0.05 0.6 0.0611 33.0 - 36.0 3.0 0.7 4.2 3.2 3.03 6.2 0.05 0.6 0.0312 36.0 - 39.0 3.0 0.7 6.3 5.3 2.36 7.6 0.05 0.6 0.0213 39.0 - 42.0 3.0 0.7 8.4 7.4 1.89 9.2 0.05 0.6 0.0114 42.0 - 44.0 2.0 0.7 9.8 9.1 1.65 10.8 0.07 0.55 0.0115 44.0 - 46.0 2.0 0.7 11.2 10.5 1.46 12.0 0.07 0.55 0.01
0.13AB Value Correction 0.7
0.09
No. Depth Tebal Lapisan (m)
Settlement (m)
Settlement (m)
31.5x0.7=22.0534.5x0.7=24.1537.5x0.7=26.2540.5x0.7=28.3543.0x0.7=30.1045.0x0.7=31.50
o
26.0927.1828.6130.2431.7532.96
0.0070.0050.0040.0030.0020.0020.023
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53
Contoh-Contoh Pemilihan Jenis Pondasi
Location of Soil Investigation
S-3
S-1
S-2
S-4
S-5
S-6
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Soil ProfileBH 1.0 (EL+0.473) BH 1.1 (EL+0.582) BH 1.2 (EL+1.895)
BH 1.0 (EL+0.473) BH 1.1 (EL+0.582) BH 1.2 (EL+1.895) BH 1.3 (EL+0.942) BH 1.4 (EL+0.415)
SPUN PILE PENETRATIONWITHOUT PRE-AUGER
SPUN PILE PENETRATION
WITH PRE-AUGER
PIPE PILE PENETRATION
ESTIMATED MAXIMUM
ESTIMATED MAXIMUM
ESTIMATED MAXIMUM STEEL
( = 600 mm, thickness = 140 mm)
Figure 8 - Estimated Maximum Length of Pile Penetration (Tank-1)Maximum penetration for precast concrete pile
Without preauger
With preauger
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55
BH 2.0 (EL+0.657) BH 2.1 (EL+0.406) BH 2.2 (EL+1.807) BH 2.3 (EL+1.987) BH 2.4 (EL+1.060)
WITHOUT PRE-AUGERSPUN PILE PENETRATIONESTIMATED MAXIMUM
ESTIMATED MAXIMUMSPUN PILE PENETRATIONWITH PRE-AUGER
ESTIMATED MAXIMUM STEELPIPE PILE PENETRATION( = 600 mm,thickness = 140 mm)
Figure 9 - Estimated Maximum Length of Pile Penetration (Tank-2)
BH 1.0 (EL+0.473) BH 1.1 (EL+0.582) BH 1.2 (EL+1.895) BH 1.3 (EL+0.942) BH 1.4 (EL+0.415)
SPUN PILE PENETRATIONWITHOUT PRE-AUGER
SPUN PILE PENETRATION
WITH PRE-AUGER
PIPE PILE PENETRATION
ESTIMATED MAXIMUM
ESTIMATED MAXIMUM
ESTIMATED MAXIMUM STEEL
( = 600 mm, thickness = 140 mm)
Figure 8 - Estimated Maximum Length of Pile Penetration (Tank-1)
Maximum penetration for steel pipe pileRecommended thickness 16 mm
BH 2.0 (EL+0.657) BH 2.1 (EL+0.406) BH 2.2 (EL+1.807) BH 2.3 (EL+1.987) BH 2.4 (EL+1.060)
WITHOUT PRE-AUGERSPUN PILE PENETRATIONESTIMATED MAXIMUM
ESTIMATED MAXIMUMSPUN PILE PENETRATIONWITH PRE-AUGER
ESTIMATED MAXIMUM STEELPIPE PILE PENETRATION( = 600 mm,thickness = 140 mm)
Figure 9 - Estimated Maximum Length of Pile Penetration (Tank-2)
BH 1.0 (EL+0.473) BH 1.1 (EL+0.582) BH 1.2 (EL+1.895) BH 1.3 (EL+0.942) BH 1.4 (EL+0.415)
SPUN PILE PENETRATIONWITHOUT PRE-AUGER
SPUN PILE PENETRATION
WITH PRE-AUGER
PIPE PILE PENETRATION
ESTIMATED MAXIMUM
ESTIMATED MAXIMUM
ESTIMATED MAXIMUM STEEL
( = 600 mm, thickness = 140 mm)
Figure 8 - Estimated Maximum Length of Pile Penetration (Tank-1)Recommended foundation for large tension load
Bored pile
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56
PEMANCANGAN
Pemancangan menggunakan Pontoon Hammer dng minimum energy 6 ton.m
-16 lws
-12 lws
URUTAN PEMANCANGAN DAN ANCHORING
1 2 3 4 5
Pemancangan sampai batas maksimal yang dapat ditembus (5.0 m) menggunakan minimal K-60
Pembersihan tanah / kotoran didalam pipa
Pemboran tanah dalam pipa untuk anchor
Pemasangan Ground anchor
Grouting & CuringPenegangan kabel untuk kelurusan
Pengecoran isi dalam tiang dengan menggunakan tremi, bucket cor diangkat menggunakan crane
Pengecoran plat form dan curing
Stresing kabelPengecoran kepala anchor.
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01/10/2012
57
5.0
0 m
5.0
0 m
6.30 m 5.00 m
7.00 m
DAMPAK PENGGALIAN TERHADAP
KESTABILAN TANAH
HASIL-HASIL PENYELIDIKAN TANAH (BH-355)
B.04
mixed with fines material
gravels & boulders andesite
KETERANGAN :
: Collovial deposit
B.03BH-355
B.05BH-355
G.W.L
TO JAKARTA
BH-355B.02
: Siltstone / claystone
G.W.L
0
1
3
5
10 M
G.W.L
BH-355
TO BANDUNG
B.01BH-355
z = 3.00 3.60
m
qu = 1.71
kg/cm2
c = 0.082
kg/cm2
= 80qc = 5 kg/cm
2
z = 3.50 4.00
m
qu = 1.1 kg/cm2
c = 0.482
kg/cm2
= 230qc = 25 kg/cm
2
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TIPIKAL BENTUK PIER
Tampak Atas
Tampak Samping Tampak Depan
Transfer beban pada Group Tiang:
(Tomlinso, 1977)
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Berikut ini adalah jarak Pile agar effiency group
menjadi optimal :
(Tomlinson, 1977)
Berikut ini adalah jarak Pile agar effiency group
menjadi optimal :
(Tomlinson, 1977)
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P existing tunggal pada Pile Group
8
2
4 5 6
7
1
9
3
X
Y
My
Mx
X
Y
P existing tunggal pada Pile GroupP Group My . X Mx . Y
P singgle = --------------- + --------------------- + -----------------N X 2 Y 2
P Singgle = Gaya Aksial yang bekerja pada tiang tunggal di koord ( x , y )P Group = Gaya Aksil yang bekerja pada Pile GroupN = Jumlah Tiang pada Pile GroupMy = Momen yang bekerja pada Pile Group arah sumbu yMx = Momen yang bekerja pada Pile Group arah sumbu xX & Y = Koordinat P singgle yang akan dicari Gayanya X 2 & Y 2 = Jumlah dari jarak koordinat kwadrat sumbu x dan sumbu y
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Pile No Sum P/n Xi Yi My X/xi2 Mx Y/yi2 Force Ext.
ton cm cm ton
1 23.6988 -400 400 -13.2124 0.3900 10.8763
2 23.6988 0 400 0.0000 0.3900 24.0888
3 23.6988 400 400 13.2124 0.3900 37.3012
4 23.6988 -400 0 -13.2124 0.0000 10.4864
5 23.6988 0 0 0.0000 0.0000 23.6988
6 23.6988 400 0 13.2124 0.0000 36.9112
7 23.6988 -400 -400 -13.2124 -0.3900 10.0964
8 23.6988 0 -400 0.0000 -0.3900 23.3088
9 23.6988 400 -400 13.2124 -0.3900 36.5213
-
DRIVEN PILE CAPACITY (ONSHORE AREA)USING SPT - DATABORED HOLE NUMBER DB-1 PROJECT PLAZA GALARA MALL PALUUSING PRECAST CONCRETE PILE LOCATION PALU , SELAWESI TENGAHUnit Weight 2,4 t/m3
Depth N-SPT L of Pile N average Nb Pile meter P ult P all Comp. P all Tensionmeter Dimension tonf tonf , SF tonf , SF
3,0 6,00,001,00 7 7,00 8,33 Dia of Pile m 0,4 162,12 56,15 24,272,00 8 7,50 9,25 L of Pile m 213,00 10 8,33 10,504,00 12 9,25 11,50 Dia of Pile m 0,5 209,80 73,23 30,665,00 12 9,80 11,75 L of Pile m 216,00 12 10,17 11,507,00 11 10,29 11,50 Dia of Pile m 0,6 260,33 91,52 37,198,00 11 10,38 11,50 L of Pile m 2110,00 12 10,56 12,2511,00 12 10,70 12,50 Dia of Pile m 0,8 369,97 131,76 50,6412,00 14 11,00 12,25 L of Pile m 2113,00 12 11,08 12,2514,00 11 11,08 11,6715,00 12 11,14 11,50 Dia of Pile m 0,4 254,54 87,36 38,7016,00 22 12,21 17,00 L of Pile m 2517,00 22 13,21 22,0018,00 20 13,93 21,00 Dia of Pile m 0,5 327,51 113,10 48,7619,00 20 14,50 20,00 L of Pile m 2520,00 22 15,21 21,0021,00 30 16,50 26,00 Dia of Pile m 0,6 404,23 140,39 58,9922,00 30 17,86 30,00 L of Pile m 2522,00 30 17,86 30,00 L of Pile m 2523,00 30 19,21 30,0024,00 30 20,50 30,00 Dia of Pile m 0,8 568,86 199,67 79,9125,00 38 22,36 34,00 L of Pile m 2526,00 38 24,07 38,0027,00 38 25,93 38,0028,00 51 28,79 44,5029,00 52 31,64 51,5030,00 52 33,79 52,00
Qu = 7 Nb. Ap + 0,32 N As (Tonf) Nb < 60
Qu = 400. Ap+{0,024 (N -53) +17,2} As (Tonf) Nb > 60
-
DRIVEN PILE CAPACITY (ONSHORE AREA)USING SPT - DATABORED HOLE NUMBER DB-1 PROJECT PLAZA GALARA MALL PALUUSING PRECAST CONCRETE PILE LOCATION PALU , SELAWESI TENGAHUnit Weight 2,4 t/m3
Depth N-SPT L of Pile N average Nb Pile meter P ult P all Comp. P all TensionDimension tonf tonf , SF tonf , SF
3,0 6,00,001,00 7 7,00 8,33 Dia of Pile m 0,4 363,07 123,84 55,402,00 8 7,50 9,25 L of Pile m 283,00 10 8,33 10,504,00 12 9,25 11,50 Dia of Pile m 0,5 466,07 159,75 69,695,00 12 9,80 11,75 L of Pile m 286,00 12 10,17 11,507,00 11 10,29 11,50 Dia of Pile m 0,6 573,95 197,65 84,158,00 11 10,38 11,50 L of Pile m 2810,00 12 10,56 12,2511,00 12 10,70 12,50 Dia of Pile m 0,8 804,39 279,38 113,6112,00 14 11,00 12,25 L of Pile m 2813,00 12 11,08 12,2514,00 11 11,08 11,6715,00 12 11,14 11,50 Dia of Pile m16,00 22 12,21 17,00 L of Pile m17,00 22 13,21 22,0018,00 20 13,93 21,00 Dia of Pile m19,00 20 14,50 20,00 L of Pile m20,00 22 15,21 21,0020,00 22 15,21 21,0021,00 30 16,50 26,00 Dia of Pile m22,00 30 17,86 30,00 L of Pile m23,00 30 19,21 30,0024,00 30 20,50 30,00 Dia of Pile m25,00 38 22,36 34,00 L of Pile m26,00 38 24,07 38,0027,00 38 25,93 38,0028,00 51 28,79 44,5029,00 52 31,64 51,5030,00 52 33,79 52,00
GROUP PILE CAPACITY
Qu = 400. Ap+{0,024 (N -53) +17,2} As (Tonf) Nb > 60
Qu = 7 Nb. Ap + 0,32 N As (Tonf) Nb < 60
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USING DIA 80 CmPile to Pile Distance 200 CmNUMBER OF PILEIN GROUP D S E m n Eff
80 200 21,8124675 1 2 0,878819680 200 21,8124675 1 3 0,838426280 200 21,8124675 2 2 0,757639380 200 21,8124675 3 3 0,676852380 200 21,8124675 2 3 0,7172458
BUILDING = PLAZA GALARA MALL PALUUsing Borep Pile Dia 80 Cm L=28 meter Using Borep Pile Dia 60 Cm L=28 meter
P all 1 275 190Cor of Load 1,4Dia 0,8 m Dia 0,6 mLenght 28 m Lenght 28 m
PILE in LOAD N of pile P all Group Remark LOAD N' of pile P all Group RemarkGroup Total 275 Total Total Total
1 P-1 1 275,00 P-1 1 190,002 P-2 2 483,35 P-2 2 333,953 P-3 3 691,70 P-3 3 477,904 P-4 4 833,40 P-4 4 575,815 P-5 5 930,67 P-5 5 643,016 P-6 6 1183,46 P-6 6 817,66
Ass LOAD LOAD N of Pile P all Group N' of pile P all Group Used UsedBuilding Total LL,DL =1 ton ton Dia 80 Dia 60
23456
Building Total LL,DL =1 Total Dia 80 ton Total Dia 60 ton Dia 80 Dia 601-G 733 524 3 691,70 4 575,81 31-E 916 654 3 691,70 6 817,66 31-D 536 383 2 483,35 3 477,90 22-G 789 564 3 691,70 4 575,81 32-E 867 619 3 691,70 5 643,01 32-D 692 494 3 691,70 4 575,81 33-G 687 491 3 691,70 4 575,81 33-E 858 613 3 691,70 5 643,01 33-D 694 496 3 691,70 4 575,81 34-G 675 482 3 691,70 4 575,81 34-E 801 572 3 691,70 4 575,81 34-D 731 522 3 691,70 4 575,81 34-C 323 231 1 275,00 2 333,95 24-B 317 226 1 275,00 2 333,95 24-A 350 250 1 275,00 2 333,95 25-G 490 350 2 483,35 3 477,90 25-E 682 487 3 691,70 4 575,81 35-D 761 544 3 691,70 4 575,81 35-C 476 340 2 483,35 3 477,90 35-B 423 302 2 483,35 2 333,95 25-A 502 359 2 483,35 3 477,90 3
5'-G1 436 311 2 483,35 2 333,95 26'-G1 384 274 1 275,00 2 333,95 26'-E1 627 448 2 483,35 3 477,90 27'-G1 354 253 1 275,00 2 333,95 27'-E1 510 364 2 483,35 2 333,95 27'-D1 636 454 2 483,35 3 477,90 27'-C1 444 317 2 483,35 2 333,95 28'-G1 278 199 1 275,00 2 333,95 28'-E1 336 240 1 275,00 2 333,95 28'-D1 388 277 2 483,35 2 333,95 28'-C1 471 336 2 483,35 3 477,90 28'-B1 62 44 1 275,00 1 190,00 19'-G1 210 150 1 275,00 1 190,00 19'-E1 229 164 1 275,00 1 190,00 1
73 1026,9056 104 822,9312 47 35 938,1064
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LATERAL CAPACITY OF PILE FOR NON COHESSIVE SOIL
Soil Type
`
Nh ( kN/m3)
Dry or moist sand Loose : 1800 - 2200Medium : 5500-7000
Dense : 15000-18000Submerged sand Loose : 1000 - 1400
Medium : 3500 - 4500Dense : 9000 - 12000
DIAMETER OF PILE 0,4 M Nh 14000 kN/m3LENG OF PILE (L) 28 M
Allowable lateral displacement at the top of the pile is 8 mm at z = 0,00 mAx 2,435
Ix 0,001256 m4 (1/64)(3,14 D^4)Ep 20000000 kN/m2 2000/cm^2T (Ep x Ix / nh)0,2T 1,1240311 Meter ``
L/T 24,91034 > 5 Remark < 5 Short Pile> 5 Long Pile
X (z) = Ax x (Qg . T3 / Ep . Ip)
Qg = ( X (z). Ep . Ip / Ax . T3)
Qg = 58,11332 kN
DIAMETER OF PILE 0,6 M Nh 14000 kN/m3LENG OF PILE (L) 28 M
Allowable displacement at the top of the pile is 8 mm at z = 0,00 mAx 2,435
Ix 0,0063585 m4Ep 20000000 kN/m2 2000/cm^2T (Ep x Ix / nh)0,2T 1,5547169 Meter
L/T 18,00971 > 5 Remark < 5 Short Pile> 5 Long Pile
X (z) = Ax x (Qg . T3 / Ep . Ip)
Qg = ( X (z). Ep . Ip / Ax . T3)
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Qg = 111,1787 kN
DIAMETER OF PILE 0,8 M Nh 14000 kN/m3LENG OF PILE (L) 28 M
Allowable displacement at the top of the pile is 8 mm at z = 0,00 mAx 2,435
Ix 0,020096 m4Ep 20000000 kN/m2 2000/cm^2T (Ep x Ix / nh)0,2T 1,9570518 Meter
L/T 14,30724 > 5 Remark < 5 Short Pile> 5 Long Pile
X (z) = Ax x (Qg . T3 / Ep . Ip)
Qg = ( X (z). Ep . Ip / Ax . T3)
Qg = 176,1666 kN
MAXIMUM LATERAL BASE REACTION AT TOP FOUNDATION
Max Lateral RemarkLateral GroupBase Reac Capacity
Max Lateral
NUMBER PILE in Group Found &Code Coordinate
Max Lateral30046 52850,0 OK Lateral less than Group ==>SAVE16565 35233,3 OK Base Reac Capacity19089 33353,6 OK21946 22235,7 OKNo 11 2 Dia 60 cm
No 53 3 Dia 80 cmNo 17 2 Dia 80 cmNo 6 3 Dia 60 cm
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LATERAL CAPACITY OF PILE FOR COHESSIVE SOIL
DIAMETER OF PILE 0,8 M
LENG OF PILE (L) 28 M
Young's modullus of soil E (kN/m2) 24000 kN/m2
Pile diameter (D) in meter 0,8 meter
Ip 0,020096 m4
Ep 20000000 kN/m2
2000/cm^2Poisson ratio ( ) 0,3k after Vesic (1963)
k = 0,65 x{Es D4/EpIp}^0,0833x[Es/(1-2)] 6563,5322R (Ep x Ip / k)^0,25 2,7973738
L/R 10,0094 > 5 Remark < 5 Short Pile> 5 Long Pile
Allowable lateral displacement at the top of the pile is 8 mm at z = 0,00 mA'x 1,85A'x 1,85
R 2,797374 Meter
X (z) = A'x . (Qg . R3 / Ep . Ip)
Qg = ( X (z). Ep . Ip / A'x . R3)
Qg = 79,3974 kN
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