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Daftar Isi
BAB 1
PENDAHULUAN.................................................................................1-1
BAB 2
METODOLOGI PENYELIDIKAN TANAH.................................... TANAH....................................2-2 2-2
2.1 2.2 2.2.1 2.2.2 2.2.3 2.2.4 2.3 2.3.1 2.3.2 2.3.3 2.3.4 2.3.5 2.3.6 BAB 3
LINGKUP PEKERJAAN ..............................................................................2-2 METODOLOGI PENYELIDIKAN TANAH LAPANGAN ..................................2-2 Pemboran .......................................... ................................................................ ............................................. ...............................2-2 ........2-2 Pengambilan Contoh Tanah Tidak Terganggu......................................2-3 SPT (Standard Penetration Test) Test) ............................................ ...........................................................2-4 ...............2-4 DCPT (Dutch Cone Penetration Test)/Sondir Test)/Sondir .......................................2-4 .......................................2-4 METODOLOGI PENYELIDIKAN TANAH LABORATORIUM ..........................2-4 Specific Gravity...................... Gravity ............................................. .............................................. .........................................2-5 ..................2-5 Water Content / Moisture Content Content ............................................. .........................................................2-5 ............2-5 Analisis Saringan dan Hidrometer........................... Hidrometer.................................................. .............................. .......2-5 2-5 Atterberg’s Limit .............................................. ..................................................................... ......................................2-6 ...............2-6 Triaxial-UU..................................................... Triaxial-UU............................... ............................................ .......................................2-6 .................2-6 Consolidation Test ........................................... .................................................................. ......................................2-6 ...............2-6 ANALISIS GEOTEKNIK ........................................... ................................................................ ........................ ...3-1 3-1
LASIFIKASI TANAH.............................................................................3-1 3.1 K LASIFIKASI 3.2 PROFIL LAPISAN TANAH .........................................................................3-2 3.3 PARAMETER TANAH ................................................................................3-9 3.3.1 Hasil Uji Laboratorium........................ Laboratorium............................................... .............................................. ........................... ....3-9 3-9 3.3.2 Korelasi Parameter Tanah..................... Tanah ........................................... ............................................ ........................ ..3-10 3-10 3.4 A NALISIS PENURUNAN 1-D K ONSOLIDASI ONSOLIDASI TERZAGHI ...........................3-11 3.4.1 Immediate atau Elastic Elastic Settlement (Si) .......................................... ................................................ ......3-11 3-11 3.4.2 Consolidation Settlement (Sc) ........................................... ..............................................................3-11 ...................3-11 3.4.3 Time Rate Consolidation.............................. Consolidation..................................................... ........................................3-12 .................3-12 3.4.4 Hasil Analisis Penurunan Penurunan Konsolidasi Konsolidasi ............................ ................................................3-13 ....................3-13
BAB 4
ANALISIS DAYA DAYA DUKUNG PONDASI TIANG ............................4-1 ............................4-1
4.1 4.1.1 4.1.2 4.1.3 4.1.4 4.1.5 4.2 4.3 4.4
K APASITAS APASITAS DAYA DUKUNG PONDASI TIANG ..........................................4-1 Kapasitas Daya Dukung Aksial Tiang Tunggal.....................................4-2 Tahanan Geser Selimut Tiang............................... Tiang...................................................... .................................4-2 ..........4-2 Tahanan Ujung Tiang ............................................. ................................................................... ...............................4-3 .........4-3 Kapasitas Tarik Tiang.................................... Tiang............................................................ ........................................4-4 ................4-4 Kapasitas Lateral Tiang Tunggal .......................................... ..........................................................4-4 ................4-4 PENENTUAN PARAMETER ........................................................................4-6 ........................................................................4-6 APASITAS DAYA DUKUNG IJIN TIANG ..................................................4-7 K APASITAS HASIL A NALISIS DAYA DUKUNG PONDASI TIANG ..................................4-8
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BAB 5
KESIMPULAN.....................................................................................5-1
LAMPIRAN A: Boring Log LAMPIRAN B: CPT Log LAMPIRAN C: Hasil Uji Laboratorium LAMPIRAN D: Perhitungan Daya Dukung Pondasi Tiang
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BAB 5
KESIMPULAN.....................................................................................5-1
LAMPIRAN A: Boring Log LAMPIRAN B: CPT Log LAMPIRAN C: Hasil Uji Laboratorium LAMPIRAN D: Perhitungan Daya Dukung Pondasi Tiang
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Daftar Gambar
G AMBAR 1-1
LOKASI TITIK PENYELIDIKAN T ANAH ......................................................1-1
G AMBAR 2-1
ROTARY DRILLING MACHINE ...................................................................2-3
G AMBAR 2-2
................................................................. ..........................................2-3 ....................2-3 T ABUNG SHELBY...........................................
G AMBAR 2-3
SPLIT SPOON SAMPLER ..........................................................................2-4
G AMBAR 3-1
PROFIL LAPISAN TANAH POTONGAN A-A DI LOKASI KOLAM RENANG ................................................................ ..........................................3-3 ....................3-3 T ANJUNG REDEP ..........................................
G AMBAR 3-2
PROFIL LAPISAN TANAH POTONGAN B-B DI LOKASI KOLAM RENANG ................................................................ ..........................................3-4 ....................3-4 T ANJUNG REDEP ..........................................
G AMBAR 3-3
PROFIL LAPISAN TANAH POTONGAN C-C DI LOKASI KOLAM RENANG ................................................................ ..........................................3-5 ....................3-5 T ANJUNG REDEP ..........................................
G AMBAR 3-4
PROFIL LAPISAN TANAH POTONGAN D-D DI LOKASI KOLAM RENANG ................................................................ ..........................................3-6 ....................3-6 T ANJUNG REDEP ..........................................
G AMBAR 3-5
PROFIL LAPISAN TANAH POTONGAN E-E DI LOKASI KOLAM RENANG ................................................................ ..........................................3-7 ....................3-7 T ANJUNG REDEP ..........................................
G AMBAR 3-6
PROFIL LAPISAN TANAH POTONGAN F-F DI LOKASI KOLAM RENANG ................................................................ ..........................................3-8 ....................3-8 T ANJUNG REDEP ..........................................
G AMBAR 3-7
GRAFIK C VS KEDALAMAN.......................................................................3-9
G AMBAR 3-8
GRAFIK
G AMBAR 3-9
GRAFIK CC VS KEDALAMAN ..................................................................3-10
G AMBAR 3-10
KORELASI ANTARA NILAI N-SPT DENGAN KUAT GESER UNDRAINED (TERZAGHI & PECK, 1967) ..................................................................3-10
G AMBAR 3-11
KORELASI ANTARA NILAI N-SPT DENGAN SUDUT GESER D ALAM .................................................................. ............................................. ......................... ...3-11 3-11 (TERZAGHI) ...........................................
G AMBAR 3-12
GRAFIK
VS KEDALAMAN ......................................................................3-9
PENURUNAN KONSOLIDASI UNTUK BEBERAPA VARIASI TINGGI
................................................................ ............................................ ............................. .......3-14 3-14 TIMBUNAN ..........................................
G AMBAR 3-13
GRAFIK TIME RATE CONSOLIDATION ....................................................3-14 iii
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G AMBAR 4-1
RUANG LINGKUP PERHITUNGAN PONDASI ............................................4-1
G AMBAR 4-2
D AYA DUKUNG AKSIAL PONDASI TIANG ................................................4-2
G AMBAR 4-3
F AKTOR ADHESI API METHOD 2 (1986) ...............................................4-3
G AMBAR 4-4
KURVA P-Y UNTUK TIANG DENGAN BEBAN L ATERAL ............................4-4
G AMBAR 4-5
PENENTUAN BENTUK KURVA P-Y LEMPUNG LUNAK HINGGA K AKU (M ATLOCK) .............................................................................................4-5
G AMBAR 4-6
PENENTUAN KEDALAMAN KRITIS TIANG DENGAN BEBAN L ATERAL P ADA T ANAH NON-KOHESIF (REESE, COX, DAN COOP).................................4-6
G AMBAR 4-7
PENENTUAN KURVA P-Y P ASIR (REESE, COX, DAN COOP) .................4-6
G AMBAR 4-8
MINIMAL TEBAL D ATA T ANAH DI B AWAH D ASAR PONDASI UNTUK PERHITUNGAN K APASITAS D AYA DUKUNG UJUNG................................4-7
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Daftar Tabel
T ABEL 3-1
KLASIFIKASI T ANAH LEMPUNG BERDASARKAN N-SPT ......................... 3-1
T ABEL 3-2
KLASIFIKASI T ANAH P ASIR BERDASARKAN N-SPT............................... 3-1
T ABEL 3-3
P ARAMETER UNTUK PERHITUNGAN PENURUNAN DAN WAKTU KONSOLIDASI.. ................................................................................................. 3-13
T ABEL 4-1
KOREKSI NILAI N-SPT ...................................................................... 4-7
T ABEL 4-2
R ANGKUMAN HASIL PERHITUNGAN KAPASITAS PONDASI TIANG .............. 4-9
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Sehubungan dengan detail desain kolam renang di Tanjung Redeb – Berau, Kalimantan Timur, PT. Byma Arsihas telah melakukan penyelidikan tanah untuk mendapatkan data keadaan tanah untuk selanjutnya data tersebut digunakan untuk keperluan analisis geoteknik di lokasi kolam renang tersebut. Penyelidikan tanah yang dilakukan berupa pemboran sebanyak 5 titik, uji sondir sebanyak 12 titik, dan pengujian laboratorium. Penyelidikan tanah tersebut dilakukan mulai tanggal 29 Januari 2007 hingga tanggal 11 Februari 2007. Adapun lokasi penyelidikan tanah tersebut dapat dilihat pada Gambar 1-1.
BH-1 S-01
S-06
S-02 BH-04 S-03 S-09
BH-02
S-05
S-07 BH-03 BH-05 S-04
U
S-08
Gambar 1-1 Lokasi Titik Penyelidikan Tanah
1-1
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2.1
LINGKUP PEKERJAAN
Lingkup pekerjaan penyelidikan tanah ini meliputi penyelidikan lapangan dan pengujian laboratorium yang terdiri dari: 1. Penyelidikan lapangan yang dilakukan meliputi: a. 3 (tiga) titik pemboran mesin hingga kedalaman 40 m b. 2 (dua) titik pemboran mesin hingga kedalaman 30 m c. 12 (dua belas) titik penyondiran dengan alat sondir kapasitas 2-ton d. Standard Penetration Test e. Pengambilan undisturbed soil samples 2. Pengujian laboratorium yang dilakukan meliputi: a. Uji index properties b. Analisis butiran tanah c. Triaxial UU Test d. Consolidation Test
2.2
METODOLOGI PENYELIDIKAN TANAH LAPANGAN
Penyelidikan tanah yang dilakukan sesuai dengan American Standard for Testing Material (ASTM). Penyelidikan tanah ditujukan untuk memahami struktur tanah dan sifat mekanika tanah di wilayah proyek. Lingkup pekerjaan penyelidikan tanah yang dilakukan meliputi:
2.2.1
Pemboran
Pemboran inti sebanyak 5 titik bor. Sebanyak 3 titik dilakukan hingga mencapai kedalaman pemboran sedalam 40 m dan 2 titik dilakukan hingga kedalaman 30 m. Selama pengeboran, dilakukan pengamatan secara visual terhadap perlapisan tanah. Pada kedalaman tertentu dilakukan pengambilan contoh tanah (disturbed sample dan undisturbed sample) dan Standard Penetration Test (SPT). Prosedur pelaksanaan dan peralatan pemboran dalam mengacu pada ASTM D 1452-80, “Standard Practice for Soil Investigation and Sampling by Auger Borings”, ASTM D 420 - 93, “Standard Guide for Investigating and Sampling Soil and Rock”, ASTM D 2488 - 93, “Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)” dan ASTM D 2113 – 83, “Standard Practice for Diamond Core Drilling for Site Investigation”. Data hasil pemboran dalam disajikan dalam field logs (Bore - Logs) yang didalamnya tercakup: identifikasi proyek, nomor boring, lokasi, orientasi, tanggal mulai pemboran, tanggal akhir pemboran, dan nama operator, elevasi koordinat bagian atas bore hole, klasifikasi/deskripsi tanah (kekerasan, warna, derajat pelapukan, dan identifikasi lainnya yang masih berhubungan), deskripsi litologi, kondisi air tanah, pengambilan contoh tanah, in situ test di bore hole, dst.
2-2
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Gambar 2-1 Rotary drilling machine
2.2.2
Pengambilan Contoh Tanah Tidak Terganggu
Undisturbed samples yang dilaksanakan adalah sebanyak 20 tabung untuk keperluan uji laboratorium. Pelaksanaan pengambilan contoh tanah tidak terganggu mengacu pada ASTM D 1587-94 “Standard Practice for Thin-Walled Tube Geotechnical Sampling of Soils”. Contoh tanah undisturbed diambil dari kedalaman tertentu dengan menggunakan Shelby tube sampler (thin walled tube sampler). Kemudian contoh tanah dilindungi dari goncangan, getaran dan perubahan kadar air, yang bertujuan untuk menjaga struktur tanah dan komposisi fisiknya tetap seperti kondisi aslinya, sampai contoh tersebut dikeluarkan untuk kemudian diuji di laboratorium. Kedalaman bagian atas contoh dan panjang sampler dicatat di boring log.
Gambar 2-2 Tabung shelby 2-3
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2.2.3
SPT (Standard Penetration Test)
SPT (Standard Penetration Test) yang dilakukan adalah sebanyak 110 test dengan interval kedalaman lebih kurang setiap 1.5 m. Prosedur pelaksanaan dan peralatan Standard Penetration Test mengacu pada ASTM D 1586 – 84, "Standard Method for Penetration Test and Split Barrel Sampling of Soils". Hammer yang digunakan seberat 140 lbs (63 kg) dengan tinggi jatuh 30” (76.2 cm). Jumlah total tumbukan yang dibutuhkan untuk penetrasi tanah 3 × 15 cm dicatat. Nilai SPT, dinyatakan dengan nilai N, didapat dari jumlah tumbukan yang diperlukan untuk penetrasi 2 × 15 cm terakhir.
Gambar 2-3 Split spoon sampler
2.2.4
DCPT (Dutch Cone Penetration Test)/Sondir
Prosedur pelaksanaan Dutch Cone Penetration Test (DCPT) dilakukan berdasarkan standar ASTM D 3441-86, “Method for Deep Quasi-Static, Cone and Friction Cone Penetration Tests of Soil”. Nilai tahanan ujung konus, q c, dan friksi lokal atau friksi selimut, f s, diukur untuk setiap interval 20 cm. 2.3
METODOLOGI PENYELIDIKAN TANAH LABORATORIUM
Uji laboratorium yang dilaksanakan adalah:
Index properties Grainsize analysis Triaxial UU Consolidation
Metoda pelaksanaan uji laboratorium mengikuti standar-standar berikut ini:
2-4
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2.3.1
Specific Gravity
Specific gravity dari tanah, Gs, didefinisikan sebagai perbandingan massa volume partikel tanah di udara dengan massa volume yang sebanding dengan gas free distilled water di udara pada suhu kamar (umumnya 68° F {20° C}). Specific gravity ditentukan berdasarkan jumlah dari pycnometer yang sudah dikalibrasi, dimana massa dan suhu dari contoh tanah deaerasi/air distilasi diukur. Test dilakukan berdasarkan ASTM D 854-92, ”Standard Test Method for Specific Gravity of Soils”. Metoda ini digunakan pada contoh tanah dengan komposisi ukuran partikel lebih kecil daripada saringan No. 4 (4.75 mm). Untuk partikel dengan ukuran lebih besar dari saringan tersebut, prosedur pelaksanaan mengacu pada ”Test Method Specific Gravity and Absorption of Coarse Aggregate (ASTM C 127-88)”. Specific gravity dari tanah diperlukan untuk menentukan hubungan antara berat dan volume tanah, dan digunakan untuk perhitungan test laboratorium lainnya.
2.3.2 Water Content / Moisture Content
Moisture content, w, didefinisikan sebagai perbandingan antara berat air di dalam contoh tanah dengan berat partikel solid. Contoh basah mula-mula ditimbang, kemudian dikeringkan di dalam oven pada suhu 230° F (110° C) hingga mencapai berat konstan. Berat contoh setelah dikeringkan adalah berat partikel solid. Perubahan berat yang terjadi selama proses pengeringan setara dengan berat air. Untuk tanah organik, terkadang disarankan untuk menurunkan suhu pengeringan hingga mencapai 140° F (60° C). Test dilakukan mengacu pada ASTM D 2216-92, ”Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock”. Moisture content diperlukan untuk menentukan properties tanah dan dapat dikorelasikan dengan parameter-parameter lainnya.
2.3.3 Analisis Saringan dan Hidrometer
Test ini dilakukan dalam dua tahapan, yaitu: analisis saringan untuk tanah berbutir kasar (pasir, kerikil), dan analisis hidrometer untuk tanah berbutir halus (lempung, lanau). Tanah yang mengandung butiran kasar dan butiran halus di uji secara berurutan. Material dengan ukuran lebih kecil dari saringan No. 200 (0.075 mm atau lebih kecil) dianalisis dengan menggunakan hidrometer. Analisis saringan memberikan pengukuran secara langsung terhadap distribusi ukuran partikel tanah dengan cara melewatkan contoh pada sejumlah wire screens, dari ukuran yang terbesar hingga terkecil. Jumlah material yang tertahan di tiap-tiap saringan kemudian ditimbang. Prosedur pelaksanaan pengujian ini mengacu pada ASTM C 136-95a, ”Method for Sieve Analysis of Fine and Coarse Aggregates”. Pelaksanaan uji hidrometer mengacu pada Hukum Stokes. Diameter partikel tanah didefinisikan sebagai diameter bola yang memiliki unit massa dan kecepatan jatuh yang sama dengan partikel tanah. Jadi distribusi ukuran partikel didapatkan dengan menggunakan sebuah hydrometer untuk mengukur perubahan specific gravity, suspensi tanah-air seperti partikel tanah mengendap. Hasil analisis dicatat dalam combined grain size distribution plot sebagai persentase contoh yang lebih kecil beratnya versus log diameter partikel. Data ini diperlukan di dalam klasifikasi tanah. Kurva tersebut juga dapat menunjukkan parameter-parameter lainnya, seperti diameter 2-5
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efektif (D10) dan koefisien uniformity (Cu). Test dilakukan berdasarkan ASTM D 422-63 ”Method for Particle Size Analysis of Soils”, dan ASTM D 1140 – 92 ”Test Method for Amount of Material in Soils Finer than the No.200 (75- μm) Sieve”.
2.3.4 Atterberg’s Limit
Liquid limit dilakukan dengan cara meletakkan pasta tanah dalam mangkuk kuningan kemudian digores tepat ditengahnya dengan alat penggores standar. Dengan menjalankan alat pemutar, mangkuk kemudian dinaikturunkan dari ketinggian 0.4 inci (10 mm) dengan kecepatan 2 drop/detik. Liquid limit dinyatakan sebagai moisture content dari tanah yang dibutuhkan untuk menutup goresan yang berjarak 0.5 inci (13 mm) sepanjang dasar contoh tanah dalam mangkuk sesudah 25 pukulan. Pengujian dilakukan menurut ASTM D 4318. Plastic limit ditentukan dengan mengetahui secara pasti moisture content terkecil, dimana material dapat digulung hingga diameter 0.125 inches (3.2 mm) tanpa mengalami keretakan. Pengujian dilakukan sesuai dengan ASTM D 4318-95, ”Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils”. Shrinkage limit (SL) didefinisikan sebagai water content maksimum dimana pengurangan water content tidak akan menurunkan volume dari massa tanah. Pengujian dilakukan dengan mengacu pada ASTM D 427-93, ”Test Method for Shrinkage Factors of Soils”. Nilai-nilai ini digunakan didalam klasifikasi tanah dan dapat dikorelasikan dengan parameterparameter lainnya.
2.3.5 Triaxial-UU
Tujuan test ini adalah untuk memperoleh parameter kekuatan tanah dalam kondisi undrained. Pada uji ini contoh yang diuji tidak diperkenankan untuk mengalami konsolidasi akibat tekanan confining dan selama geser berlangsung tidak diperkenankan adanya aliran (undrained). Dibutuhkan minimal tiga buah pengujian dengan tekanan confining yang berbeda-beda untuk mendapatkan parameter tegangan total. Jika selama pengujian tekanan air pori diukur, maka parameter tegangan efektif juga dapat diukur. Pengujian dilakukan menurut ASTM D 2850-95, “Test Method for Unconsolidated, Undrained Compressive Strength of Cohesive Soils in Triaxial Compression”.
2.3.6
Consolidation Test
Test ini bertujuan untuk memperoleh nilai koefisien konsolidasi Cc dan Cv yang selanjutnya dipergunakan untuk memprediksi lamanya konsolidasi dan besarnya settlement. Metode yang digunakan dalam pengujian konsolidasi adalah pengujian konsolidasi satu dimensi. Pada uji ini spesimen diletakkan pada konsolidometer (oedometer) diantara dua batu pori sehingga memungkinkan terjadinya drainase. Berbagai prosedur pembebanan dapat digunakan selama pengujian. Pengujian dengan peningkatan pembebanan adalah yang paling umum digunakan. Pada prosedur ini, spesimen diberikan beban yang semakin bertambah. Biasanya beban awal yang digunakan besarnya 1/16 tsf (5 kPa) dan ditambah menjadi dua kalinya hingga mencapai 16 tsf (1600 kPa). Setelah pemberian beban, perubahan tingga sampel dimonitor umumnya selama 24 jam. Untuk mengevaluasi parameter rekompresi, siklus pembebanan unload/reload dapat dilakukan selama pembebanan. Agar diperoleh hasil pengamatan parameter rekompresi yang lebih baik untuk lempung terkonsolidasi berlebih (over consolidated clay), siklus 2-6
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unload/reload dilakukan setelah tekanan pra konsolidasi terdefinisikan. Setelah beban maksimum tercapai, beban dikurangi secara bertahap. Pengujian dilakukan menurut ASTM D 2435-90, ”Test Method for One Dimensional Consolidation Properties of Soils”. Data dari uji konsolidasi biasanya ditampilkan dalam grafik e-log p dengan plot angka pori (e) sebagai fungsi dari logaritma tekanan (p) atau dalam grafik ε-log p dimana ε adalah regangan dalam %. Parameter-parameter yang diperlukan untuk perhitungan penurunan dapat diperoleh dari kurva ini adalah: indeks kompresi (Cc), indeks rekompresi (Cr), tekanan pra konsolidasi (Po atau Pc) dan angka pori awal (eo).
2-7
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3.1
KLASIFIKASI TANAH
Dengan menggunakan nilai N-SPT dapat ditentukan konsistensi dari lapisan tanah lempung dan pasir seperti yang terlihat pada Tabel 3-1. Sedangkan untuk menentukan besarnya sudut geser dalam berdasarkan nilai N-SPT pada tanah pasir dapat digunakan Tabel 3-2. Tabel 3-1 Klasifikasi Tanah Lempung Berdasarkan N-SPT (After Bowles, 1988)
Consistency
N’70
Very soft
g y C n a u l N o c Y
Soft Medium
Remarks
0-2
Squishes between fingers when squeezed
3-5
Very easily deformed by squeezing
6-9
Stiff
g n i s a e r c n i
Very stiff Hard
d / e R d t n C e g e O A m e c
10-16
Hard to deform by hand squeezing
17-30
Very hard to deform by hand
> 30
Nearly impossible to deform by hand
Tabel 3-2 Klasifikasi Tanah Pasir Berdasarkan N-SPT (After Bowles, 1988)
Description
Dr
Very Loose
0
Loose
0.15
Medium
0.35
Dense
0.65
Very dense
0.85
SPT N’70 Fine
1-2
3-6
7-15
16-30
?
Medium
2-3
4-7
8-20
21-40
> 40
Coarse
3-6
5-9
10-25
26-45
> 45
Fine
26-28
28-30
30-34
33-38
Medium
27-28
30-32
32-36
36-42
Coarse
28-30
30-34
33-40
40-50
γ wet (kN/m3 )
11-16
14-18
17-20
17-22
φ
3-1
< 50
20-23
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3.2
PROFIL LAPISAN TANAH
Lapisan tanah di lokasi kolam renang secara umum terbagi atas tanah lempung lanauan dengan konsistensi sangat lunak (very soft), sedang hingga keras (medium stiff – hard) dan batuan lempung (claystone) pada kedalaman tanah keras. Selain itu, dijumpai batubara (coal) dan tanah organik (peat) di beberapa lokasi. Simplifikasi lapisan tanah yang dijumpai di lokasi kolam renang ini dapat dilihat pada Gambar 3-1 - Gambar 3-6.
3-2
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
A
BH-1 A
S-06
S-01
S-02 BH-04 S-03 S-09
BH-02
S-05
S-07 BH-03 BH-05 S-04 25.00m
S-06
15.00m
S-01
BH-01
qc (kg/cm 2)
S-08
U
qc (kg/cm 2)
2 1 1 2
SILTY CLAY, very soft N=1-2
1 1 1 1 1 1 1 3
qc>150
8 SILTY CLAY, med. stiff to very stiff
qc>150
N=8-21
21 73 100 100 100 100 100 100 100 100 100 100
CLAYSTONE N>100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-1 Profil lapisan tanah potongan A-A di lokasi Kolam Renang Tanjung Redep
3-3
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
BH-1 S-01
S-06
S-02 B BH-04
S-03 S-09
BH-02
S-05
B
S-07 BH-03 BH-05 S-04
30.00m
BH-04
U
28.00m
S-05
BH-02
1
1
1
1
1
1
1
1
1
1
1
1
1
qc (kg/cm2 )
SILTY CLAY, very soft N=1-2
1 8
2 25
2
SILTY CLAY, stiff to very stiff N=8-45
45
26
50
qc>150
14
55
86 SILTY CLAY, hard N>45
50 50
90 50
50
82
19
82 52
SILTY CLAY, very stiff N=19-26
20
100 100
COAL N=40-100
??? ???
26
40
68 PEAT N<1
1
???
40
100
100
100 100
100
100
100 100
100
CLAYSTONE N>100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-2 Profil lapisan tanah potongan B-B di lokasi Kolam Renang Tanjung Redep
3-4
S-08
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
BH-1 S-01
S-06
S-02 B BH-04
S-03 S-09
BH-02
S-05
B
S-07 BH-03 BH-05 S-04
30.00m
BH-04
S-05
BH-02
1
1
1
1
1
1
1
1
1
1
1
1
1
S-08
U
28.00m
qc (kg/cm2 )
SILTY CLAY, very soft N=1-2
1 8
2 25
2
SILTY CLAY, stiff to very stiff N=8-45
45
26
50
qc>150
14
55
86 SILTY CLAY, hard N>45
50 50
90 50
50
82
19
82 52
SILTY CLAY, very stiff N=19-26
20
100 100
??? ???
26
40
68
COAL N=40-100
PEAT N<1
1
???
40
100
100
100 100
100
100
100 100
100
CLAYSTONE N>100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-2 Profil lapisan tanah potongan B-B di lokasi Kolam Renang Tanjung Redep
3-4
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
BH-1 S-01
S-06
S-02 BH-04 S-03 C
BH-02
S-09
S-05
S-07 BH-03 BH-05 C S-04
U 25.00m
S-09
25.00m
S-07
qc (kg/cm2 )
33.00m
BH-03
qc (kg/cm2 )
BH-05
1
2
1
1
2
SILTY CLAY, very soft N=1-2
1
qc>150
1
2
1 2
2
???
5
qc>150
2 1
1
5 12 100 100 100
SILTY CLAY, medium stiff to stiff N=4-12
4 5 5 7
100 100 100 100
100 100 100 100 100 100
CLAYSTONE N>100
100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-3 Profil lapisan tanah potongan C-C di lokasi Kolam Renang Tanjung Redep
3-5
S-08
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
BH-1 S-01
S-06
S-02 BH-04 S-03 C
BH-02
S-09
S-05
S-07 BH-03 BH-05 C S-04
S-08
U 25.00m
S-09
25.00m
S-07
qc (kg/cm2 )
33.00m
BH-03
qc (kg/cm2 )
BH-05
1
2
1
1
2 1
qc>150
2
SILTY CLAY, very soft N=1-2
1
1
1
2
1 2
2
???
5
qc>150
5 12 100
SILTY CLAY, medium stiff to stiff N=4-12
4 5
100
5
100
7
100
100
100
100
100
100
100
100 100 100
CLAYSTONE N>100
100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-3 Profil lapisan tanah potongan C-C di lokasi Kolam Renang Tanjung Redep
3-5
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
D
BH-1 S-01
S-06 S-02
BH-04
S-03
S-09
BH-02 S-07
BH-05
D
S-04
30.00m
S-06
U
30.00m
S-07
BH-04
qc (kg/cm2)
qc (kg/cm2)
1 1 1
SILTY CLAY, very soft N=1-2
1 1 1 1
SILTY CLAY, med. stiff to very stiff N=8-25
8 25
qc>150
45 50 SILTY CLAY, hard N>45
55
qc>150
50 50
???
50 SILTY CLAY, very stiff N=19-20
19
???
20 40 100
???
???
COAL N=40-100
???
100 100 100
???
100 100
CLAYSTONE N>100
100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-4 Profil lapisan tanah potongan D-D di lokasi Kolam Renang Tanjung Redep
3-6
S-05
BH-03
S-08
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
D
BH-1 S-01
S-06 S-02
BH-04
S-03
S-09
BH-02 S-07
S-05
BH-03 BH-05
D
S-04
30.00m
S-06
S-07
BH-04
qc (kg/cm2)
S-08
U
30.00m
qc (kg/cm2)
1 1 1
SILTY CLAY, very soft N=1-2
1 1 1 1
SILTY CLAY, med. stiff to very stiff N=8-25
8 25
qc>150
45 50 SILTY CLAY, hard N>45
55
qc>150
50 50
???
50 SILTY CLAY, very stiff N=19-20
19
???
20 100
???
???
COAL N=40-100
40
???
100 100 100
???
100 CLAYSTONE N>100
100 100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-4 Profil lapisan tanah potongan D-D di lokasi Kolam Renang Tanjung Redep
3-6
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
E
S-06
BH-1
S-01
S-02 BH-04 S-03 BH-02 S-09
S-05 S-07 BH-03
BH-05
S-04
U
25.00m
25.00m
S-02
BH-01 2
25.00m
BH-02
qc (kg/cm2)
1
1
1
1
2
1 1
1
1
1
2
1
1
2
1
2
1
2
1
5
1
SILTY CLAY, medium stiff to very stiff 12 N=5-26 100
26
100
14
qc>150
100
86
100
90
8
100
50
21
100
82
73 100
100
82
SILTY CLAY, hard N>45
100
52 26
100
68
100
PEAT N<1
100
1
CLAYSTONE N>100
40
100
100
100 100
100
100
100
100
100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
qc (kg/cm2)
1
SILTY CLAY, very soft N=1-2
2
3
S-08
qc (kg/cm2)
1
1
1
E
25.00m
S-04
BH-03
1
CLAY
20.00m
S-08
CLAYSTONE
Gambar 3-5 Profil lapisan tanah potongan E-E di lokasi Kolam Renang Tanjung Redep
3-7
qc>150
qc>150
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
E
BH-1
S-06
S-01
S-02 BH-04 S-03 BH-02 S-09
S-05 S-07 BH-03
BH-05
S-04
U
25.00m
25.00m
S-02
BH-01 2
25.00m
BH-02
qc (kg/cm2)
1 1
2
1
1
1
1
1
1
2
1
1
2
1
2
1
2
SILTY CLAY, very soft N=1-2
2 1
5
1
SILTY CLAY, medium stiff to very stiff 12 N=5-26 100
14
100
86
100
90
8
100
50
21
100
82
73 100
100
82
SILTY CLAY, hard N>45
100
qc>150
qc>150
100
26
3
qc (kg/cm2)
1
1
qc>150
S-08
qc (kg/cm2)
1
1
1
E
25.00m
S-04
BH-03
1
CLAY
20.00m
S-08
52 26
100
68
100
PEAT N<1
100
1
CLAYSTONE N>100
40
100
100
100 100
100
100
100
100
100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-5 Profil lapisan tanah potongan E-E di lokasi Kolam Renang Tanjung Redep
3-7
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F
BH-1 S-01
S-06
S-02 BH-04 S-03 S-09
BH-02 S-05
S-07 BH-03
BH-05 S-04
U 64.00m
S-01
20.00m
S-05
qc (kg/cm2 )
BH-05
qc (kg/cm2) CH, SILTY CLAY, very soft
2 1 2
SILTY CLAY, very soft N=1-2
1 1 1 2 5 4
SILTY CLAY, medium stiff N=4-7
qc>150
5 5 7 100
qc>150
100 100 100 100
CLAYSTONE N>100
100 100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-6 Profil lapisan tanah potongan F-F di lokasi Kolam Renang Tanjung Redep
3-8
S-08
F
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
F
BH-1 S-01
S-06
S-02 BH-04 S-03 S-09
BH-02 S-05
S-07 BH-03
BH-05 S-04
S-08
U 64.00m
S-01
F
20.00m
S-05
qc (kg/cm2 )
BH-05
qc (kg/cm2) CH, SILTY CLAY, very soft
2 1 2
SILTY CLAY, very soft N=1-2
1 1 1 2 5 4
SILTY CLAY, medium stiff N=4-7
qc>150
5 5 7 100
qc>150
100 100 100 100
CLAYSTONE N>100
100 100
KETERANGAN :
SILTY CLAY, very soft
SILTY CLAY, SILTY CLAY, med. stiff to very stiff hard
COAL
PEAT
CLAYSTONE
Gambar 3-6 Profil lapisan tanah potongan F-F di lokasi Kolam Renang Tanjung Redep
3-8
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3.3
3.3.1
PARAMETER TANAH
Hasil Uji Laboratorium
Grafik parameter-parameter tanah hasil uji laboratorium ditunjukkan pada Gambar 3-7 Gambar 3-9. 2
UU, c (kN/m ) 0.00
0.05
0 BH-01
BH-02
4
BH-03
BH-04
6
BH-05
2
) m (
8
n a m 10 a l a d 12 e K
14 16
0.10
0.15
0.20
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3.3
3.3.1
PARAMETER TANAH
Hasil Uji Laboratorium
Grafik parameter-parameter tanah hasil uji laboratorium ditunjukkan pada Gambar 3-7 Gambar 3-9. 2
UU, c (kN/m ) 0.00
0.05
0.10
0.15
0.20
0 BH-01
BH-02
4
BH-03
BH-04
6
BH-05
2
) m (
8
n a m 10 a l a d 12 e K
14 16 18 20
Gambar 3-7 Grafik c vs kedalaman
UU, 0
1
2
(deg) 3
4
5
0
) m (
2
BH-01
BH-02
4
BH-03
BH-04
6
BH-05
n 8 a m a10 l a d e12 K
14 16 18 20
Gambar 3-8 Grafik 3-9
vs kedalaman
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Cc 0
0.2
0.4
0.6
0.8
1
0 2 4 ) 6 m (
n 8 a m a10 l a d e K12
BH-01
BH-02
16
BH-03
BH-04
18
BH-05
14
20
Gambar 3-9 Grafik Cc vs kedalaman
3.3.2
Korelasi Parameter Tanah
Parameter tanah ditentukan berdasarkan hasil penyelidikan tanah. Pada kondisi dimana tidak terdapat hasil pengujian tanah atau properti tanah sulit diukur secara langsung, parameter tanah ditentukan berdasarkan engineering judgment maupun korelasi terhadap properti tanah. Korelasi properti tanah disajikan dalam Gambar 3-10 dan Gambar 3-11.
Soil groups refer to Unified system
2
m / N k -
r
ht g n er t s
CH
Sowers
CL
a e h s d e ni ar d n U
SC-ML
Terzaghi and Peck
SPT N-value - blows/300 mm
Gambar 3-10 Korelasi Antara Nilai N-SPT Dengan Kuat Geser Undrained (Terzaghi & Peck, 1967)
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Gambar 3-11 Korelasi Antara Nilai N-SPT Dengan Sudut Geser Dalam (Terzaghi)
3.4 ANALISIS PENURUNAN 1-D KONSOLIDASI TERZAGHI
Settlement dari suatu lapisan tanah yang dibebani dapat dibedakan menjadi 2 (dua) jenis, yaitu : immediate/elastic settlement dan consolidation settlement. 3.4.1
Immediate atau Elastic Settlement (Si)
Elastic settlement dari tanah terjadi sewaktu atau setelah masa konstruksi suatu struktur. Persamaan untuk mengevaluasi besarnya elastic settlement rata-rata dari pondasi fleksibel di tanah
lempung jenuh (saturated clay) menurut Janbu, Bjerrum, dan Kjaernsli adalah sebagai berikut: Si
=
A 1 × A 2 ×
q o × B Es
dimana, qo
=
beban luar
Es
=
Young’s modulus
A1
=
koefisien modifikasi sebagai fungsi dari H/B
A2
=
koefisien modifikasi sebagai fungsi dari Df/B
Berdasarkan kondisi aktual di lapangan, elastic settlement pada lokasi kolam renang dapat diantisipasi dengan penimbunan kembali lokasi tanah yang sebelumnya digali untuk kebutuhan konstruksi, hingga mencapai kedalaman yang diinginkan (levelling). 3.4.2
Consolidation Settlement (Sc)
Consolidation settlement merupakan settlement yang bergantung pada waktu dan terjadi sebagai hasil dari pengaliran air pori dari rongga yang berada pada tanah lempung jenuh (saturated clayey soils). Pengaliran air pori dari rongga terjadi saat tanah lempung jenuh dikenai beban tambahan. Persamaan settlement konsolidasi satu dimensi adalah sebagai berikut :
3-11
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Normally consolidated clays:
SC
Cc × Hc p + Δp av × log 0 1 + e0 pc
=
Over consolidated clays dengan p o+Δ pav
SC
Cs × H c p + Δp av × log 0 1 + e0 pc
=
Over consolidated clays dengan p o
SC
Cs × H c p C × Hc p + Δp av log c + c log 0 1 + e0 p0 1 + e0 pc
=
dimana, po = Δpav = pc = eo = Cc = Cs = Hc =
tekanan tanah efektif di lapisan lempung pertambahan beban/tekanan rata-rata di lapisan lempung tekanan pre-consolidation initial void ratio di lapisan lempung compression index swelling index
tebal lapisan lempung
Total settlement (S )t dari tanah adalah sebagai berikut: St =
Si + Sc
3.4.3 Time Rate Consolidation
Konsolidasi adalah hasil disipasi dari excess tekanan air pori pada lapisan lempung. Disipasi tekanan air pori, pada suatu waktu, meningkatkan tekanan efektif, yang kemudian menyebabkan settlement. Untuk memperkirakan tingkat konsolidasi dari lapisan lempung pada waktu (t) setelah dikenai beban, tingkat disipasi excess tekanan air pori harus diketahui terlebih dahulu. Besar konsolidasi rata-rata dari lapisan lempung adalah sebagai berikut: U
=
St S max
dimana, St = settlement lapisan lempung pada waktu (t) setelah dikenai beban Smax = settlement konsolidasi maksimum pada lempung bila dikenai beban Lamanya waktu (t) untuk mencapai tingkat konsolidasi yang diinginkan dapat diperkirakan dengan menggunakan formula: t
=
Tv
× H2
Cv
dimana, H = drainage path maksimum C v = koefisien konsolidasi (hasil uji laboratorium) 3-12
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Tv
= faktor waktu non dimensional =
π ⎛ U% ⎞ ×⎜ ⎟ 4 ⎝ 100 ⎠
2
Penurunan konsolidasi dihitung berdasarkan teori konsolidasi satu dimensi dari Terzaghi: Sc
=
cc H 1 + e0
log
q 0
+ Δ p q 0
dimana:
3.4.4
Sc
: penurunan konsolidasi
cc
: koefisien konsolidasi
H
: tebal tanah lempung
e0
: angka pori awal
q 0
: tegangan efektif awal
Δp
: pertambahan tegangan akibat beban fondasi
Hasil Analisis Penurunan Konsolidasi
Berdasarkan data tanah di lokasi kolam renang, parameter yang digunakan untuk melakukan analisis konsolidasi ditunjukkan pada Tabel 3-3 . Tabel 3-3 Parameter untuk perhitungan penurunan dan waktu konsolidasi Bor. No. Kedalaman (m)
Cc
Cv 2
(cm /detik)
BH-01
16.00 - 16.55
0.594
0.00050
BH-02
16.00 - 16.55
0.143
0.00115
BH-03
2.50 - 3.00
0.560
0.00080
BH-04
11.00 - 11.55
0.561
0.00040
BH-04
27.00 - 27.50
0.207
0.00040
BH-05
2.50 - 3.00
0.617
0.00120
BH-05
16.00 - 16.50
0.587
0.00140
Analisis penurunan dilakukan pada analisis penurunan konsolidasi saja, mengingat kebiasaan di lapangan immediate settlement (penurunan elastis) akan diperbaiki langsung saat konstruksi dengan melakukan leveling pada elevasi design. Hasil analisis konsolidasi untuk kolam renang tanjung redeb ditunjukkan pada Gambar 3-12 dan Gambar 3-13.
3-13
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90.0
80.0
70.0 ) m m60.0 ( i s a d i l 50.0 o s n o K n 40.0 a n u r u n 30.0 e P 20.0
10.0
0.0 0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
Tinggi Timbunan (m) Penurunan Konsolidasi
Gambar 3-12 Grafik penurunan konsolidasi untuk beberapa variasi tinggi timbunan Waktu Konsol idasi (bulan) 0
100
200
300
400
500
600
700
800
900
1000
1100
0.00
10.00
20.00
30.00
) % ( i s a d i l o s n o K t a j a r e D
40.00
50.00
60.00
70.00
80.00
90.00
100.00
Waktu Konsolidasi
Gambar 3-13 Grafik time rate consolidation
3-14
1200
1300
1400
1500
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4.1
KAPASITAS DAYA DUKUNG PONDASI TIANG
Pondasi tiang biasa digunakan untuk memastikan suatu bangunan berada dalam kondisi aman. Situasi yang memerlukan tiang sebagai sistem pondasi adalah sebagai berikut: Lapisan tanah pada lokasi pekerjaan merupakan lapisan yang sangat kompresibel dan memiliki daya dukung yang rendah. Struktur atas menerima gaya horizontal. Struktur atas menerima gaya uplift. Pondasi tiang menahan beban kompresi melalui tahanan selimut dan tahanan ujung, beban uplift ditahan melalui tahanan selimut dan beban lateral ditahan oleh kekakuan tiang dan tanah disekelilingnya. Perhitungan kapasitas daya dukung pondasi dilakukan dengan meninjau beberapa kondisi sebagai berikut: 1. Kapasitas daya dukung tiang - Kapasitas daya dukung aksial tiang tunggal - Kapasitas daya dukung group tiang 2. Interaksi tanah dan group tiang
P
V
P P
M
TRANS
H
M
LONG
- Panjang pondasi tiang - Penulangan Pile Cap
P
H
Daya Dukung Pondasi Tiang Tunggal Analisa group tiang untuk gaya-gaya yang bekerja pada tiang pondasi
Gambar 4-1 Ruang Lingkup Perhitungan Pondasi
4-1
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4.1.1
Kapasitas Daya Dukung Aksial Tiang Tunggal
Secara umum, kapasitas daya dukung ultimate aksial dari pondasi tiang, dapat diperoleh dengan menjumlahkan kapasitas daya dukung ujung dan tahanan geser selimut tiang. Kapasitas daya dukung tersebut dapat ditulis seperti terlihat pada persamaan dibawah ini. Qu = Qp + Qs dimana: Qu
= kapasitas daya dukung ultimate
Qp
= kapasitas daya dukung ujung ultimate
Qs
= tahanan geser selimut tiang ultimate
Qs
Qp
Gambar 4-2 Daya Dukung Aksial Pondasi Tiang
4.1.2 Tahanan Geser Selimut Tiang
Tahanan geser selimut tiang ultimate dari pondasi pada tanah c- φ dapat dihitung berdasarkan persamaan sebagai berikut: Qs = Qsc + Qs
φ
dimana: Qs
= tahanan geser selimut tiang ultimate
Qsc
= kontribusi dari kohesi tanah, c (pada tanah lempung)
Qs
= kontribusi dari sudut geser dalam tanah, φ (pada tanah pasir)
φ
Secara umum, kontribusi kohesi tanah untuk tahanan geser selimut tiang ultimate dapat diperoleh dengan menggunakan persamaan sebagai berikut:
4-2
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Qsc
= ∑ α ⋅ cu −i ⋅ li ⋅ p
dimana: α
= faktor adhesi
cu-i
= kohesi tanah undrained pada lapisan ke-i
li
= panjang tiang pada lapisan ke-i
p
= keliling tiang
Besarnya nilai faktor adhesi, α, khususnya untuk tiang pancang, dapat ditentukan dengan menggunakan metoda dari API sebagai berikut:
Gambar 4-3 Faktor Adhesi API Method 2 (1986)
4.1.3 Tahanan Ujung Tiang
Secara umum, kapasitas daya dukung ujung pondasi tiang yang terletak pada lapisan tanah c- φ dapat dihitung berdasarkan persamaan sebagai berikut: Qp = Ap (c Nc* + q’ Nq *) dimana: Ap
= luas penampang bagian ujung tiang
c
= kohesi tanah pada bagian ujung tiang
q’
= tegangan vertikal efektif pada daerah ujung tiang
Nc*, Nq *
= Faktor daya dukung
Tahanan ujung tiang diperhitungkan untuk jenis tanah lempung, yaitu: Qp = 9 c Ap
4-3
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4.1.4
Kapasitas Tarik Tiang
Desain tiang terhadap beban tarik sangat penting untuk struktur yang mengalami beban seismik. Pada beberapa kondisi, kapasitas tarik tiang menentukan kedalaman penetrasi minimum yang diperlukan. Menurut Nicola dan Randolph (1993), pada tanah kohesif berbutir halus (fine grained), dimana pembebanan diasumsikan terjadi pada kondisi undrained, tahanan sisi tiang pada kondisi tekan dihitung sama dengan kondisi tarik. Sedangkan pada tanah non-kohesif atau tanah teralirkan bebas (free-draining), Nicola dan Randolph (1993) menyatakan bahwa tahanan sisi biasanya dihitung 70% dari tahanan sisi untuk kondisi tekan. Karena tanah dasar pada lokasi proyek terdiri dari tanah kohesif dan non kohesif, tahanan sisi untuk kondisi tarik dihitung 70% dari tahanan sisi untuk kondisi tekan. 4.1.5
Kapasitas Lateral Tiang Tunggal
Defleksi lateral tiang akibat beban aksial pada pondasi dapat meningkatkan kisaran tekanan elastik pada tiang. Akibatnya metoda yang digunakan harus mempertimbangkan kondisi tanah pada saat yields plastically up to end pada saat selama keruntuhan geser terjadi. Dengan menggunakan metoda p-y dari Matlock maka tegangan tanah dapat dianalisis. Metoda ini juga dapat memperhitungkan efek deformasi tanah plastis pada reaksi tiang. Berikut ini diuraikan penjelasan mengenai metoda p-y, yang diambil dari “Pile Design and Construction Practice” oleh Tomlinson. Bentuk dari kurva p-y dapat dilihat dalam Gambar 4-4 Kurva P-Y untuk Tiang dengan Beban Lateral . Tiap-tiap kurva menggambarkan tahanan lateral tanah pada kedalaman tertentu.
Gambar 4-4 Kurva P-Y untuk Tiang dengan Beban Lateral
Metoda untuk menggambarkan kurva p-y telah disusun untuk tanah dengan kenaikan modulus yang linear, misalnya pada lempung soft firm normally consolidated dan tanah granular. Faktor empirik diperoleh Matlock melalui pengujian pembebanan tiang lateral. Dalam metoda ini, langkah pertama adalah menghitung tahanan lateral ultimate tanah lempung akibat beban lateral. Pada dasarnya metoda Matlock serupa dengan metoda konvensional. Namun, faktor daya dukung untuk beban lateral N c didapatkan melalui pendekatan yang sedikit berbeda. Di bawah kedalaman kritis, rx , koefisien N c , diambil sebesar 9 (sembilan). Di atas kedalaman tersebut, N c , diperoleh melalui persamaan berikut ini: 4-4
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Nc = 3 +
γx
cu
+
Jx B
dimana: γ
= density dari tanah
x
= kedalaman dihitung dari permukaan tanah
c u
= undrained cohesion lapisan lempung
J
= factor empiris
B
= lebar pondasi tiang
Pengujian yang dilakukan oleh Matlock memberikan harga J pada saat keruntuhan berkisar dari 0.5 untuk lempung lunak hingga 0.25 untuk lempung yang lebih kaku. Kedalaman kritis diperoleh melalui persamaan berikut: xr=
6B γB + J cu
Tahanan ultimate di atas dan di bawah kedalaman kritis dinyatakan dalam kurva p-y sebagai gaya (pu ) per unit panjang tiang, yang tergantung pada undrained strength tanah (C u ). pu = Nc cu B Dari titik nol hingga titik a dalam Gambar 4-5, terlihat bahwa bentuk dari kurva p-y dihasilkan dari kurva tegangan-regangan yang diperoleh dari pengujian contoh tanah pada undrained triaxial compression, atau dari kurva load-settlement hasil plate loading test.
Gambar 4-5 Penentuan Bentuk Kurva P-Y Lempung Lunak Hingga Kaku (Matlock)
Bentuk kurva ditentukan berdasarkan persamaan berikut ini: p y = 0.53 pu y c y c adalah defleksi regangan pada saat tegangan sama dengan tegangan maksimum yang
dihasilkan dari kurva tegangan-regangan laboratorium. Matlock merekomendasikan nilai ratarata sebesar 0.010 untuk lempung normally consolidated untuk digunakan pada persamaan berikut ini: y c = 2.5 εc B 4-5
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
Prosedur yang sama juga dapat diterapkan untuk tanah pasir. Penurunan tahanan tanah lateral untuk pasir diberikan oleh Reese dkk. seperti terlihat pada Gambar 4-6 dan Gambar 4-7 berikut ini.
Gambar 4-6 Penentuan Kedalaman Kritis Tiang Dengan Beban Lateral Pada Tanah NonKohesif (Reese, Cox, dan Coop)
Gambar 4-7 Penentuan Kurva P-Y Pasir (Reese, Cox, dan Coop)
Dimana x adalah kedalaman di bawah permukaan tanah yang dipilih untuk kurva p-y tertentu.
4.2
PENENTUAN PARAMETER
Dalam melakukan analisis untuk desain pondasi diperlukan parameter-parameter yang akurat. Penentuan parameter tersebut dilakukan berdasarkan hasil penyelidikan tanah. Parameter tanah yang digunakan harus memenuhi persyaratan kedalaman dari pondasi tersebut seperti terlihat pada Gambar 4-8.
4-6
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a=4B
b=6-8 B
Le/B > 2.5 3-4B
Gambar 4-8 Minimal Tebal Data Tanah Di Bawah Dasar Pondasi Untuk Perhitungan Kapasitas Daya Dukung Ujung
Tabel 4-1 berikut ini menunjukkan besarnya koreksi terhadap nilai N-SPT yang diperoleh di lapangan tergantung dari metoda pelaksanaan yang digunakan. Tabel 4-1 Koreksi Nilai N-SPT Countr
Japan
US Argentina China
4.3
Hammer Type
Hammer Release
Estimated Rod Energy (%)
Correction Factor fo r 60% Rod Energy
Donut
Free Fall
78
78/60 = 1.30
Donut
Rope an Pulley with special throw release
67
67/60 = 1.12
Safety
Rope and Pulley
60
60/60 = 1.00
Donut
Rope and Pulley
45
45/60 = 0.75
Donut
Rope and Pulley
45
45/60 = 0.75
Donut
Free Fall
60
60/60 = 1.00
Donut
Rope and Pulley
50
50/60 = 0.83
KAPASITAS DAYA DUKUNG IJIN TIANG
Dalam analisis dengan metoda statik, beban desain dari tiang dengan panjang yang diketahui, secara umum telah diperhitungkan dengan cara membagi daya dukung ultimate pada lapisan tanah pendukung atau: Q all =
Qu SF
dimana: SF
= angka keamanan
4-7
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Kisaran angka keamanan terutama tergantung pada reliabilitas dari metoda analisis statik tertentu dengan pertimbangan-pertimbangan sebagai berikut:
• Faktor ketidakpastian data tanah yang ada. • Variasi dari lapisan tanah. • Efek dan konsistensi dari metoda instalasi tiang yang diusulkan. • Tingkat pengawasan konstruksi. Pada umumnya, angka keamanan yang sering digunakan berkisar antara 2 – 4 untuk kondisi operasional atau untuk beban yang bekerja selama operasi. Menurut Tomlinson (1977), penentuan kapasitas ijin dari tiang adalah seperti ditunjukkan pada persamaan berikut: Kapasitas ijin tiang =
Kapasitas ultimate tiang
2,5
Canadian Foundation Engineering Manual dan AASHTO 1992 menyarankan penggunaan angka keamanan sebesar 2.5 untuk kapasitas tiang. Selain harus mampu menahan beban yang bekerja pada kondisi operasional maka pondasi tiang juga harus mampu menahan beban yang bekerja pada kondisi gempa. Untuk itu, pondasi harus mampu mengantisipasi momen dan gaya cabut yang terjadi akibat kondisi gempa. Kapasitas tekan pondasi tiang terhadap beban gempa (temporary load) dimana beban gempa didasarkan pada Peraturan Gempa baru (2003) yang berlaku adalah 1.3 lebih besar daripada kapasitas ijin untuk kondisi operasi. Berdasarkan hal tersebut, untuk memenuhi persyaratan angka keamanan dalam seluruh desain pondasi tiang pada Kolam Renang Tanjung Redeb – Kab. Berau ini, diambil angka keamanan sebagai berikut: o o
o
4.4
Angka keamanan tekan pondasi tiang pada kondisi operasi = 2.0 Kapasitas ijin tekan saat kondisi gempa adalah 1,3 x kapasitas ijin untuk kondisi operasi, atau SF = 1.6 Angka keamanan tarik pondasi tiang =2.5
HASIL ANALISIS DAYA DUKUNG PONDASI TIANG
Pada analisis daya dukung pondasi tiang, digunakan tiang pancang (spun pile) dengan diameter 0.40 m, 0.45 m, 0.50 m dan 0.60 m. Rangkuman hasil perhitungan pondasi tiang dapat dilihat pada . Perhitungan pondasi tiang secara lengkap dapat dilihat pada Lampiran D.
4-8
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
Tabel 4-2 Rangkuman hasil perhitungan kapasitas pondasi tiang Kapasitas Tiang Ultimate (kN)
Properti Tiang Ref. Boring No.
Jenis Tiang
Diameter
Compression
Pull Out
(m)
Perkiraan Kedalaman Tiang (m)
BH-1
Spun Pile
0.40 0.45 0.50 0.60
25.00 25.00 25.00 25.00
1341.99 1602.51 1883.65 2507.79
498.64 562.85 628.85 759.56
BH-2
Spun Pile
0.40 0.45 0.50 0.60
20.00 20.00 20.00 20.00
1185.01 1407.36 1646.20 2173.36
476.90 538.02 600.57 724.64
BH-3
Spun Pile
0.40 0.45 0.50 0.60
16.00 16.00 16.00 16.00
1147.08 1383.25 1640.02 2215.43
354.62 400.15 446.83 539.36
BH-4
Spun Pile
0.40 0.45 0.50 0.60
18.00 18.00 18.00 18.00
1117.10 1304.45 1502.41 1930.12
559.63 630.94 703.54 847.80
BH-5
Spun Pile
0.40 0.45 0.50 0.60
21.00 21.00 21.00 21.00
1306.55 1562.65 1839.36 2454.63
470.46 530.85 592.74 715.44
4-9
Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur
Hasil penyelidikan lapangan dan test laboratorium di atas dapat disimpulkan sebagai berikut: 1.
Lapisan tanah pada lokasi kolam renang Tanjung Redep, Kab Berau pada umumnya adalah sebagai berikut : - Lapisan atas, merupakan tanah lunak (very soft – soft silty clay) yang merupakan jenis tanah aluvial endapan dari sungai Segah. Lapisan ini hingga pada elevasi -16.00 s/d -25.00 dari permukaan tanah. Lapisan ini sangat lunak dan sangat compresible. - Pada beberapa lokasi,dibawah lapisan lunak terdapat lapisan lempung sedang (medium silty clay). - Pada kedalaman 16.00 – 25.00 terdapa lapisan lempung keras (very stiff – hard clay), lapisan ini merupakan lapisan bearing stratum atau lapisan pendukung.
2.
Karena sifatnya yang lunak pada permkaan, timbunan langsung yang sifatnya struktural tidak direkomendasikan. Jika pekerjaan timbunan akan dilaksanakan perlu dilakukan perbaikan tanah.
3.
Direkomendasikan untuk setiap bangunan dipikul oleh pondasi tiang untuk menghindari penurunan yang besar dan differential settlement.
4.
Struktur yang dibangunan dengan melakukan galian hendaknya mempertimbangkan gaya up-lift karena muka air tanah pada lokasi tersebut cukup tinggi.
5-1
LAMPIRAN A
BORING LOG
P.T. PETROSOL
BORING LOG CLIENT
: PT.
BORING METHOD
PROJECT
: -
SPT
: Automatic hammer
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: February 09 to 11, 2007
BORE HOLE NO.
: B-1
DRILLER
: Endin A.M.
DEPTH
: 40.00 m
LOGGER
COORDINATE
: -
RECORDED
ELEVATION
: -
GROUND WATER LEVEL
: 0.00m (at the surface)
E L P M A S
) r H e T t P e E m D (
S C S U
T R A H C
L H O P B A M R Y G S
ROCK/SOIL DESCRIPTION
: CORING & SAMPLING
: Widoyoko BY
: Jeffrey
) r H e T t P e E m D (
) 2 m u c q / h ) g t m k p ( ( e D
SPT - N value BLOWS N PER FOOT PER CM 40 80
Y R E V ) O % C ( E R
40 80
SILTY CLAY, few fine sand, very soft.
0.00
1.20
02/30
3.00
01/52
4.50
01/53
6.70
02/30
8.00
01/50
9.50
01/53
11.55
01/50
13.00
01/55
14.55
01/52
16.55
01/46
18.00
01/52
19.70
03/30
21.70
08/30
23.15
21/30
24.70
73/30
26.15
50/10
27.55
50/13
29.00
50/12
2.50
3.00
6.00
6.55
CH
11.00
11.55
16.00
16.55
21.00
21.00
SILTY CLAY, yellowish brown to brownish grey, stiff to very stiff.
21.55
CH
24.50
CLAY / CLAYSTONE, brownish grey, hard.
N > 100
N > 100 l a m r o N s e m i T
N > 100
30.00
-
CONTINUE TO NEXT PAGE.
T X T . 1 B
Plate
P.T. PETROSOL
BORING LOG CLIENT
: PT.
BORING METHOD
PROJECT
: -
SPT
: Automatic hammer
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: February 09 to 11, 2007
BORE HOLE NO.
: B-1
DRILLER
: Endin A.M.
DEPTH
: 40.00 m
LOGGER
COORDINATE
: -
RECORDED
ELEVATION
: -
GROUND WATER LEVEL
: 0.00m (at the surface)
E L P M A S
) r H e T t P e E m D (
S C S U
T R A H C
L H O P B A M R Y G S
ROCK/SOIL DESCRIPTION
: CORING & SAMPLING
: Widoyoko BY
: Jeffrey
) r H e T t P e E m D (
) 2 m u c q / h ) g t m k p ( ( e D
SPT - N value BLOWS N PER FOOT PER CM 40 80
40 80
N > 100
CLAY / CLAYSTONE, brownish grey, hard.
30.00
Y R E V ) O % C ( E R
30.55
50/12
32.15
50/10
33.70
50/05
35.00
50/11
36.55
50/10
38.00
50/10
39.55
50/10
N > 100
32.00
CLAYEY GRAVEL, brownish grey, very dense.
N > 100
N > 100
GP
N > 100
N > 100
39.50 40.00
N > 100
PT
PEAT / COAL, black, dense.
END OF THIS BORING.
l a m r o N s e m i T T X T . a 1 B
Plate
P.T. PETROSOL
BORING LOG CLIENT
: PT.
BORING METHOD
: CORING & SAMPLING
PROJECT
: -
SPT
: Automatic hammer
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: February 03 to 04, 2007
BORE HOLE NO.
: B-2
DRILLER
: Endin A.M.
DEPTH
: 40.00 m
LOGGER
COORDINATE
: -
RECORDED
ELEVATION
: -
GROUND WATER LEVEL
: 0.00m (at the surface)
E L P M A S
) r H e T t P e E m D (
S C S U
T R A H C
L H O P B A M R Y G S
ROCK/SOIL DESCRIPTION
: Widoyoko BY
: Jeffrey
) r H e T t P e E m D (
) 2 m u c q / h ) g t m k p ( ( e D
SPT - N value BLOWS N PER FOOT PER CM 40 80
Y R E V ) O % C ( E R
40 80
SILTY CLAY, grey to yellowish grey, few sand, very soft.
0.00
1.00
01/62
3.00
01/76
4.50
01/54
6.50
01/63
8.00
01/59
9.50
01/54
11.50
01/51
13.15
02/31
14.65
02/30
16.65
26/30
18.15
14/30
19.70
86/30
21.15
90/25
22.70
50/13
24.15
82/27
25.70
82/30
27.15
52/30
2.50
3.00
6.00
6.50
CH
11.00
11.50
16.00
16.50
16.50
SILTY CLAY, yellowish grey to brownish grey, stiff to very stiff.
CH 19.50
SILTY CLAY, brownish grey, hard.
N > 100
N > 100
CH
27.50
28.70
CH 30.00
l a m r o N s e m i T
SILTY CLAY, brownish grey, very stiff.
26/30
-
CONTINUE TO NEXT PAGE.
T X T . 2 B
Plate
P.T. PETROSOL
BORING LOG CLIENT
: PT.
BORING METHOD
: CORING & SAMPLING
PROJECT
: -
SPT
: Automatic hammer
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: February 03 to 04, 2007
BORE HOLE NO.
: B-2
DRILLER
: Endin A.M.
DEPTH
: 40.00 m
LOGGER
COORDINATE
: -
RECORDED
ELEVATION
: -
GROUND WATER LEVEL
: 0.00m (at the surface)
E L P M A S
) r H e T t P e E m D (
S C S U
T R A H C
30.00
L H O P B A M R Y G S
ROCK/SOIL DESCRIPTION
: Widoyoko BY
: Jeffrey
) r H e T t P e E m D (
) 2 m u c q / h ) g t m k p ( ( e D
SPT - N value BLOWS N PER FOOT PER CM 40 80
SILTY CLAY, brownish grey, hard.
30.15
68/30
PEAT, black, very soft.
31.55
01/50
CLAY / CLAYSTONE, dark grey, hard.
33.15
40/30
34.15
50/12
36.00
50/12
37.55
50/10
39.15
50/05
Y R E V ) O % C ( E R
40 80
CH 31.50
PT 33.00
N > 100
N > 100
N > 100
39.00 40.00
N > 100 SANDSTONE, brownish grey, very dense.
END OF THIS BORING.
l a m r o N s e m i T T X T . a 2 B
Plate
P.T. PETROSOL
BORING LOG CLIENT
: PT.
BORING METHOD
PROJECT
: -
SPT
: Automatic hammer
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: January 31, 2007
BORE HOLE NO.
: B-3
DRILLER
: Endin A.M.
DEPTH
: 25.12 m
LOGGER
COORDINATE
: -
RECORDED
ELEVATION
: -
GROUND WATER LEVEL
: 0.00m (at the surface)
E L P M A S
) r H e T t P e E m D (
S C S U
T R A H C
L H O P B A M R Y G S
ROCK/SOIL DESCRIPTION
: CORING & SAMPLING
: Widoyoko BY
: Jeffrey
) r H e T t P e E m D (
) 2 m u c q / h ) g t m k p ( ( e D
SPT - N value BLOWS N PER FOOT PER CM 40 80
Y R E V ) O % C ( E R
40 80
SILTY CLAY, grey, very soft to soft.
0.00
3.00
1.00
01/71
2.50
01/52
4.65
02/30
6.50
01/53
8.00
01/52
9.65
02/30
11.70
02/30
13.15
05/30
14.70
12/30
16.00
50/08
17.55
50/08
19.00
50/10
20.55
50/08
22.00
50/06
23.55
50/11
25.00
50/12
3.52
6.00
CH
6.50
11.00
11.55
13.00
As above, medium stiff to stiff.
CH
N > 100 16.00
CLAY / CLAYSTONE, grey to dark grey, hard.
N > 100
N > 100
N > 100
N > 100
N > 100
N > 100 25.12
END OF THIS BORING.
l a m r o N s e m i T T X T . 3 B
Plate
P.T. PETROSOL
BORING LOG CLIENT
: PT.
BORING METHOD
PROJECT
: -
SPT
: Automatic hammer
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: February 05 to 07, 2007
BORE HOLE NO.
: B-4
DRILLER
: Endin A.M.
DEPTH
: 40.00 m
LOGGER
COORDINATE
: -
RECORDED
ELEVATION
: -
GROUND WATER LEVEL
: 0.00m (at the surface)
E L P M A S
) r H e T t P e E m D (
S C S U
T R A H C
L H O P B A M R Y G S
ROCK/SOIL DESCRIPTION
: CORING & SAMPLING
: Widoyoko BY
: Jeffrey
) r H e T t P e E m D (
) 2 m u c q / h ) g t m k p ( ( e D
SPT - N value BLOWS N PER FOOT PER CM 40 80
Y R E V ) O % C ( E R
40 80
SILTY CLAY, grey to dark grey, few sand, very soft.
0.00
1.00
01/69
3.00
01/52
4.50
01/50
6.50
01/53
8.00
01/61
9.50
01/55
11.50
01/50
13.15
08/30
14.65
25/30
16.70
45/30
18.15
50/30
19.70
55/30
21.15
50/12
22.55
50/12
24.15
50/10
25.70
19/30
27.70
20/30
29.15
40/30
2.50
3.00
6.00
CH
6.50
11.00
11.50
13.00
SILTY CLAY, yellowish grey, some sand, few fine gravel, stiff to very stiff.
CH 16.00
16.55
16.55
SILTY CLAY, reddish grey, few sand & gravel, hard.
CH
N > 100
21.00
As above, hard.
N > 100
CH
N > 100 24.50
SILTY CLAY, brownish grey, very stiff.
CH
29.00 30.00
PT
PEAT, black, dense.
l a m r o N s e m i T -
CONTINUE TO NEXT PAGE.
T X T . 4 B
Plate
P.T. PETROSOL
BORING LOG CLIENT
: PT.
BORING METHOD
PROJECT
: -
SPT
: Automatic hammer
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: February 05 to 07, 2007
BORE HOLE NO.
: B-4
DRILLER
: Endin A.M.
DEPTH
: 40.00 m
LOGGER
COORDINATE
: -
RECORDED
ELEVATION
: -
GROUND WATER LEVEL
: 0.00m (at the surface)
E L P M A S
) r H e T t P e E m D (
S C S U
T R A H C
L H O P B A M R Y G S
ROCK/SOIL DESCRIPTION
: Widoyoko BY
: Jeffrey
) r H e T t P e E m D (
) 2 m u c q / h ) g t m k p ( ( e D
SPT - N value BLOWS N PER FOOT PER CM 40 80
Y R E V ) O % C ( E R
40 80
N > 100
PEAT, black, dense.
30.00
30.55
50/08
32.00
50/10
33.55
50/07
35.00
50/08
36.55
50/10
38.00
50/10
39.55
50/12
N > 100
PT
33.50
: CORING & SAMPLING
N > 100 CLAY / CLAYSTONE, dark grey, hard.
N > 100
N > 100
N > 100
N > 100 40.00
END OF THIS BORING.
l a m r o N s e m i T T X T . a 4 B
Plate
P.T. PETROSOL
BORING LOG CLIENT
: PT.
BORING METHOD
: CORING & SAMPLING
PROJECT
: -
SPT
: Automatic hammer
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: February 02, 2007
BORE HOLE NO.
: B-5
DRILLER
: Endin A.M.
DEPTH
: 30.10 m
LOGGER
COORDINATE
: -
RECORDED
ELEVATION
: -
GROUND WATER LEVEL
: 0.00m (at the surface)
E L P M A S
) r H e T t P e E m D (
S C S U
T R A H C
L H O P B A M R Y G S
ROCK/SOIL DESCRIPTION
: Widoyoko BY
: Jeffrey
) r H e T t P e E m D (
) 2 m u c q / h ) g t m k p ( ( e D
SPT - N value BLOWS N PER FOOT PER CM 40 80
Y R E V ) O % C ( E R
40 80
SILTY CLAY, green to dark grey, very soft.
0.00
1.15
02/30
3.00
01/51
4.65
02/30
6.50
01/60
8.00
01/52
9.50
01/50
11.65
02/30
13.15
05/30
14.60
04/30
16.70
05/30
18.15
05/30
19.70
07/30
21.00
50/12
22.55
50/13
24.00
50/12
25.55
50/10
27.00
50/10
2.50
3.00
6.00
CH
6.50
11.00
11.50
13.00
As above, medium stiff.
16.00
16.55
CH
N > 100 21.00
CLAY / CLAYSTONE, grey to dark grey, hard.
N > 100
N > 100
N > 100
N > 100 l a m r o N s e m i T
N > 100 28.55
50/12
30.00
50/10
N > 100 30.10
END OF THIS BORING.
T X T . 5 B
Plate
LAMPIRAN B
CPT LOG
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 02 February, 2007.
POINT
: S.01
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: 0.00 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
5
OF
LOCAL FRICTION TO
CONE
RESISTANCE
R E T
10
E M n i H T P E D
15
20 l a m r o N s e m i T T X T . 1 0 S
CONE RESISTANCE >200 KG/CM2 Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 01 February, 2007.
POINT
: S.02
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: 0.00 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
OF
LOCAL FRICT-
5
ION TO
CONE
RESISTANCE
R E T E M
10
n i H T P E D
15
l a m r o N s e m i T
20
-
CONE RESISTANCE >200 KG/CM2
T X T . 2 0 S
Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 01 February, 2007.
POINT
: S.03
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: 0.00 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
OF
LOCAL FRICT5
ION TO
CONE
RESISTANCE
R E T E M n i
10
H T P E D
15
l a m r o N s e m i T
CONE RESISTANCE >200 KG/CM2
T X T . 3 0 S
20 Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 31 January, 2007.
POINT
: S.04
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: 0.00 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
OF
LOCAL FRICT5
ION TO
CONE
RESISTANCE
R E T E M n i
10
H T P E D
15
CONE RESISTANCE >200 KG/CM2
l a m r o N s e m i T T X T . 4 0 S
20 Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 31 January, 2007.
POINT
: S.05
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: 0.00 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
OF
LOCAL FRICT5
ION TO
CONE
RESISTANCE
R E T E M n i
10
H T P E D
15
l a m r o N s e m i T
CONE RESISTANCE >200 KG/CM2
T X T . 5 0 S
20 Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 02 February, 2007.
POINT
: S.06
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: 0.00 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO 5
OF
LOCAL FRICTION TO
CONE
RESISTANCE
R E T E
10
M n i H T P E D
15
l a m r o N s e m i T
20
T X T . 6 0 S
CONE RESISTANCE >200 KG/CM2 Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 30 January, 2007.
POINT
: S.07
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: 0.00 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
OF
LOCAL FRICT5
ION TO
CONE
RESISTANCE
R E T E M n i
10
H T P E D
15 CONE RESISTANCE >200 KG/CM2
l a m r o N s e m i T T X T . 7 0 S
20 Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 30 January, 2007.
POINT
: S.08
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: 0.00 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
OF
LOCAL FRICT5
ION TO
CONE
RESISTANCE
R E T E M n i
10
H T P E D
15
CONE RESISTANCE >200 KG/CM2
l a m r o N s e m i T T X T . 8 0 S
20 Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 29 January, 2007.
POINT
: S.09
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: 0.00 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
OF
LOCAL FRICT5
ION TO
CONE
RESISTANCE
R E T
CONE RESISTANCE >200 KG/CM2
E M n i
10
H T P E D
15
l a m r o N s e m i T T X T . 9 0 S
20 Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 03 February, 2007.
POINT
: S.10
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: +0.20 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
5
PERIMETER
LF/CR : RATIO
OF
LOCAL FRICTION TO
R
CONE
RESISTANCE
10
E T E M n i H T P E D
15
20
l a m r o N s e m i T -
CONE RESISTANCE >200 KG/CM2
T X T . 0 1 S
25 Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 03 February, 2007.
POINT
: S.11
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: +0.20 (at the surface)
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
5
OF
LOCAL FRICTION TO
CONE
RESISTANCE
R E T
10
E M n i H T P E D
15
20 l a m r o N s e m i T -
CONE RESISTANCE >200 KG/CM2
T X T . 1 1 S
Plate
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
P.T. PETROSOL
GRAPHS OF 2-ton DCPT CLIENT
: PT.
COORDINATES
: N =
E =
PROJECT
: -
ELEVATION
: -
LOCATION
: Tanjung Redep - Berau, Kaltim
DATE
: 29 January, 2007.
POINT
: S.12
OPERATOR
: Edi Suryono
GROUND WATER LEVEL
: -0.80
RECORDED
: Jeffrey
0
0 0 0
2 400 40
4 800 80
6 1200 120
8 1600 160
10 2000 200
12 2400 240
LF/CR (%) TF (kg/cm) CR (kg/cm2)
NOTE : CR : CONE RESISTANCE
IN
KG
PER CM2 TF : TOTAL FRICTION IN KG/CM
PERIMETER
LF/CR : RATIO
OF
LOCAL FRICT5
ION TO
CONE
RESISTANCE
R E T E M n i
CONE RESISTANCE >200 KG/CM2 10
H T P E D
15
l a m r o N s e m i T T X T . 2 1 S
20 Plate
LAMPIRAN C HASIL UJI LABORATORIUM
ATTERBERG LIMIT
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 01
DATE :
DEPTH (M)
16,00 - 16,50
REMARKS :
Tatang Feb. 2007
85 80
) % ( T75 N E T N70 O C R E65 T A W
60 55 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y 30 t i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
ML-OL
0 0
10
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
72.89
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
27.21
Classification =
90
45.68 CH
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 01
DATE :
DEPTH (M)
21,00 - 21,55
REMARKS :
Tatang Feb. 2007
40 ) 35 % ( T N30 E T N O C R25 E T A W20
15 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y t 30 i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
0 0
10
ML-OL
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
26.09
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
14.90
Classification =
90
11.19 CL
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 02
DATE :
DEPTH (M)
11,00 - 11,50
REMARKS :
Tatang Feb. 2007
95 90
) % ( 85 T N E80 T N O C75 R E T70 A W
65 60 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y 30 t i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
0 0
10
ML-OL
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
77.41
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
29.73
Classification =
90
47.68 CH
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 02
DATE :
DEPTH (M)
16,00 - 16,50
REMARKS :
Tatang Feb. 2007
55 50
) % ( T45 N E T N40 O C R E35 T A W
30 25 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y t 30 i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
ML-OL
0 0
10
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
40.82
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
24.00
Classification =
90
16.82 CL
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 03
DATE :
DEPTH (M)
2,50 - 3,00
REMARKS :
Tatang Feb. 2007
95 90
) % ( 85 T N E80 T N O C75 R E T70 A W
65 60 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y t 30 i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
ML-OL
0 0
10
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
78.36
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
30.25
Classification =
90
48.11 CH
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 03
DATE :
DEPTH (M)
11,00 - 11,55
REMARKS :
Tatang Feb. 2007
75 ) 70 % ( T N65 E T N O C R60 E T A W55
50 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y t 30 i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
ML-OL
0 0
10
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
63.45
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
26.06
Classification =
90
37.39 CH
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 04
DATE :
DEPTH (M)
11,00 - 11,50
REMARKS :
Tatang Feb. 2007
85 80
) % ( T75 N E T N70 O C R E65 T A W
60 55 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y t 30 i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
ML-OL
0 0
10
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
73.14
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
28.67
Classification =
90
44.47 CH
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 04
DATE :
DEPTH (M)
16,00 - 16,55
REMARKS :
Tatang Feb. 2007
50 ) 45 % ( T N40 E T N O C R35 E T A W30
25 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y t 30 i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
ML-OL
0 0
10
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
38.84
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
20.95
Classification =
90
17.89 CL
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 04
DATE :
DEPTH (M)
27,00 - 27,55
REMARKS :
Tatang Feb. 2007
65 60
) % ( T55 N E T N50 O C R E45 T A W
40 35 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y t 30 i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
ML-OL
0 0
10
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
50.00
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
25.27
Classification =
90
24.73 CL - CH
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 05
DATE :
DEPTH (M)
16,00 - 16,50
REMARKS :
Tatang Feb. 2007
90 85 ) 80 % ( T N75 E T N70 O C R65 E T A60 W
55 50 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y t 30 i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
0 0
10
ML-OL
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
66.92
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
24.14
Classification =
90
42.78 CH
100
LIQUID AND PLASTIC LIMIT DETERMINATION
LOCATION
:
TANJUNG REDEB
TESTED BY :
SAMPLE No.
B - 05
DATE :
DEPTH (M)
2,50 - 3,00
REMARKS :
Tatang Feb. 2007
95 90
) % ( 85 T N E80 T N O C75 R E T70 A W
65 60 NUMBER OF BLOWS
10
100
UNIFIED CLASSIFICATION 60 % 50 x e d 40 n I y t 30 i c i t a l P 20
CH
CL
OH - MH
10 CL-ML
0 0
10
ML-OL
20
30
40
50 60 Liquid Limit %
70
80
Liquid Limit, LL (%) =
73.73
Plastic Index, IP (%) =
Plastic Limit,PL (%) =
29.55
Classification =
90
44.18 CH
100
TRIAXIAL UU (UNCONSOLIDATED UNDRAINED)
TRIAXIAL COMPRESSION TEST
Location Boring Depth
TJ. REDEB - KALTIM B - 01 16,00 - 16,55
3
1' - 3'
0.50 1.00 1.50
0.411 0.457 0.499
Tested by: Date : Method :
3'
u
0.500 1.000 1.500
0.000 0.000 0.000
Maman U Feb, 2007 Unconsolidated Undrained
1'
1
0.911 1.457 1.999
( 1 + 3)
0.911 1.457 1.999
0.706 1.229 1.750
1.0
0.8 2 m c / g k0.6 s s e r t S r a0.4 e h S
0.2
0.0 0.0
0.2
0.4
0.6
0.8 1.0 1.2 Principal Stress kg/cm2
Cohesion (c) Angle of Int. Friction :
0.176 2.4
1.4
1.6
kg/cm2 o
1.8
2.0
TRIAXIAL COMPRESSION TEST
Location Boring Depth
TJ. REDEB - KALTIM B - 02 11,00 - 22,50
3
1' - 3'
0.50 1.00 1.50
0.130 0.143 0.166
Tested by: Date : Method :
3'
u
0.500 1.000 1.500
0.000 0.000 0.000
Maman U Feb, 2007 Unconsolidated Undrained
1'
1
0.630 1.143 1.666
( 1 + 3)
0.630 1.143 1.666
0.565 1.072 1.583
1.0
0.8 2 m c / g k0.6 s s e r t S r a0.4 e h S
0.2
0.0 0.0
0.2
0.4
0.6
0.8 1.0 1.2 Principal Stress kg/cm2
Cohesion (c) Angle of Int. Friction :
0.056 0.9
1.4
1.6
kg/cm2 o
1.8
2.0
TRIAXIAL COMPRESSION TEST
Location Boring Depth
TJ. REDEB - KALTIM B - 03 2,50 - 3,00
3
1' - 3'
0.50 1.00 1.50
0.248 0.280 0.306
Tested by: Date : Method :
3'
u
0.500 1.000 1.500
0.000 0.000 0.000
Maman U Feb, 2007 Unconsolidated Undrained
1'
1
0.748 1.280 1.806
( 1 + 3)
0.748 1.280 1.806
0.624 1.140 1.653
1.0
0.8 2 m c / g k0.6 s s e r t S r a0.4 e h S
0.2
0.0 0.0
0.2
0.4
0.6
0.8 1.0 1.2 Principal Stress kg/cm2
Cohesion (c) Angle of Int. Friction :
0.106 1.6
1.4
1.6
kg/cm2 o
1.8
2.0
TRIAXIAL COMPRESSION TEST
Location Boring Depth
TJ. REDEB - KALTIM B - 03 11,00 - 22,50
3
1' - 3'
0.50 1.00 1.50
0.319 0.372 0.416
Tested by: Date : Method :
3'
u
0.500 1.000 1.500
0.000 0.000 0.000
Maman U Feb, 2007 Unconsolidated Undrained
1'
1
0.819 1.372 1.916
( 1 + 3)
0.819 1.372 1.916
0.660 1.186 1.708
1.0
0.8 2 m c / g k0.6 s s e r t S r a0.4 e h S
0.2
0.0 0.0
0.2
0.4
0.6
0.8 1.0 1.2 Principal Stress kg/cm2
Cohesion (c) Angle of Int. Friction :
0.128 2.7
1.4
1.6
kg/cm2 o
1.8
2.0
TRIAXIAL COMPRESSION TEST
Location Boring Depth
TJ. REDEB - KALTIM B - 04 11,00 - 11,50
3
1' - 3'
0.50 1.00 1.50
0.178 0.202 0.220
Tested by: Date : Method :
3'
u
0.500 1.000 1.500
0.000 0.000 0.000
Maman U Feb, 2007 Unconsolidated Undrained
1'
1
0.678 1.202 1.720
( 1 + 3)
0.678 1.202 1.720
0.589 1.101 1.610
1.0
0.8 2 m c / g k0.6 s s e r t S r a0.4 e h S
0.2
0.0 0.0
0.2
0.4
0.6
0.8 1.0 1.2 Principal Stress kg/cm2
Cohesion (c) Angle of Int. Friction :
0.075 1.1
1.4
1.6
kg/cm2 o
1.8
2.0
TRIAXIAL COMPRESSION TEST
Location Boring Depth
TJ. REDEB - KALTIM B - 05 2,50 - 3,00
3
1' - 3'
0.50 1.00 1.50
0.314 0.385 0.460
Tested by: Date : Method :
3'
u
0.500 1.000 1.500
0.000 0.000 0.000
Maman U Feb, 2007 Unconsolidated Undrained
1'
1
0.814 1.385 1.960
( 1 + 3)
0.814 1.385 1.960
0.657 1.193 1.730
1.0
0.8 2 m c / g k0.6 s s e r t S r a0.4 e h S
0.2
0.0 0.0
0.2
0.4
0.6
0.8 1.0 1.2 Principal Stress kg/cm2
Cohesion (c) Angle of Int. Friction :
0.110 3.9
1.4
1.6
kg/cm2 o
1.8
2.0
TRIAXIAL COMPRESSION TEST
Location Boring Depth
TJ. REDEB - KALTIM B - 05 16,00 - 16,55
3
1' - 3'
0.50 1.00 1.50
0.213 0.252 0.277
Tested by: Date : Method :
3'
u
0.500 1.000 1.500
0.000 0.000 0.000
Maman U Feb, 2007 Unconsolidated Undrained
1'
1
0.713 1.252 1.777
( 1 + 3)
0.713 1.252 1.777
0.607 1.126 1.639
1.0
0.8 2 m c / g k0.6 s s e r t S r a0.4 e h S
0.2
0.0 0.0
0.2
0.4
0.6
0.8 1.0 1.2 Principal Stress kg/cm2
Cohesion (c) Angle of Int. Friction :
0.087 1.8
1.4
1.6
kg/cm2 o
1.8
2.0
CONSOLIDATION
Location : Boring No: Depth :
TANJUNG REDEB - KALTIM B - 01 16,00 - 16,55
2.10
Done by : Date : Remarks :
Cecep February, 2007
cc =
CC = 0.594 1.60
o i t a R d i o V
1.10
0.60 0.01
0.1
1
10
100
10
100
2
Log - P (kg/cm ) C E S / 2
M C
2.00 1.50
3 -
0 1 x ) v C ( l o s n o C . f e o C
1.00 0.50 0.00
0.01
0.1
1
Location : Boring No: Depth :
TANJUNG REDEB - KALTIM B - 02 16,00 - 16,50
1.00
Done by : Date : Remarks :
Cecep February, 2007
cc =
CC = 0.143 0.80
o i t a R d i o V
0.60
0.40 0.01
0.1
1
10
100
10
100
2
Log - P (kg/cm ) C E S / 2
M C
2.00 1.50
3 -
0 1 x ) v C ( l o s n o C . f e o C
1.00 0.50 0.00
0.01
0.1
1
Location : Boring No: Depth :
TANJUNG REDEB - KALTIM B - 03 2,50 - 3,00
2.10
Done by : Date : Remarks :
Cecep February, 2007
cc =
CC = 0.560 1.60
o i t a R d i o V
1.10
0.60 0.01
0.1
1
10
100
10
100
2
Log - P (kg/cm ) C E S / 2
M C
2.00 1.50
3 -
0 1 x ) v C ( l o s n o C . f e o C
1.00 0.50 0.00
0.01
0.1
1
Location : Boring No: Depth :
TANJUNG REDEB - KALTIM B - 04 11,00 - 11,50
2.10
Done by : Date : Remarks :
Cecep February, 2007
cc =
CC = 0.561 1.60
o i t a R d i o V
1.10
0.60 0.01
0.1
1
10
100
10
100
2
Log - P (kg/cm ) C E S / 2
M C
3 -
0 1 x ) v C ( l o s n o C . f e o C
1.00 0.80 0.60 0.40 0.20 0.00
0.01
0.1
1
Location : Boring No: Depth :
TANJUNG REDEB - KALTIM B - 04 27,00 - 27,55
1.10
Done by : Date : Remarks :
Cecep February, 2007
cc =
CC = 0.207
0.90 o i t a R 0.70 d i o V
0.50
0.30 0.01
0.1
1
10
100
10
100
2
Log - P (kg/cm ) C E S / 2
M C
2.00 1.50
3 -
0 1 x ) v C ( l o s n o C . f e o C
1.00 0.50 0.00
0.01
0.1
1
Location : Boring No: Depth :
TANJUNG REDEB - KALTIM B - 05 2,50 - 3,00
2.60
Done by : Date : Remarks :
Cecep February, 2007
cc =
CC = 0.617
2.10 o i t a R 1.60 d i o V
1.10
0.60 0.01
0.1
1
10
100
10
100
2
Log - P (kg/cm ) C E S / 2
M C
2.00 1.50
3 -
0 1 x ) v C ( l o s n o C . f e o C
1.00 0.50 0.00
0.01
0.1
1
Location : Boring No: Depth :
TANJUNG REDEB - KALTIM B - 05 16,00 - 16,55
2.10
Done by : Date : Remarks :
Cecep February, 2007
cc =
CC = 0.587 1.60
o i t a R d i o V
1.10
0.60 0.01
0.1
1
10
100
10
100
2
Log - P (kg/cm ) C E S / 2
M C
2.00 1.50
3 -
0 1 x ) v C ( l o s n o C . f e o C
1.00 0.50 0.00
0.01
0.1
1
L A MP MPIR IRA AN D PERHITUNGAN DAYA DUKUNG PONDASI TIANG
Project Ref.
: :
TANJUNG REDEP, BERAU BH-1
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.40 m 0.075 m 1.26 m 0.13 m 0.08 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 C1 1 6.0 C1 C1 1 6.0 C1 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 3 18.0 C1 3 18.0 C2 8 48.0 C2 8 48.0 C2 21 126.0 C2 21 126.0 C3 73 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.77 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Cal c . Met h o d cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
B as ed o n N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N2*N-SP SPT* T*pe peri rime mete ter* r*ll Nc*cu*area 40*N 40*N-S -SPT PTav av*l *l/D /D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End L o c al Cu m m . 0.0 0.0 7.5 7.5 15.1 15.1 9.5 24.6 15.1 30.2 11.6 41.7 7.5 37.7 6.8 44.5 7.5 45.2 7.8 53.0 7.5 52.8 6.8 59.6 15.1 67.9 13.6 81.4 15.1 82.9 13.6 96.5 7.5 90.5 6.8 97.3 7.5 98.0 6.8 104.8 7.5 105.6 6.8 112.3 7.5 113.1 6.8 119.9 7.5 120.6 6.8 127.4 7.5 128.2 6.8 135.0 7.5 135.7 6.8 142.5 7.5 143.3 6.8 150.0 7.5 150.8 6.8 157.6 7.5 158.3 6.8 165.1 7.5 165.9 6.8 172.7 22.6 188.5 20.4 208.9 22.6 211.1 20.4 231.5 46.4 257.6 54.3 311.8 46.4 304.0 54.3 358.3 79.2 383.2 142.5 525.7 79.2 462.3 142.5 604.8 219.9 682.3 659.7 1342.0 219.9 902.2 659.7 1561.9 219.9 1122.1 659.7 1781.8 219.9 1342.0 659.7 2001.7 219.9 1561.9 659.7 2221.6 219.9 1781.8 659.7 2441.5 219.9 2001.7 659.7 2661.5 219.9 2221.6 659.7 2881.4 219.9 2441.6 659.7 3101.3 219.9 2661.5 659.7 3321.2 219.9 2881.4 659.7 3541.1 219.9 3101.3 659.7 3761.0 219.9 3321.2 659.7 3980.9 219.9 3541.1 659.7 4200.8 219.9 3761.0 659.7 4420.8 219.9 3980.9 659.7 4640.7
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp L o c al Cu m m . 0.0 0.0 0.0 10.6 10.6 0.8 10.6 21.1 1.7 5.3 26.4 2.5 5.3 31.7 3.4 5.3 36.9 4.2 10.6 47.5 5.1 10.6 58.1 5.9 5.3 63.3 6.7 5.3 68.6 7.6 5.3 73.9 8.4 5.3 79.2 9.3 5.3 84.4 10.1 5.3 89.7 11.0 5.3 95.0 11.8 5.3 100.3 12.6 5.3 105.6 13.5 5.3 110.8 14.3 5.3 116.1 15.2 15.8 131.9 16.0 15.8 147.8 16.8 32.5 180.3 17.7 32.5 212.8 18.5 55.4 268.2 19.4 55.4 323.6 20.2 153.9 477.6 21.1 153.9 631.5 21.9 153.9 785.5 22.7 153.9 939.4 23.6 153.9 1093.3 24.4 153.9 1247.3 25.3 153.9 1401.2 26.1 153.9 1555.1 27.0 153.9 1709.1 27.8 153.9 1863.0 28.6 153.9 2017.0 29.5 153.9 2170.9 30.3 153.9 2324.8 31.2 153.9 2478.8 32.0 153.9 2632.7 32.9 153.9 2786.7 33.7
Qpu 0.0 11.4 22.8 28.9 35.0 41.2 52.6 64.0 70.1 76.2 82.3 88.4 94.6 100.7 106.8 112.9 119.0 125.2 131.3 148.0 164.6 198.0 231.3 287.6 343.9 498.6 653.4 808.2 963.0 1117.8 1272.5 1427.3 1582.1 1736.9 1891.7 2046.4 2201.2 2356.0 2510.8 2665.6 2820.3
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-1
Diameter
: 0.4 m
Based on N-SPT
N-SPT 0
20
40
60
NOTE:
Ult. Compression (kN) 80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN) 6000
7000
8000
0
0
1000
2000
3000
4000
5000
6000
7000
0
2 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
2 1 -10
1 1 1
-15
1 1
) m (
h t -20 p e D
1
) m (
3 8
) m (
h t -20 p e D
CH
h t -20 p e D
21 73
-25
-25
-25
-30
-30
-35
-35
-40
-40
100
CLAYSTONE
100 100 -30
100 100 100
-35
100 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-1
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 9.5 9.5 17.0 17.0 12.1 29.0 17.0 33.9 14.6 48.5 8.5 42.4 8.6 51.0 8.5 50.9 9.8 60.7 8.5 59.4 8.6 68.0 17.0 76.3 17.2 93.5 17.0 93.3 17.2 110.5 8.5 101.8 8.6 110.4 8.5 110.3 8.6 118.9
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 11.9 11.9 1.0 11.9 23.8 2.0 5.9 29.7 3.1 5.9 35.6 4.1 5.9 41.6 5.1 11.9 53.4 6.1 11.9 65.3 7.2 5.9 71.3 8.2 5.9 77.2 9.2
Qpu 0.0 12.9 25.8 32.8 39.7 46.7 59.6 72.5 79.4 86.4
8000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-1
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 3 18.0 C1 3 18.0 C2 8 48.0 C2 8 48.0 C2 21 126.0 C2 21 126.0 C3 73 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.77 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 9.5 9.5 17.0 17.0 12.1 29.0 17.0 33.9 14.6 48.5 8.5 42.4 8.6 51.0 8.5 50.9 9.8 60.7 8.5 59.4 8.6 68.0 17.0 76.3 17.2 93.5 17.0 93.3 17.2 110.5 8.5 101.8 8.6 110.4 8.5 110.3 8.6 118.9 8.5 118.8 8.6 127.3 8.5 127.2 8.6 135.8 8.5 135.7 8.6 144.3 8.5 144.2 8.6 152.8 8.5 152.7 8.6 161.3 8.5 161.2 8.6 169.8 8.5 169.6 8.6 178.2 8.5 178.1 8.6 186.7 8.5 186.6 8.6 195.2 25.4 212.1 25.8 237.8 25.4 237.5 25.8 263.3 52.3 289.8 68.7 358.5 52.3 342.0 68.7 410.7 89.1 431.1 180.4 611.4 89.1 520.1 180.4 700.5 247.4 767.5 835.0 1602.5 247.4 1014.9 835.0 1849.9 247.4 1262.3 835.0 2097.3 247.4 1509.7 835.0 2344.7 247.4 1757.1 835.0 2592.1 247.4 2004.5 835.0 2839.5 247.4 2251.9 835.0 3086.9 247.4 2499.3 835.0 3334.3 247.4 2746.7 835.0 3581.7 247.4 2994.1 835.0 3829.1 247.4 3241.5 835.0 4076.5 247.4 3488.9 835.0 4323.9 247.4 3736.3 835.0 4571.3 247.4 3983.7 835.0 4818.7 247.4 4231.2 835.0 5066.1 247.4 4478.6 835.0 5313.5
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 11.9 11.9 1.0 11.9 23.8 2.0 5.9 29.7 3.1 5.9 35.6 4.1 5.9 41.6 5.1 11.9 53.4 6.1 11.9 65.3 7.2 5.9 71.3 8.2 5.9 77.2 9.2 5.9 83.1 10.2 5.9 89.1 11.3 5.9 95.0 12.3 5.9 100.9 13.3 5.9 106.9 14.3 5.9 112.8 15.3 5.9 118.8 16.4 5.9 124.7 17.4 5.9 130.6 18.4 17.8 148.4 19.4 17.8 166.3 20.5 36.6 202.8 21.5 36.6 239.4 22.5 62.3 301.8 23.5 62.3 364.1 24.5 173.2 537.3 25.6 173.2 710.5 26.6 173.2 883.6 27.6 173.2 1056.8 28.6 173.2 1230.0 29.7 173.2 1403.2 30.7 173.2 1576.4 31.7 173.2 1749.5 32.7 173.2 1922.7 33.8 173.2 2095.9 34.8 173.2 2269.1 35.8 173.2 2442.3 36.8 173.2 2615.4 37.8 173.2 2788.6 38.9 173.2 2961.8 39.9 173.2 3135.0 40.9
Qpu 0.0 12.9 25.8 32.8 39.7 46.7 59.6 72.5 79.4 86.4 93.4 100.3 107.3 114.2 121.2 128.2 135.1 142.1 149.0 167.9 186.7 224.3 261.9 325.3 388.6 562.8 737.1 911.3 1085.5 1259.7 1433.9 1608.1 1782.3 1956.5 2130.7 2304.9 2479.1 2653.3 2827.5 3001.7 3175.9
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-1
Diameter
: 0.45 m
Based on N-SPT
N-SPT 0
20
40
60
NOTE:
Ult. Compression (kN) 80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN) 6000
7000
8000
0
0
1000
2000
3000
4000
5000
6000
7000
0
2 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
2 1 -10
1 1 1
-15
1 1
) m (
h t -20 p e D
1
) m (
3 8
) m (
h t -20 p e D
CH
h t -20 p e D
21 73
-25
-25
-25
-30
-30
-35
-35
-40
-40
100
CLAYSTONE
100 100 -30
100 100 100
-35
100 100 GR
100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-1
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 11.8 11.8 18.8 18.8 14.9 33.8 18.8 37.7 18.0 55.7 9.4 47.1 10.6 57.7 9.4 56.5 12.2 68.7 9.4 66.0 10.6 76.6 18.8 84.8 21.2 106.0 18.8 103.7 21.2 124.9 9.4 113.1 10.6 123.7 9.4 122.5 10.6 133.1
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 13.2 13.2 1.3 13.2 26.4 2.6 6.6 33.0 3.8 6.6 39.6 5.1 6.6 46.2 6.4 13.2 59.4 7.7 13.2 72.6 8.9 6.6 79.2 10.2 6.6 85.8 11.5
Qpu 0.0 14.5 28.9 36.8 44.7 52.6 67.0 81.5 89.4 97.2
8000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-1
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 3 18.0 C1 3 18.0 C2 8 48.0 C2 8 48.0 C2 21 126.0 C2 21 126.0 C3 73 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.77 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 11.8 11.8 18.8 18.8 14.9 33.8 18.8 37.7 18.0 55.7 9.4 47.1 10.6 57.7 9.4 56.5 12.2 68.7 9.4 66.0 10.6 76.6 18.8 84.8 21.2 106.0 18.8 103.7 21.2 124.9 9.4 113.1 10.6 123.7 9.4 122.5 10.6 133.1 9.4 131.9 10.6 142.6 9.4 141.4 10.6 152.0 9.4 150.8 10.6 161.4 9.4 160.2 10.6 170.8 9.4 169.6 10.6 180.2 9.4 179.1 10.6 189.7 9.4 188.5 10.6 199.1 9.4 197.9 10.6 208.5 9.4 207.3 10.6 217.9 28.3 235.6 31.8 267.4 28.3 263.9 31.8 295.7 58.1 322.0 84.8 406.8 58.1 380.0 84.8 464.8 99.0 479.0 222.7 701.6 99.0 577.9 222.7 800.6 274.9 852.8 1030.8 1883.7 274.9 1127.7 1030.8 2158.5 274.9 1402.6 1030.8 2433.4 274.9 1677.5 1030.8 2708.3 274.9 1952.4 1030.8 2983.2 274.9 2227.3 1030.8 3258.1 274.9 2502.2 1030.8 3533.0 274.9 2777.0 1030.8 3807.9 274.9 3051.9 1030.8 4082.8 274.9 3326.8 1030.8 4357.7 274.9 3601.7 1030.8 4632.6 274.9 3876.6 1030.8 4907.4 274.9 4151.5 1030.8 5182.3 274.9 4426.4 1030.8 5457.2 274.9 4701.3 1030.8 5732.1 274.9 4976.2 1030.8 6007.0
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 13.2 13.2 1.3 13.2 26.4 2.6 6.6 33.0 3.8 6.6 39.6 5.1 6.6 46.2 6.4 13.2 59.4 7.7 13.2 72.6 8.9 6.6 79.2 10.2 6.6 85.8 11.5 6.6 92.4 12.8 6.6 99.0 14.0 6.6 105.6 15.3 6.6 112.2 16.6 6.6 118.8 17.9 6.6 125.3 19.1 6.6 131.9 20.4 6.6 138.5 21.7 6.6 145.1 23.0 19.8 164.9 24.2 19.8 184.7 25.5 40.6 225.4 26.8 40.6 266.0 28.1 69.3 335.3 29.3 69.3 404.6 30.6 192.4 597.0 31.9 192.4 789.4 33.2 192.4 981.8 34.4 192.4 1174.2 35.7 192.4 1366.7 37.0 192.4 1559.1 38.3 192.4 1751.5 39.5 192.4 1943.9 40.8 192.4 2136.4 42.1 192.4 2328.8 43.4 192.4 2521.2 44.6 192.4 2713.6 45.9 192.4 2906.0 47.2 192.4 3098.5 48.5 192.4 3290.9 49.7 192.4 3483.3 51.0
Qpu 0.0 14.5 28.9 36.8 44.7 52.6 67.0 81.5 89.4 97.2 105.1 113.0 120.9 128.7 136.6 144.5 152.3 160.2 168.1 189.2 210.2 252.1 294.1 364.6 435.2 628.9 822.6 1016.2 1209.9 1403.6 1597.3 1791.0 1984.7 2178.4 2372.1 2565.8 2759.5 2953.2 3146.9 3340.6 3534.3
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-1
Diameter
: 0.5 m
Based on N-SPT
N-SPT 0
20
40
60
NOTE:
Ult. Compression (kN) 80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN) 6000
7000
8000
0
0
1000
2000
3000
4000
5000
6000
7000
0
2 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
2 1 -10
1 1 1
-15
1 1
) m (
h t -20 p e D
1
) m (
3 8
) m (
h t -20 p e D
CH
h t -20 p e D
21 73
-25
-25
-25
-30
-30
-35
-35
-40
-40
100
CLAYSTONE
100 100
-30
100 100 100
-35
100 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-1
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.60 m 0.100 m 1.88 m 0.28 m 0.16 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 17.0 17.0 22.6 22.6 21.5 44.1 22.6 45.2 26.0 71.2 11.3 56.5 15.3 71.8 11.3 67.9 17.5 85.4 11.3 79.2 15.3 94.4 22.6 101.8 30.5 132.3 22.6 124.4 30.5 154.9 11.3 135.7 15.3 151.0 11.3 147.0 15.3 162.3
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Qpu Local Cumm. 0.0 0.0 0.0 0.0 15.8 15.8 1.7 17.6 15.8 31.7 3.5 35.1 7.9 39.6 5.2 44.8 7.9 47.5 6.9 54.4 7.9 55.4 8.6 64.1 15.8 71.3 10.4 81.6 15.8 87.1 12.1 99.2 7.9 95.0 13.8 108.8 7.9 102.9 15.6 118.5
8000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-1
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.60 m 0.100 m 1.88 m 0.28 m 0.16 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 3 18.0 C1 3 18.0 C2 8 48.0 C2 8 48.0 C2 21 126.0 C2 21 126.0 C3 73 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0 GR 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.77 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 17.0 17.0 22.6 22.6 21.5 44.1 22.6 45.2 26.0 71.2 11.3 56.5 15.3 71.8 11.3 67.9 17.5 85.4 11.3 79.2 15.3 94.4 22.6 101.8 30.5 132.3 22.6 124.4 30.5 154.9 11.3 135.7 15.3 151.0 11.3 147.0 15.3 162.3 11.3 158.3 15.3 173.6 11.3 169.6 15.3 184.9 11.3 181.0 15.3 196.2 11.3 192.3 15.3 207.5 11.3 203.6 15.3 218.8 11.3 214.9 15.3 230.2 11.3 226.2 15.3 241.5 11.3 237.5 15.3 252.8 11.3 248.8 15.3 264.1 33.9 282.7 45.8 328.5 33.9 316.7 45.8 362.5 69.7 386.3 122.1 508.5 69.7 456.0 122.1 578.2 118.8 574.8 320.6 895.4 118.8 693.5 320.6 1014.1 329.9 1023.4 1484.4 2507.8 329.9 1353.3 1484.4 2837.7 329.9 1683.1 1484.4 3167.5 329.9 2013.0 1484.4 3497.4 329.9 2342.9 1484.4 3827.3 329.9 2672.7 1484.4 4157.1 329.9 3002.6 1484.4 4487.0 329.9 3332.5 1484.4 4816.9 329.9 3662.3 1484.4 5146.7 329.9 3992.2 1484.4 5476.6 329.9 4322.1 1484.4 5806.5 329.9 4651.9 1484.4 6136.3 329.9 4981.8 1484.4 6466.2 329.9 5311.7 1484.4 6796.1 329.9 5641.5 1484.4 7125.9 329.9 5971.4 1484.4 7455.8
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 15.8 15.8 1.7 15.8 31.7 3.5 7.9 39.6 5.2 7.9 47.5 6.9 7.9 55.4 8.6 15.8 71.3 10.4 15.8 87.1 12.1 7.9 95.0 13.8 7.9 102.9 15.6 7.9 110.8 17.3 7.9 118.8 19.0 7.9 126.7 20.7 7.9 134.6 22.5 7.9 142.5 24.2 7.9 150.4 25.9 7.9 158.3 27.6 7.9 166.3 29.4 7.9 174.2 31.1 23.8 197.9 32.8 23.8 221.7 34.6 48.8 270.4 36.3 48.8 319.2 38.0 83.1 402.3 39.7 83.1 485.5 41.5 230.9 716.4 43.2 230.9 947.3 44.9 230.9 1178.2 46.7 230.9 1409.1 48.4 230.9 1640.0 50.1 230.9 1870.9 51.8 230.9 2101.8 53.6 230.9 2332.7 55.3 230.9 2563.6 57.0 230.9 2794.5 58.7 230.9 3025.4 60.5 230.9 3256.4 62.2 230.9 3487.3 63.9 230.9 3718.2 65.7 230.9 3949.1 67.4 230.9 4180.0 69.1
Qpu 0.0 17.6 35.1 44.8 54.4 64.1 81.6 99.2 108.8 118.5 128.1 137.8 147.4 157.0 166.7 176.3 186.0 195.6 205.3 230.8 256.2 306.7 357.2 442.1 526.9 759.6 992.2 1224.8 1457.5 1690.1 1922.7 2155.4 2388.0 2620.6 2853.3 3085.9 3318.6 3551.2 3783.8 4016.5 4249.1
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-1
Diameter
: 0.6 m
Based on N-SPT
N-SPT 0
20
40
60
NOTE:
Ult. Compression (kN) 80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN) 6000
7000
8000
0
0
1000
2000
3000
4000
5000
6000
7000
0
2 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
2 1 -10
1 1 1
-15
1 1
) m (
h t -20 p e D
1
) m (
3 8
) m (
h t -20 p e D
CH
h t -20 p e D
21 73
-25
-25
-25
-30
-30
-35
-35
-40
-40
100
CLAYSTONE
100 100 -30
100 100 100
-35
100 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-2
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.40 m 0.075 m 1.26 m 0.13 m 0.08 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 3.8 3.8 7.5 7.5 4.8 12.3 7.5 15.1 5.8 20.9 7.5 22.6 6.8 29.4 7.5 30.2 7.8 37.9 7.5 37.7 6.8 44.5 7.5 45.2 6.8 52.0 7.5 52.8 6.8 59.6 7.5 60.3 6.8 67.1 7.5 67.9 6.8 74.6
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 5.3 5.3 0.8 5.3 10.6 1.7 5.3 15.8 2.5 5.3 21.1 3.4 5.3 26.4 4.2 5.3 31.7 5.1 5.3 36.9 5.9 5.3 42.2 6.7 5.3 47.5 7.6
Qpu 0.0 6.1 12.2 18.4 24.5 30.6 36.7 42.8 49.0 55.1
8000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-2
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.40 m 0.075 m 1.26 m 0.13 m 0.08 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C2 26 156.0 C2 26 156.0 C2 14 84.0 C2 14 84.0 C3 86 350.0 C3 90 350.0 C3 50 300.0 C3 50 300.0 C3 82 350.0 C3 82 350.0 C3 82 350.0 C3 52 312.0 C3 26 156.0 C3 26 156.0 C3 68 350.0 C3 68 350.0 PT 1 6.0 C4 40 240.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 3.8 3.8 7.5 7.5 4.8 12.3 7.5 15.1 5.8 20.9 7.5 22.6 6.8 29.4 7.5 30.2 7.8 37.9 7.5 37.7 6.8 44.5 7.5 45.2 6.8 52.0 7.5 52.8 6.8 59.6 7.5 60.3 6.8 67.1 7.5 67.9 6.8 74.6 7.5 75.4 6.8 82.2 7.5 82.9 6.8 89.7 7.5 90.5 6.8 97.3 15.1 105.6 13.6 119.1 15.1 120.6 13.6 134.2 15.1 135.7 13.6 149.3 98.0 233.7 176.4 410.2 98.0 331.8 176.4 508.2 52.8 384.5 95.0 479.5 52.8 437.3 95.0 532.3 219.9 657.2 527.8 1185.0 219.9 877.1 527.8 1404.9 188.5 1065.6 452.4 1518.0 188.5 1254.1 452.4 1706.5 219.9 1474.0 527.8 2001.8 219.9 1694.0 527.8 2221.7 219.9 1913.9 527.8 2441.7 196.0 2109.9 470.5 2580.4 98.0 2207.9 235.2 2443.2 98.0 2305.9 235.2 2541.2 219.9 2525.8 527.8 3053.6 219.9 2745.8 527.8 3273.5 7.5 2753.3 9.0 2762.3 150.8 2904.1 452.4 3356.5 219.9 3124.0 659.7 3783.7 219.9 3343.9 659.7 4003.7 219.9 3563.8 659.7 4223.6 219.9 3783.7 659.7 4443.5 219.9 4003.7 659.7 4663.4 219.9 4223.6 659.7 4883.3 219.9 4443.5 659.7 5103.2
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 5.3 5.3 0.8 5.3 10.6 1.7 5.3 15.8 2.5 5.3 21.1 3.4 5.3 26.4 4.2 5.3 31.7 5.1 5.3 36.9 5.9 5.3 42.2 6.7 5.3 47.5 7.6 5.3 52.8 8.4 5.3 58.1 9.3 5.3 63.3 10.1 10.6 73.9 11.0 10.6 84.4 11.8 10.6 95.0 12.6 68.6 163.6 13.5 68.6 232.2 14.3 36.9 269.2 15.2 36.9 306.1 16.0 153.9 460.1 16.8 153.9 614.0 17.7 131.9 745.9 18.5 131.9 877.9 19.4 153.9 1031.8 20.2 153.9 1185.8 21.1 153.9 1339.7 21.9 137.2 1476.9 22.7 68.6 1545.5 23.6 68.6 1614.2 24.4 153.9 1768.1 25.3 153.9 1922.0 26.1 5.3 1927.3 27.0 105.6 2032.9 27.8 153.9 2186.8 28.6 153.9 2340.7 29.5 153.9 2494.7 30.3 153.9 2648.6 31.2 153.9 2802.6 32.0 153.9 2956.5 32.9 153.9 3110.4 33.7
Qpu 0.0 6.1 12.2 18.4 24.5 30.6 36.7 42.8 49.0 55.1 61.2 67.3 73.4 84.8 96.2 107.6 177.1 246.5 284.3 322.1 476.9 631.7 764.5 897.3 1052.0 1206.8 1361.6 1499.7 1569.1 1638.6 1793.4 1948.1 1954.3 2060.7 2215.4 2370.2 2525.0 2679.8 2834.6 2989.3 3144.1
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-2
Diameter
: 0.4 m
Based on N-SPT
N-SPT 0
20
40
NOTE:
Ult. Compression (kN)
60
80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN)
6000
7000
8000
9000
0
0
1000
2000
3000
4000
5000
6000
7000
8000
0
1 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
2 1 -10
1 1 2
-15
2 26 CH
14
) m (
) m (
86
h t -20 p e D
) m (
h t -20 p e D
90
h t -20 p e D
50 82 -25
CH
82
-25
-25
-30
-30
-35
-35
-40
-40
52 26 -30
68 1
PT 40 100
-35
CLAYSTONE 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-2
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 4.8 4.8 8.5 8.5 6.0 14.5 8.5 17.0 7.3 24.3 8.5 25.4 8.6 34.0 8.5 33.9 9.8 43.8 8.5 42.4 8.6 51.0 8.5 50.9 8.6 59.5 8.5 59.4 8.6 68.0 8.5 67.9 8.6 76.4 8.5 76.3 8.6 84.9
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 5.9 5.9 1.0 5.9 11.9 2.0 5.9 17.8 3.1 5.9 23.8 4.1 5.9 29.7 5.1 5.9 35.6 6.1 5.9 41.6 7.2 5.9 47.5 8.2 5.9 53.4 9.2
Qpu 0.0 7.0 13.9 20.9 27.8 34.8 41.8 48.7 55.7 62.6
9000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-2
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C2 26 156.0 C2 26 156.0 C2 14 84.0 C2 14 84.0 C3 86 350.0 C3 90 350.0 C3 50 300.0 C3 50 300.0 C3 82 350.0 C3 82 350.0 C3 82 350.0 C3 52 312.0 C3 26 156.0 C3 26 156.0 C3 68 350.0 C3 68 350.0 PT 1 6.0 C4 40 240.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 4.8 4.8 8.5 8.5 6.0 14.5 8.5 17.0 7.3 24.3 8.5 25.4 8.6 34.0 8.5 33.9 9.8 43.8 8.5 42.4 8.6 51.0 8.5 50.9 8.6 59.5 8.5 59.4 8.6 68.0 8.5 67.9 8.6 76.4 8.5 76.3 8.6 84.9 8.5 84.8 8.6 93.4 8.5 93.3 8.6 101.9 8.5 101.8 8.6 110.4 17.0 118.8 17.2 135.9 17.0 135.7 17.2 152.9 17.0 152.7 17.2 169.9 110.3 263.0 223.3 486.2 110.3 373.2 223.3 596.5 59.4 432.6 120.2 552.8 59.4 492.0 120.2 612.2 247.4 739.4 668.0 1407.4 247.4 986.8 668.0 1654.8 212.1 1198.8 572.6 1771.4 212.1 1410.9 572.6 1983.4 247.4 1658.3 668.0 2326.3 247.4 1905.7 668.0 2573.7 247.4 2153.1 668.0 2821.1 220.5 2373.6 595.5 2969.1 110.3 2483.9 297.7 2781.6 110.3 2594.2 297.7 2891.9 247.4 2841.6 668.0 3509.6 247.4 3089.0 668.0 3757.0 8.5 3097.5 11.5 3108.9 169.6 3267.1 572.6 3839.7 247.4 3514.5 835.0 4349.5 247.4 3761.9 835.0 4596.9 247.4 4009.3 835.0 4844.3 247.4 4256.7 835.0 5091.7 247.4 4504.1 835.0 5339.1 247.4 4751.5 835.0 5586.5 247.4 4998.9 835.0 5833.9
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 5.9 5.9 1.0 5.9 11.9 2.0 5.9 17.8 3.1 5.9 23.8 4.1 5.9 29.7 5.1 5.9 35.6 6.1 5.9 41.6 7.2 5.9 47.5 8.2 5.9 53.4 9.2 5.9 59.4 10.2 5.9 65.3 11.3 5.9 71.3 12.3 11.9 83.1 13.3 11.9 95.0 14.3 11.9 106.9 15.3 77.2 184.1 16.4 77.2 261.3 17.4 41.6 302.8 18.4 41.6 344.4 19.4 173.2 517.6 20.5 173.2 690.7 21.5 148.4 839.2 22.5 148.4 987.6 23.5 173.2 1160.8 24.5 173.2 1334.0 25.6 173.2 1507.2 26.6 154.4 1661.5 27.6 77.2 1738.7 28.6 77.2 1815.9 29.7 173.2 1989.1 30.7 173.2 2162.3 31.7 5.9 2168.2 32.7 118.8 2287.0 33.8 173.2 2460.2 34.8 173.2 2633.3 35.8 173.2 2806.5 36.8 173.2 2979.7 37.8 173.2 3152.9 38.9 173.2 3326.1 39.9 173.2 3499.2 40.9
Qpu 0.0 7.0 13.9 20.9 27.8 34.8 41.8 48.7 55.7 62.6 69.6 76.6 83.5 96.4 109.3 122.2 200.4 278.6 321.2 363.8 538.0 712.2 861.7 1011.2 1185.4 1359.6 1533.8 1689.2 1767.4 1845.6 2019.8 2194.0 2201.0 2320.7 2494.9 2669.1 2843.3 3017.5 3191.7 3366.0 3540.2
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-2
Diameter
: 0.45 m
Based on N-SPT
N-SPT 0
20
40
NOTE:
Ult. Compression (kN)
60
80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN)
6000
7000
8000
9000
0
0
1000
2000
3000
4000
5000
6000
7000
8000
0
1 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
2 1 -10
1 1 2
-15
2 26 CH
14
) m (
) m (
86
h t -20 p e D
) m (
h t -20 p e D
90
h t -20 p e D
50 82 -25
CH
82
-25
-25
-30
-30
-35
-35
-40
-40
52 26 -30
68 1
PT 40 100
-35
CLAYSTONE 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-2
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 5.9 5.9 9.4 9.4 7.5 16.9 9.4 18.8 9.0 27.9 9.4 28.3 10.6 38.9 9.4 37.7 12.2 49.9 9.4 47.1 10.6 57.7 9.4 56.5 10.6 67.2 9.4 66.0 10.6 76.6 9.4 75.4 10.6 86.0 9.4 84.8 10.6 95.4
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 6.6 6.6 1.3 6.6 13.2 2.6 6.6 19.8 3.8 6.6 26.4 5.1 6.6 33.0 6.4 6.6 39.6 7.7 6.6 46.2 8.9 6.6 52.8 10.2 6.6 59.4 11.5
Qpu 0.0 7.9 15.7 23.6 31.5 39.4 47.2 55.1 63.0 70.9
9000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-2
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C2 26 156.0 C2 26 156.0 C2 14 84.0 C2 14 84.0 C3 86 350.0 C3 90 350.0 C3 50 300.0 C3 50 300.0 C3 82 350.0 C3 82 350.0 C3 82 350.0 C3 52 312.0 C3 26 156.0 C3 26 156.0 C3 68 350.0 C3 68 350.0 PT 1 6.0 C4 40 240.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 5.9 5.9 9.4 9.4 7.5 16.9 9.4 18.8 9.0 27.9 9.4 28.3 10.6 38.9 9.4 37.7 12.2 49.9 9.4 47.1 10.6 57.7 9.4 56.5 10.6 67.2 9.4 66.0 10.6 76.6 9.4 75.4 10.6 86.0 9.4 84.8 10.6 95.4 9.4 94.2 10.6 104.9 9.4 103.7 10.6 114.3 9.4 113.1 10.6 123.7 18.8 131.9 21.2 153.2 18.8 150.8 21.2 172.0 18.8 169.6 21.2 190.9 122.5 292.2 275.7 567.8 122.5 414.7 275.7 690.4 66.0 480.7 148.4 629.1 66.0 546.6 148.4 695.1 274.9 821.5 824.7 1646.2 274.9 1096.4 824.7 1921.1 235.6 1332.0 706.9 2038.9 235.6 1567.7 706.9 2274.5 274.9 1842.5 824.7 2667.2 274.9 2117.4 824.7 2942.1 274.9 2392.3 824.7 3217.0 245.0 2637.4 735.1 3372.5 122.5 2759.9 367.6 3127.5 122.5 2882.4 367.6 3250.0 274.9 3157.3 824.7 3982.0 274.9 3432.2 824.7 4256.9 9.4 3441.6 14.1 3455.8 188.5 3630.1 706.9 4337.0 274.9 3905.0 1030.8 4935.8 274.9 4179.9 1030.8 5210.7 274.9 4454.8 1030.8 5485.6 274.9 4729.7 1030.8 5760.5 274.9 5004.6 1030.8 6035.4 274.9 5279.5 1030.8 6310.3 274.9 5554.3 1030.8 6585.2
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 6.6 6.6 1.3 6.6 13.2 2.6 6.6 19.8 3.8 6.6 26.4 5.1 6.6 33.0 6.4 6.6 39.6 7.7 6.6 46.2 8.9 6.6 52.8 10.2 6.6 59.4 11.5 6.6 66.0 12.8 6.6 72.6 14.0 6.6 79.2 15.3 13.2 92.4 16.6 13.2 105.6 17.9 13.2 118.8 19.1 85.8 204.5 20.4 85.8 290.3 21.7 46.2 336.5 23.0 46.2 382.6 24.2 192.4 575.1 25.5 192.4 767.5 26.8 164.9 932.4 28.1 164.9 1097.4 29.3 192.4 1289.8 30.6 192.4 1482.2 31.9 192.4 1674.6 33.2 171.5 1846.2 34.4 85.8 1931.9 35.7 85.8 2017.7 37.0 192.4 2210.1 38.3 192.4 2402.5 39.5 6.6 2409.1 40.8 131.9 2541.1 42.1 192.4 2733.5 43.4 192.4 2925.9 44.6 192.4 3118.4 45.9 192.4 3310.8 47.2 192.4 3503.2 48.5 192.4 3695.6 49.7 192.4 3888.0 51.0
Qpu 0.0 7.9 15.7 23.6 31.5 39.4 47.2 55.1 63.0 70.9 78.7 86.6 94.5 108.9 123.4 137.9 224.9 312.0 359.4 406.9 600.6 794.3 960.5 1126.7 1320.4 1514.1 1707.8 1880.6 1967.6 2054.7 2248.4 2442.1 2449.9 2583.2 2776.9 2970.6 3164.3 3358.0 3551.7 3745.4 3939.1
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-2
Diameter
: 0.5 m
Based on N-SPT
N-SPT 0
20
40
NOTE:
Ult. Compression (kN)
60
80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN)
6000
7000
8000
9000
0
0
1000
2000
3000
4000
5000
6000
7000
8000
0
1 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
2 1 -10
1 1 2
-15
2 26 CH
14
) m (
) m (
86
h t -20 p e D
) m (
h t -20 p e D
90
h t -20 p e D
50 82 -25
CH
82
-25
-25
-30
-30
-35
-35
-40
-40
52 26 -30
68 1
PT 40 100
-35
CLAYSTONE 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-2
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.60 m 0.100 m 1.88 m 0.28 m 0.16 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 8.5 8.5 11.3 11.3 10.7 22.0 11.3 22.6 13.0 35.6 11.3 33.9 15.3 49.2 11.3 45.2 17.5 62.7 11.3 56.5 15.3 71.8 11.3 67.9 15.3 83.1 11.3 79.2 15.3 94.4 11.3 90.5 15.3 105.7 11.3 101.8 15.3 117.1
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 7.9 7.9 1.7 7.9 15.8 3.5 7.9 23.8 5.2 7.9 31.7 6.9 7.9 39.6 8.6 7.9 47.5 10.4 7.9 55.4 12.1 7.9 63.3 13.8 7.9 71.3 15.6
Qpu 0.0 9.6 19.3 28.9 38.6 48.2 57.9 67.5 77.2 86.8
9000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-2
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.60 m 0.100 m 1.88 m 0.28 m 0.16 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C2 26 156.0 C2 26 156.0 C2 14 84.0 C2 14 84.0 C3 86 350.0 C3 90 350.0 C3 50 300.0 C3 50 300.0 C3 82 350.0 C3 82 350.0 C3 82 350.0 C3 52 312.0 C3 26 156.0 C3 26 156.0 C3 68 350.0 C3 68 350.0 PT 1 6.0 C4 40 240.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0 C4 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 8.5 8.5 11.3 11.3 10.7 22.0 11.3 22.6 13.0 35.6 11.3 33.9 15.3 49.2 11.3 45.2 17.5 62.7 11.3 56.5 15.3 71.8 11.3 67.9 15.3 83.1 11.3 79.2 15.3 94.4 11.3 90.5 15.3 105.7 11.3 101.8 15.3 117.1 11.3 113.1 15.3 128.4 11.3 124.4 15.3 139.7 11.3 135.7 15.3 151.0 22.6 158.3 30.5 188.9 22.6 181.0 30.5 211.5 22.6 203.6 30.5 234.1 147.0 350.6 397.0 747.6 147.0 497.6 397.0 894.6 79.2 576.8 213.8 790.6 79.2 656.0 213.8 869.7 329.9 985.8 1187.5 2173.4 329.9 1315.7 1187.5 2503.2 282.7 1598.4 1017.9 2616.3 282.7 1881.2 1017.9 2899.1 329.9 2211.1 1187.5 3398.6 329.9 2540.9 1187.5 3728.4 329.9 2870.8 1187.5 4058.3 294.1 3164.8 1058.6 4223.4 147.0 3311.9 529.3 3841.2 147.0 3458.9 529.3 3988.2 329.9 3788.8 1187.5 4976.3 329.9 4118.6 1187.5 5306.2 11.3 4129.9 20.4 4150.3 226.2 4356.1 1017.9 5374.0 329.9 4686.0 1484.4 6170.4 329.9 5015.9 1484.4 6500.3 329.9 5345.7 1484.4 6830.1 329.9 5675.6 1484.4 7160.0 329.9 6005.5 1484.4 7489.9 329.9 6335.4 1484.4 7819.8 329.9 6665.2 1484.4 8149.6
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 7.9 7.9 1.7 7.9 15.8 3.5 7.9 23.8 5.2 7.9 31.7 6.9 7.9 39.6 8.6 7.9 47.5 10.4 7.9 55.4 12.1 7.9 63.3 13.8 7.9 71.3 15.6 7.9 79.2 17.3 7.9 87.1 19.0 7.9 95.0 20.7 15.8 110.8 22.5 15.8 126.7 24.2 15.8 142.5 25.9 102.9 245.4 27.6 102.9 348.3 29.4 55.4 403.8 31.1 55.4 459.2 32.8 230.9 690.1 34.6 230.9 921.0 36.3 197.9 1118.9 38.0 197.9 1316.8 39.7 230.9 1547.7 41.5 230.9 1778.6 43.2 230.9 2009.6 44.9 205.8 2215.4 46.7 102.9 2318.3 48.4 102.9 2421.2 50.1 230.9 2652.1 51.8 230.9 2883.0 53.6 7.9 2891.0 55.3 158.3 3049.3 57.0 230.9 3280.2 58.7 230.9 3511.1 60.5 230.9 3742.0 62.2 230.9 3972.9 63.9 230.9 4203.8 65.7 230.9 4434.7 67.4 230.9 4665.7 69.1
Qpu 0.0 9.6 19.3 28.9 38.6 48.2 57.9 67.5 77.2 86.8 96.4 106.1 115.7 133.3 150.9 168.4 273.1 377.7 434.9 492.0 724.6 957.3 1156.9 1356.6 1589.2 1821.8 2054.5 2262.0 2366.7 2471.3 2704.0 2936.6 2946.3 3106.3 3339.0 3571.6 3804.2 4036.9 4269.5 4502.1 4734.8
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-2
Diameter
: 0.6 m
Based on N-SPT
N-SPT 0
20
40
NOTE:
Ult. Compression (kN)
60
80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN)
6000
7000
8000
9000
0
0
1000
2000
3000
4000
5000
6000
7000
8000
0
1 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
2 1 -10
1 1 2
-15
2 26 CH
14
) m (
) m (
86
h t -20 p e D
) m (
h t -20 p e D
90
h t -20 p e D
50 82 -25
CH
82
-25
-25
-30
-30
-35
-35
-40
-40
52 26 -30
68 1
PT 40 100
-35
CLAYSTONE 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-3
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.40 m 0.075 m 1.26 m 0.13 m 0.08 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Cal c . Met h o d cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
B as ed o n N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N2*N-SP SPT* T*pe peri rime mete ter* r*ll Nc*cu*area 40*N 40*N-S -SPT PTav av*l *l/D /D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End L o c al Cu m m . 0.0 0.0 3.8 3.8 7.5 7.5 4.8 12.3 7.5 15.1 5.8 20.9 7.5 22.6 6.8 29.4 15.1 37.7 15.6 53.3 15.1 52.8 13.6 66.4 7.5 60.3 6.8 67.1 7.5 67.9 6.8 74.6 7.5 75.4 6.8 82.2 15.1 90.5 13.6 104.0
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp L o c al Cu m m . 0.0 0.0 0.0 5.3 5.3 0.8 5.3 10.6 1.7 5.3 15.8 2.5 10.6 26.4 3.4 10.6 36.9 4.2 5.3 42.2 5.1 5.3 47.5 5.9 5.3 52.8 6.7 10.6 63.3 7.6
Qpu 0.0 6.1 12.2 18.4 29.8 41.2 47.3 53.4 59.5 70.9
9000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-3
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.40 m 0.075 m 1.26 m 0.13 m 0.08 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 5 30.0 C2 12 72.0 C2 12 72.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.53 0.53 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Cal c . Met h o d cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
B as ed o n N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N2*N-SP SPT* T*pe peri rime mete ter* r*ll Nc*cu*area 40*N 40*N-S -SPT PTav av*l *l/D /D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End L o c al Cu m m . 0.0 0.0 3.8 3.8 7.5 7.5 4.8 12.3 7.5 15.1 5.8 20.9 7.5 22.6 6.8 29.4 15.1 37.7 15.6 53.3 15.1 52.8 13.6 66.4 7.5 60.3 6.8 67.1 7.5 67.9 6.8 74.6 7.5 75.4 6.8 82.2 15.1 90.5 13.6 104.0 15.1 105.6 13.6 119.1 15.1 120.6 13.6 134.2 15.1 135.7 13.6 149.3 35.8 171.5 33.9 205.5 48.0 219.5 81.4 300.9 48.0 267.4 81.4 348.9 219.9 487.4 659.7 1147.1 219.9 707.3 659.7 1367.0 219.9 927.2 659.7 1586.9 219.9 1147.1 659.7 1806.8 219.9 1367.0 659.7 2026.7 219.9 1586.9 659.7 2246.6 219.9 1806.8 659.7 2466.6 219.9 2026.7 659.7 2686.5 219.9 2246.6 659.7 2906.4 219.9 2466.6 659.7 3126.3
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp L o c al Cu m m . 0.0 0.0 0.0 5.3 5.3 0.8 5.3 10.6 1.7 5.3 15.8 2.5 10.6 26.4 3.4 10.6 36.9 4.2 5.3 42.2 5.1 5.3 47.5 5.9 5.3 52.8 6.7 10.6 63.3 7.6 10.6 73.9 8.4 10.6 84.4 9.3 10.6 95.0 10.1 25.1 120.1 11.0 33.6 153.6 11.8 33.6 187.2 12.6 153.9 341.1 13.5 153.9 495.1 14.3 153.9 649.0 15.2 153.9 803.0 16.0 153.9 956.9 16.8 153.9 1110.8 17.7 153.9 1264.8 18.5 153.9 1418.7 19.4 153.9 1572.7 20.2 153.9 1726.6 21.1
Qpu 0.0 6.1 12.2 18.4 29.8 41.2 47.3 53.4 59.5 70.9 82.3 93.7 105.1 131.0 165.4 199.8 354.6 509.4 664.2 819.0 973.7 1128.5 1283.3 1438.1 1592.9 1747.6
P r o j ec t
: TA NJ UNG REDEP, B ERA U
Pi l e t y p e
: PC PIL E
Cal c u l at i o n m et h o d :
Ref .
: B H-3
Di am et er
: 0.4 m
B as ed o n N-SPT
N-SPT 0
20
40
60
NOTE:
Ult. Compression (kN) 80
100
0
0
1000
2000
3000
Ult. Pull Out (kN)
4000
5000
6000
0
0
1000
2000
3000
4000
Friction
1
5000
0
1
-5
Friction*
End
Wp
Qu
Qpu
CH
2
-5
-5
-10
-10
1 1
-10 ) m ( h t p e D
2
) m (
2
h t p e D
5
-15
) m (
CH
12
h t p e D
-15
-15
-20
-20
-25
-25
100 CLAYSTONE 100 100 -20 100 100 100 -25
100
Project Ref.
: :
TANJUNG REDEP, BERAU BH-3
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Cal c . Met h o d cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
B as ed o n N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N2*N-SP SPT* T*pe peri rime mete ter* r*ll Nc*cu*area 40*N 40*N-S -SPT PTav av*l *l/D /D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End L o c al Cu m m . 0.0 0.0 4.8 4.8 8.5 8.5 6.0 14.5 8.5 17.0 7.3 24.3 8.5 25.4 8.6 34.0 17.0 42.4 19.7 62.1 17.0 59.4 17.2 76.6 8.5 67.9 8.6 76.4 8.5 76.3 8.6 84.9 8.5 84.8 8.6 93.4 17.0 101.8 17.2 119.0
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp L o c al Cu m m . 0.0 0.0 0.0 5.9 5.9 1.0 5.9 11.9 2.0 5.9 17.8 3.1 11.9 29.7 4.1 11.9 41.6 5.1 5.9 47.5 6.1 5.9 53.4 7.2 5.9 59.4 8.2 11.9 71.3 9.2
Qpu 0.0 7.0 13.9 20.9 33.8 46.7 53.6 60.6 67.6 80.5
6000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-3
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 5 30.0 C2 12 72.0 C2 12 72.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.53 0.53 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Cal c . Met h o d cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
B as ed o n N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N2*N-SP SPT* T*pe peri rime mete ter* r*ll Nc*cu*area 40*N 40*N-S -SPT PTav av*l *l/D /D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End L o c al Cu m m . 0.0 0.0 4.8 4.8 8.5 8.5 6.0 14.5 8.5 17.0 7.3 24.3 8.5 25.4 8.6 34.0 17.0 42.4 19.7 62.1 17.0 59.4 17.2 76.6 8.5 67.9 8.6 76.4 8.5 76.3 8.6 84.9 8.5 84.8 8.6 93.4 17.0 101.8 17.2 119.0 17.0 118.8 17.2 135.9 17.0 135.7 17.2 152.9 17.0 152.7 17.2 169.9 40.3 193.0 42.9 235.9 53.9 246.9 103.1 350.0 53.9 300.9 103.1 403.9 247.4 548.3 835.0 1383.2 247.4 795.7 835.0 1630.6 247.4 1043.1 835.0 1878.0 247.4 1290.5 835.0 2125.4 247.4 1537.9 835.0 2372.8 247.4 1785.3 835.0 2620.3 247.4 2032.7 835.0 2867.7 247.4 2280.1 835.0 3115.1 247.4 2527.5 835.0 3362.5 247.4 2774.9 835.0 3609.9
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp L o c al Cu m m . 0.0 0.0 0.0 5.9 5.9 1.0 5.9 11.9 2.0 5.9 17.8 3.1 11.9 29.7 4.1 11.9 41.6 5.1 5.9 47.5 6.1 5.9 53.4 7.2 5.9 59.4 8.2 11.9 71.3 9.2 11.9 83.1 10.2 11.9 95.0 11.3 11.9 106.9 12.3 28.2 135.1 13.3 37.8 172.8 14.3 37.8 210.6 15.3 173.2 383.8 16.4 173.2 557.0 17.4 173.2 730.1 18.4 173.2 903.3 19.4 173.2 1076.5 20.5 173.2 1249.7 21.5 173.2 1422.9 22.5 173.2 1596.1 23.5 173.2 1769.2 24.5 173.2 1942.4 25.6
Qpu 0.0 7.0 13.9 20.9 33.8 46.7 53.6 60.6 67.6 80.5 93.4 106.3 119.2 148.4 187.2 226.0 400.2 574.4 748.6 922.8 1097.0 1271.2 1445.4 1619.6 1793.8 1968.0
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-3
Diameter
: 0.45 m
Based on N-SPT
N-SPT 0
20
40
60
100
0
1000
2000
3000
Ult. Pull Out (kN)
4000
5000
6000
0
0
1000
2000
3000
4000
5000
0
1 1
NOTE:
Ult. Compression (kN) 80
0
-5
Friction
Friction*
End
Wp
Qu
Qpu
CH
2
-5
-5
-10
-10
1 1
-10 ) m ( h t p e D
2
) m (
2
h t p e D
5
-15
) m (
CH
12
h t p e D
-15
-15
-20
-20
-25
-25
100 CLAYSTONE 100 100 -20 100 100 100 -25
100
Project Ref.
: :
TANJUNG REDEP, BERAU BH-3
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 5.9 5.9 9.4 9.4 7.5 16.9 9.4 18.8 9.0 27.9 9.4 28.3 10.6 38.9 18.8 47.1 24.3 71.4 18.8 66.0 21.2 87.2 9.4 75.4 10.6 86.0 9.4 84.8 10.6 95.4 9.4 94.2 10.6 104.9 18.8 113.1 21.2 134.3
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 6.6 6.6 1.3 6.6 13.2 2.6 6.6 19.8 3.8 13.2 33.0 5.1 13.2 46.2 6.4 6.6 52.8 7.7 6.6 59.4 8.9 6.6 66.0 10.2 13.2 79.2 11.5
Qpu 0.0 7.9 15.7 23.6 38.1 52.6 60.4 68.3 76.2 90.6
6000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-3
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 5 30.0 C2 12 72.0 C2 12 72.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.53 0.53 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 5.9 5.9 9.4 9.4 7.5 16.9 9.4 18.8 9.0 27.9 9.4 28.3 10.6 38.9 18.8 47.1 24.3 71.4 18.8 66.0 21.2 87.2 9.4 75.4 10.6 86.0 9.4 84.8 10.6 95.4 9.4 94.2 10.6 104.9 18.8 113.1 21.2 134.3 18.8 131.9 21.2 153.2 18.8 150.8 21.2 172.0 18.8 169.6 21.2 190.9 44.8 214.4 53.0 267.4 59.9 274.4 127.2 401.6 59.9 334.3 127.2 461.5 274.9 609.2 1030.8 1640.0 274.9 884.1 1030.8 1914.9 274.9 1159.0 1030.8 2189.8 274.9 1433.9 1030.8 2464.7 274.9 1708.7 1030.8 2739.6 274.9 1983.6 1030.8 3014.5 274.9 2258.5 1030.8 3289.4 274.9 2533.4 1030.8 3564.3 274.9 2808.3 1030.8 3839.1 274.9 3083.2 1030.8 4114.0
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 6.6 6.6 1.3 6.6 13.2 2.6 6.6 19.8 3.8 13.2 33.0 5.1 13.2 46.2 6.4 6.6 52.8 7.7 6.6 59.4 8.9 6.6 66.0 10.2 13.2 79.2 11.5 13.2 92.4 12.8 13.2 105.6 14.0 13.2 118.8 15.3 31.3 150.1 16.6 42.0 192.0 17.9 42.0 234.0 19.1 192.4 426.4 20.4 192.4 618.9 21.7 192.4 811.3 23.0 192.4 1003.7 24.2 192.4 1196.1 25.5 192.4 1388.5 26.8 192.4 1581.0 28.1 192.4 1773.4 29.3 192.4 1965.8 30.6 192.4 2158.2 31.9
Qpu 0.0 7.9 15.7 23.6 38.1 52.6 60.4 68.3 76.2 90.6 105.1 119.6 134.1 166.7 209.9 253.1 446.8 640.5 834.2 1027.9 1221.6 1415.3 1609.0 1802.7 1996.4 2190.1
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-3
Diameter
: 0.5 m
Based on N-SPT
N-SPT 0
20
40
60
100
0
1000
2000
3000
Ult. Pull Out (kN)
4000
5000
6000
0
0
1000
2000
3000
4000
5000
0
1 1
NOTE:
Ult. Compression (kN) 80
0
-5
Friction
Friction*
End
Wp
Qu
Qpu
CH
2
-5
-5
-10
-10
1 1
-10 ) m ( h t p e D
2
) m (
2
h t p e D
5
-15
) m (
CH
12
h t p e D
-15
-15
-20
-20
-25
-25
100 CLAYSTONE 100 100 -20 100 100 100 -25
100
Project Ref.
: :
TANJUNG REDEP, BERAU BH-3
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.60 m 0.100 m 1.88 m 0.28 m 0.16 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 8.5 8.5 11.3 11.3 10.7 22.0 11.3 22.6 13.0 35.6 11.3 33.9 15.3 49.2 22.6 56.5 35.0 91.6 22.6 79.2 30.5 109.7 11.3 90.5 15.3 105.7 11.3 101.8 15.3 117.1 11.3 113.1 15.3 128.4 22.6 135.7 30.5 166.3
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Qpu Local Cumm. 0.0 0.0 0.0 0.0 7.9 7.9 1.7 9.6 7.9 15.8 3.5 19.3 7.9 23.8 5.2 28.9 15.8 39.6 6.9 46.5 15.8 55.4 8.6 64.1 7.9 63.3 10.4 73.7 7.9 71.3 12.1 83.3 7.9 79.2 13.8 93.0 15.8 95.0 15.6 110.6
6000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-3
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.60 m 0.100 m 1.88 m 0.28 m 0.16 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 5 30.0 C2 12 72.0 C2 12 72.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.53 0.53 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 8.5 8.5 11.3 11.3 10.7 22.0 11.3 22.6 13.0 35.6 11.3 33.9 15.3 49.2 22.6 56.5 35.0 91.6 22.6 79.2 30.5 109.7 11.3 90.5 15.3 105.7 11.3 101.8 15.3 117.1 11.3 113.1 15.3 128.4 22.6 135.7 30.5 166.3 22.6 158.3 30.5 188.9 22.6 181.0 30.5 211.5 22.6 203.6 30.5 234.1 53.7 257.3 76.3 333.6 71.9 329.2 183.2 512.4 71.9 401.2 183.2 584.4 329.9 731.0 1484.4 2215.4 329.9 1060.9 1484.4 2545.3 329.9 1390.8 1484.4 2875.2 329.9 1720.6 1484.4 3205.0 329.9 2050.5 1484.4 3534.9 329.9 2380.4 1484.4 3864.8 329.9 2710.2 1484.4 4194.6 329.9 3040.1 1484.4 4524.5 329.9 3370.0 1484.4 4854.4 329.9 3699.8 1484.4 5184.2
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 7.9 7.9 1.7 7.9 15.8 3.5 7.9 23.8 5.2 15.8 39.6 6.9 15.8 55.4 8.6 7.9 63.3 10.4 7.9 71.3 12.1 7.9 79.2 13.8 15.8 95.0 15.6 15.8 110.8 17.3 15.8 126.7 19.0 15.8 142.5 20.7 37.6 180.1 22.5 50.4 230.5 24.2 50.4 280.8 25.9 230.9 511.7 27.6 230.9 742.6 29.4 230.9 973.5 31.1 230.9 1204.4 32.8 230.9 1435.3 34.6 230.9 1666.3 36.3 230.9 1897.2 38.0 230.9 2128.1 39.7 230.9 2359.0 41.5 230.9 2589.9 43.2
Qpu 0.0 9.6 19.3 28.9 46.5 64.1 73.7 83.3 93.0 110.6 128.1 145.7 163.2 202.6 254.6 306.7 539.4 772.0 1004.6 1237.3 1469.9 1702.5 1935.2 2167.8 2400.4 2633.1
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-3
Diameter
: 0.6 m
Based on N-SPT
N-SPT 0
20
40
60
100
0
1000
2000
3000
Ult. Pull Out (kN)
4000
5000
6000
0
0
1000
2000
3000
4000
5000
0
1 1
NOTE:
Ult. Compression (kN) 80
0
-5
Friction
Friction*
End
Wp
Qu
Qpu
CH
2
-5
-5
-10
-10
1 1
-10 ) m ( h t p e D
2
) m (
2
h t p e D
5
-15
) m (
CH
12
h t p e D
-15
-15
-20
-20
-25
-25
100 CLAYSTONE 100 100 -20 100 100 100 -25
100
Project Ref.
: :
TANJUNG REDEP, BERAU BH-4
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.40 m 0.075 m 1.26 m 0.13 m 0.08 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 3.8 3.8 7.5 7.5 4.8 12.3 7.5 15.1 5.8 20.9 7.5 22.6 6.8 29.4 7.5 30.2 7.8 37.9 7.5 37.7 6.8 44.5 7.5 45.2 6.8 52.0 7.5 52.8 6.8 59.6 7.5 60.3 6.8 67.1 7.5 67.9 6.8 74.6
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 5.3 5.3 0.8 5.3 10.6 1.7 5.3 15.8 2.5 5.3 21.1 3.4 5.3 26.4 4.2 5.3 31.7 5.1 5.3 36.9 5.9 5.3 42.2 6.7 5.3 47.5 7.6
Qpu 0.0 6.1 12.2 18.4 24.5 30.6 36.7 42.8 49.0 55.1
6000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-4
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.40 m 0.075 m 1.26 m 0.13 m 0.08 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C2 8 48.0 C2 25 150.0 C2 25 150.0 C2 25 150.0 C3 45 270.0 C3 50 300.0 C3 55 330.0 C3 55 330.0 C3 50 300.0 C3 50 300.0 C3 50 300.0 C3 50 300.0 C4 19 114.0 C4 19 114.0 C4 20 120.0 C4 20 120.0 PT 40 240.0 PT 100 350.0 PT 100 350.0 PT 100 350.0 PT 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 3.8 3.8 7.5 7.5 4.8 12.3 7.5 15.1 5.8 20.9 7.5 22.6 6.8 29.4 7.5 30.2 7.8 37.9 7.5 37.7 6.8 44.5 7.5 45.2 6.8 52.0 7.5 52.8 6.8 59.6 7.5 60.3 6.8 67.1 7.5 67.9 6.8 74.6 7.5 75.4 6.8 82.2 7.5 82.9 6.8 89.7 7.5 90.5 6.8 97.3 46.4 136.9 54.3 191.2 94.2 231.2 169.6 400.8 94.2 325.4 169.6 495.1 94.2 419.7 169.6 589.3 169.6 589.3 305.4 894.7 188.5 777.8 339.3 1117.1 207.3 985.2 373.2 1358.4 207.3 1192.5 373.2 1565.7 188.5 1381.0 339.3 1720.3 188.5 1569.5 339.3 1908.8 188.5 1758.0 339.3 2097.3 188.5 1946.5 339.3 2285.8 71.6 2018.1 128.9 2147.0 71.6 2089.7 128.9 2218.7 75.4 2165.1 135.7 2300.9 75.4 2240.5 135.7 2376.3 150.8 2391.3 452.4 2843.7 219.9 2611.2 659.7 3271.0 219.9 2831.2 659.7 3490.9 219.9 3051.1 659.7 3710.8 219.9 3271.0 659.7 3930.7 219.9 3490.9 659.7 4150.6 219.9 3710.8 659.7 4370.5 219.9 3930.7 659.7 4590.5 219.9 4150.6 659.7 4810.4 219.9 4370.5 659.7 5030.3 219.9 4590.5 659.7 5250.2 219.9 4810.4 659.7 5470.1
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 5.3 5.3 0.8 5.3 10.6 1.7 5.3 15.8 2.5 5.3 21.1 3.4 5.3 26.4 4.2 5.3 31.7 5.1 5.3 36.9 5.9 5.3 42.2 6.7 5.3 47.5 7.6 5.3 52.8 8.4 5.3 58.1 9.3 5.3 63.3 10.1 32.5 95.8 11.0 66.0 161.8 11.8 66.0 227.8 12.6 66.0 293.8 13.5 118.8 412.5 14.3 131.9 544.5 15.2 145.1 689.6 16.0 145.1 834.8 16.8 131.9 966.7 17.7 131.9 1098.6 18.5 131.9 1230.6 19.4 131.9 1362.5 20.2 50.1 1412.7 21.1 50.1 1462.8 21.9 52.8 1515.6 22.7 52.8 1568.4 23.6 105.6 1673.9 24.4 153.9 1827.9 25.3 153.9 1981.8 26.1 153.9 2135.8 27.0 153.9 2289.7 27.8 153.9 2443.6 28.6 153.9 2597.6 29.5 153.9 2751.5 30.3 153.9 2905.4 31.2 153.9 3059.4 32.0 153.9 3213.3 32.9 153.9 3367.3 33.7
Qpu 0.0 6.1 12.2 18.4 24.5 30.6 36.7 42.8 49.0 55.1 61.2 67.3 73.4 106.8 173.6 240.4 307.2 426.8 559.6 705.6 851.6 984.4 1117.2 1250.0 1382.8 1433.7 1484.7 1538.3 1592.0 1698.4 1853.1 2007.9 2162.7 2317.5 2472.3 2627.0 2781.8 2936.6 3091.4 3246.2 3401.0
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-4
Diameter
: 0.4 m
Based on N-SPT
N-SPT 0
20
40
NOTE:
Ult. Compression (kN)
60
80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN)
6000
7000
8000
9000
0
0
1000
2000
3000
4000
5000
6000
7000
8000
0
1 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
1 1 -10
1 1 8
-15
25
CH 45 50
) m (
55
h t -20 p e D
) m (
) m (
h t -20 p e D
CH
50
h t -20 p e D
50 50 -25
19
-25
-25
-30
-30
-35
-35
-40
-40
CH 20 40 -30
100 PT
100 100
-35
100 CLAYSTONE 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-4
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 4.8 4.8 8.5 8.5 6.0 14.5 8.5 17.0 7.3 24.3 8.5 25.4 8.6 34.0 8.5 33.9 9.8 43.8 8.5 42.4 8.6 51.0 8.5 50.9 8.6 59.5 8.5 59.4 8.6 68.0 8.5 67.9 8.6 76.4 8.5 76.3 8.6 84.9
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 5.9 5.9 1.0 5.9 11.9 2.0 5.9 17.8 3.1 5.9 23.8 4.1 5.9 29.7 5.1 5.9 35.6 6.1 5.9 41.6 7.2 5.9 47.5 8.2 5.9 53.4 9.2
Qpu 0.0 7.0 13.9 20.9 27.8 34.8 41.8 48.7 55.7 62.6
9000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-4
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C2 8 48.0 C2 25 150.0 C2 25 150.0 C2 25 150.0 C3 45 270.0 C3 50 300.0 C3 55 330.0 C3 55 330.0 C3 50 300.0 C3 50 300.0 C3 50 300.0 C3 50 300.0 C4 19 114.0 C4 19 114.0 C4 20 120.0 C4 20 120.0 PT 40 240.0 PT 100 350.0 PT 100 350.0 PT 100 350.0 PT 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 4.8 4.8 8.5 8.5 6.0 14.5 8.5 17.0 7.3 24.3 8.5 25.4 8.6 34.0 8.5 33.9 9.8 43.8 8.5 42.4 8.6 51.0 8.5 50.9 8.6 59.5 8.5 59.4 8.6 68.0 8.5 67.9 8.6 76.4 8.5 76.3 8.6 84.9 8.5 84.8 8.6 93.4 8.5 93.3 8.6 101.9 8.5 101.8 8.6 110.4 52.3 154.0 68.7 222.7 106.0 260.1 214.7 474.8 106.0 366.1 214.7 580.8 106.0 472.1 214.7 686.8 190.9 663.0 386.5 1049.5 212.1 875.0 429.4 1304.5 233.3 1108.3 472.4 1580.7 233.3 1341.6 472.4 1813.9 212.1 1553.6 429.4 1983.0 212.1 1765.7 429.4 2195.1 212.1 1977.7 429.4 2407.2 212.1 2189.8 429.4 2619.2 80.6 2270.4 163.2 2433.6 80.6 2351.0 163.2 2514.1 84.8 2435.8 171.8 2607.5 84.8 2520.6 171.8 2692.4 169.6 2690.3 572.6 3262.8 247.4 2937.7 835.0 3772.6 247.4 3185.1 835.0 4020.0 247.4 3432.5 835.0 4267.4 247.4 3679.9 835.0 4514.8 247.4 3927.3 835.0 4762.2 247.4 4174.7 835.0 5009.6 247.4 4422.1 835.0 5257.0 247.4 4669.5 835.0 5504.4 247.4 4916.9 835.0 5751.8 247.4 5164.3 835.0 5999.2 247.4 5411.7 835.0 6246.6
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 5.9 5.9 1.0 5.9 11.9 2.0 5.9 17.8 3.1 5.9 23.8 4.1 5.9 29.7 5.1 5.9 35.6 6.1 5.9 41.6 7.2 5.9 47.5 8.2 5.9 53.4 9.2 5.9 59.4 10.2 5.9 65.3 11.3 5.9 71.3 12.3 36.6 107.8 13.3 74.2 182.0 14.3 74.2 256.3 15.3 74.2 330.5 16.4 133.6 464.1 17.4 148.4 612.5 18.4 163.3 775.8 19.4 163.3 939.1 20.5 148.4 1087.5 21.5 148.4 1236.0 22.5 148.4 1384.4 23.5 148.4 1532.9 24.5 56.4 1589.3 25.6 56.4 1645.7 26.6 59.4 1705.0 27.6 59.4 1764.4 28.6 118.8 1883.2 29.7 173.2 2056.4 30.7 173.2 2229.5 31.7 173.2 2402.7 32.7 173.2 2575.9 33.8 173.2 2749.1 34.8 173.2 2922.3 35.8 173.2 3095.4 36.8 173.2 3268.6 37.8 173.2 3441.8 38.9 173.2 3615.0 39.9 173.2 3788.2 40.9
Qpu 0.0 7.0 13.9 20.9 27.8 34.8 41.8 48.7 55.7 62.6 69.6 76.6 83.5 121.1 196.4 271.6 346.9 481.5 630.9 795.2 959.6 1109.0 1258.5 1407.9 1557.4 1614.8 1672.3 1732.7 1793.1 1912.8 2087.0 2261.2 2435.5 2609.7 2783.9 2958.1 3132.3 3306.5 3480.7 3654.9 3829.1
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-4
Diameter
: 0.45 m
Based on N-SPT
N-SPT 0
20
40
NOTE:
Ult. Compression (kN)
60
80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN)
6000
7000
8000
9000
0
0
1000
2000
3000
4000
5000
6000
7000
8000
0
1 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
1 1 -10
1 1 8
-15
25
CH 45 50
) m (
55
h t -20 p e D
) m (
) m (
h t -20 p e D
CH
50
h t -20 p e D
50 50 -25
19
-25
-25
-30
-30
-35
-35
-40
-40
CH 20 40 -30
100 PT
100 100
-35
100 CLAYSTONE 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-4
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 5.9 5.9 9.4 9.4 7.5 16.9 9.4 18.8 9.0 27.9 9.4 28.3 10.6 38.9 9.4 37.7 12.2 49.9 9.4 47.1 10.6 57.7 9.4 56.5 10.6 67.2 9.4 66.0 10.6 76.6 9.4 75.4 10.6 86.0 9.4 84.8 10.6 95.4
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 6.6 6.6 1.3 6.6 13.2 2.6 6.6 19.8 3.8 6.6 26.4 5.1 6.6 33.0 6.4 6.6 39.6 7.7 6.6 46.2 8.9 6.6 52.8 10.2 6.6 59.4 11.5
Qpu 0.0 7.9 15.7 23.6 31.5 39.4 47.2 55.1 63.0 70.9
9000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-4
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C2 8 48.0 C2 25 150.0 C2 25 150.0 C2 25 150.0 C3 45 270.0 C3 50 300.0 C3 55 330.0 C3 55 330.0 C3 50 300.0 C3 50 300.0 C3 50 300.0 C3 50 300.0 C4 19 114.0 C4 19 114.0 C4 20 120.0 C4 20 120.0 PT 40 240.0 PT 100 350.0 PT 100 350.0 PT 100 350.0 PT 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 5.9 5.9 9.4 9.4 7.5 16.9 9.4 18.8 9.0 27.9 9.4 28.3 10.6 38.9 9.4 37.7 12.2 49.9 9.4 47.1 10.6 57.7 9.4 56.5 10.6 67.2 9.4 66.0 10.6 76.6 9.4 75.4 10.6 86.0 9.4 84.8 10.6 95.4 9.4 94.2 10.6 104.9 9.4 103.7 10.6 114.3 9.4 113.1 10.6 123.7 58.1 171.2 84.8 256.0 117.8 289.0 265.1 554.0 117.8 406.8 265.1 671.8 117.8 524.6 265.1 789.7 212.1 736.6 477.1 1213.8 235.6 972.3 530.1 1502.4 259.2 1231.4 583.2 1814.6 259.2 1490.6 583.2 2073.8 235.6 1726.2 530.1 2256.4 235.6 1961.9 530.1 2492.0 235.6 2197.5 530.1 2727.6 235.6 2433.1 530.1 2963.3 89.5 2522.6 201.5 2724.1 89.5 2612.2 201.5 2813.6 94.2 2706.4 212.1 2918.5 94.2 2800.7 212.1 3012.7 188.5 2989.2 706.9 3696.0 274.9 3264.1 1030.8 4294.9 274.9 3538.9 1030.8 4569.8 274.9 3813.8 1030.8 4844.7 274.9 4088.7 1030.8 5119.6 274.9 4363.6 1030.8 5394.5 274.9 4638.5 1030.8 5669.3 274.9 4913.4 1030.8 5944.2 274.9 5188.3 1030.8 6219.1 274.9 5463.2 1030.8 6494.0 274.9 5738.1 1030.8 6768.9 274.9 6013.0 1030.8 7043.8
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 6.6 6.6 1.3 6.6 13.2 2.6 6.6 19.8 3.8 6.6 26.4 5.1 6.6 33.0 6.4 6.6 39.6 7.7 6.6 46.2 8.9 6.6 52.8 10.2 6.6 59.4 11.5 6.6 66.0 12.8 6.6 72.6 14.0 6.6 79.2 15.3 40.6 119.8 16.6 82.5 202.3 17.9 82.5 284.7 19.1 82.5 367.2 20.4 148.4 515.6 21.7 164.9 680.6 23.0 181.4 862.0 24.2 181.4 1043.4 25.5 164.9 1208.4 26.8 164.9 1373.3 28.1 164.9 1538.2 29.3 164.9 1703.2 30.6 62.7 1765.8 31.9 62.7 1828.5 33.2 66.0 1894.5 34.4 66.0 1960.5 35.7 131.9 2092.4 37.0 192.4 2284.8 38.3 192.4 2477.3 39.5 192.4 2669.7 40.8 192.4 2862.1 42.1 192.4 3054.5 43.4 192.4 3247.0 44.6 192.4 3439.4 45.9 192.4 3631.8 47.2 192.4 3824.2 48.5 192.4 4016.6 49.7 192.4 4209.1 51.0
Qpu 0.0 7.9 15.7 23.6 31.5 39.4 47.2 55.1 63.0 70.9 78.7 86.6 94.5 136.4 220.1 303.9 387.6 537.3 703.5 886.2 1068.9 1235.2 1401.4 1567.6 1733.8 1797.7 1861.7 1928.9 1996.2 2129.4 2323.1 2516.8 2710.5 2904.2 3097.9 3291.6 3485.3 3679.0 3872.7 4066.4 4260.1
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-4
Diameter
: 0.5 m
Based on N-SPT
N-SPT 0
20
40
NOTE:
Ult. Compression (kN)
60
80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN)
6000
7000
8000
9000
0
0
1000
2000
3000
4000
5000
6000
7000
8000
0
1 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
1 1 -10
1 1 8
-15
25
CH 45 50
) m (
55
h t -20 p e D
) m (
) m (
h t -20 p e D
CH
50
h t -20 p e D
50 50 -25
19
-25
-25
-30
-30
-35
-35
-40
-40
CH 20 40 -30
100 PT
100 100
-35
100 CLAYSTONE 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-4
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.60 m 0.100 m 1.88 m 0.28 m 0.16 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 8.5 8.5 11.3 11.3 10.7 22.0 11.3 22.6 13.0 35.6 11.3 33.9 15.3 49.2 11.3 45.2 17.5 62.7 11.3 56.5 15.3 71.8 11.3 67.9 15.3 83.1 11.3 79.2 15.3 94.4 11.3 90.5 15.3 105.7 11.3 101.8 15.3 117.1
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 7.9 7.9 1.7 7.9 15.8 3.5 7.9 23.8 5.2 7.9 31.7 6.9 7.9 39.6 8.6 7.9 47.5 10.4 7.9 55.4 12.1 7.9 63.3 13.8 7.9 71.3 15.6
Qpu 0.0 9.6 19.3 28.9 38.6 48.2 57.9 67.5 77.2 86.8
9000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-4
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.60 m 0.100 m 1.88 m 0.28 m 0.16 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0 -31.0 -32.0 -33.0 -34.0 -35.0 -36.0 -37.0 -38.0 -39.0 -40.0
Soil Properties cu Layer N-SPT 2 kN/m C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C2 8 48.0 C2 25 150.0 C2 25 150.0 C2 25 150.0 C3 45 270.0 C3 50 300.0 C3 55 330.0 C3 55 330.0 C3 50 300.0 C3 50 300.0 C3 50 300.0 C3 50 300.0 C4 19 114.0 C4 19 114.0 C4 20 120.0 C4 20 120.0 PT 40 240.0 PT 100 350.0 PT 100 350.0 PT 100 350.0 PT 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0 C5 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 8.5 8.5 11.3 11.3 10.7 22.0 11.3 22.6 13.0 35.6 11.3 33.9 15.3 49.2 11.3 45.2 17.5 62.7 11.3 56.5 15.3 71.8 11.3 67.9 15.3 83.1 11.3 79.2 15.3 94.4 11.3 90.5 15.3 105.7 11.3 101.8 15.3 117.1 11.3 113.1 15.3 128.4 11.3 124.4 15.3 139.7 11.3 135.7 15.3 151.0 69.7 205.4 122.1 327.5 141.4 346.8 381.7 728.5 141.4 488.1 381.7 869.8 141.4 629.5 381.7 1011.2 254.5 884.0 687.1 1571.0 282.7 1166.7 763.4 1930.1 311.0 1477.7 839.7 2317.5 311.0 1788.8 839.7 2628.5 282.7 2071.5 763.4 2834.9 282.7 2354.2 763.4 3117.6 282.7 2637.0 763.4 3400.4 282.7 2919.7 763.4 3683.1 107.4 3027.2 290.1 3317.3 107.4 3134.6 290.1 3424.7 113.1 3247.7 305.4 3553.1 113.1 3360.8 305.4 3666.2 226.2 3587.0 1017.9 4604.9 329.9 3916.9 1484.4 5401.3 329.9 4246.7 1484.4 5731.1 329.9 4576.6 1484.4 6061.0 329.9 4906.5 1484.4 6390.9 329.9 5236.3 1484.4 6720.7 329.9 5566.2 1484.4 7050.6 329.9 5896.1 1484.4 7380.5 329.9 6225.9 1484.4 7710.4 329.9 6555.8 1484.4 8040.2 329.9 6885.7 1484.4 8370.1 329.9 7215.6 1484.4 8700.0
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 7.9 7.9 1.7 7.9 15.8 3.5 7.9 23.8 5.2 7.9 31.7 6.9 7.9 39.6 8.6 7.9 47.5 10.4 7.9 55.4 12.1 7.9 63.3 13.8 7.9 71.3 15.6 7.9 79.2 17.3 7.9 87.1 19.0 7.9 95.0 20.7 48.8 143.8 22.5 99.0 242.7 24.2 99.0 341.7 25.9 99.0 440.7 27.6 178.1 618.8 29.4 197.9 816.7 31.1 217.7 1034.4 32.8 217.7 1252.1 34.6 197.9 1450.0 36.3 197.9 1648.0 38.0 197.9 1845.9 39.7 197.9 2043.8 41.5 75.2 2119.0 43.2 75.2 2194.2 44.9 79.2 2273.4 46.7 79.2 2352.6 48.4 158.3 2510.9 50.1 230.9 2741.8 51.8 230.9 2972.7 53.6 230.9 3203.6 55.3 230.9 3434.5 57.0 230.9 3665.4 58.7 230.9 3896.3 60.5 230.9 4127.3 62.2 230.9 4358.2 63.9 230.9 4589.1 65.7 230.9 4820.0 67.4 230.9 5050.9 69.1
Qpu 0.0 9.6 19.3 28.9 38.6 48.2 57.9 67.5 77.2 86.8 96.4 106.1 115.7 166.2 266.9 367.6 468.3 648.2 847.8 1067.2 1286.7 1486.3 1686.0 1885.6 2085.3 2162.2 2239.2 2320.1 2400.9 2561.0 2793.6 3026.3 3258.9 3491.6 3724.2 3956.8 4189.5 4422.1 4654.7 4887.4 5120.0
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-4
Diameter
: 0.6 m
Based on N-SPT
N-SPT 0
20
40
NOTE:
Ult. Compression (kN)
60
80
100
0
0
1000
2000
3000
4000
5000
Ult. Pull Out (kN)
6000
7000
8000
9000
0
0
1000
2000
3000
4000
5000
6000
7000
8000
0
1 1 -5
Friction
Friction*
End
Wp
Qu
Qpu
CH
1
-5
-5
-10
-10
-15
-15
1 1 -10
1 1 8
-15
25
CH 45 50
) m (
55
h t -20 p e D
) m (
) m (
h t -20 p e D
CH
50
h t -20 p e D
50 50 -25
19
-25
-25
-30
-30
-35
-35
-40
-40
CH 20 40 -30
100 PT
100 100
-35
100 CLAYSTONE 100 100 100
-40
Project Ref.
: :
TANJUNG REDEP, BERAU BH-5
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.40 m 0.075 m 1.26 m 0.13 m 0.08 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 7.5 7.5 15.1 15.1 9.5 24.6 15.1 30.2 11.6 41.7 7.5 37.7 6.8 44.5 15.1 52.8 15.6 68.3 15.1 67.9 13.6 81.4 7.5 75.4 6.8 82.2 7.5 82.9 6.8 89.7 7.5 90.5 6.8 97.3 7.5 98.0 6.8 104.8
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 10.6 10.6 0.8 10.6 21.1 1.7 5.3 26.4 2.5 10.6 36.9 3.4 10.6 47.5 4.2 5.3 52.8 5.1 5.3 58.1 5.9 5.3 63.3 6.7 5.3 68.6 7.6
Qpu 0.0 11.4 22.8 28.9 40.3 51.7 57.8 64.0 70.1 76.2
9000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-5
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.40 m 0.075 m 1.26 m 0.13 m 0.08 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C2 5 30.0 C2 4 24.0 C2 4 24.0 C2 5 30.0 C2 5 30.0 C2 5 30.0 C2 7 42.0 C2 7 42.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.83 0.83 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 7.5 7.5 15.1 15.1 9.5 24.6 15.1 30.2 11.6 41.7 7.5 37.7 6.8 44.5 15.1 52.8 15.6 68.3 15.1 67.9 13.6 81.4 7.5 75.4 6.8 82.2 7.5 82.9 6.8 89.7 7.5 90.5 6.8 97.3 7.5 98.0 6.8 104.8 7.5 105.6 6.8 112.3 15.1 120.6 13.6 134.2 15.1 135.7 13.6 149.3 35.8 171.5 33.9 205.5 30.2 201.7 27.1 228.8 30.2 231.9 27.1 259.0 35.8 267.7 33.9 301.6 35.8 303.5 33.9 337.4 35.8 339.3 33.9 373.2 43.8 383.1 47.5 430.6 43.8 426.9 47.5 474.4 219.9 646.8 659.7 1306.6 219.9 866.7 659.7 1526.5 219.9 1086.6 659.7 1746.4 219.9 1306.6 659.7 1966.3 219.9 1526.5 659.7 2186.2 219.9 1746.4 659.7 2406.1 219.9 1966.3 659.7 2626.0 219.9 2186.2 659.7 2845.9 219.9 2406.1 659.7 3065.8 219.9 2626.0 659.7 3285.8
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 10.6 10.6 0.8 10.6 21.1 1.7 5.3 26.4 2.5 10.6 36.9 3.4 10.6 47.5 4.2 5.3 52.8 5.1 5.3 58.1 5.9 5.3 63.3 6.7 5.3 68.6 7.6 5.3 73.9 8.4 10.6 84.4 9.3 10.6 95.0 10.1 25.1 120.1 11.0 21.1 141.2 11.8 21.1 162.3 12.6 25.1 187.4 13.5 25.1 212.4 14.3 25.1 237.5 15.2 30.7 268.2 16.0 30.7 298.8 16.8 153.9 452.8 17.7 153.9 606.7 18.5 153.9 760.6 19.4 153.9 914.6 20.2 153.9 1068.5 21.1 153.9 1222.5 21.9 153.9 1376.4 22.7 153.9 1530.3 23.6 153.9 1684.3 24.4 153.9 1838.2 25.3
Qpu 0.0 11.4 22.8 28.9 40.3 51.7 57.8 64.0 70.1 76.2 82.3 93.7 105.1 131.0 153.0 174.9 200.8 226.8 252.7 284.2 315.7 470.5 625.2 780.0 934.8 1089.6 1244.4 1399.1 1553.9 1708.7 1863.5
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-5
Diameter
: 0.4 m
Based on N-SPT
N-SPT 0
20
40
60
100
0
1000
2000
3000
Ult. Pull Out (kN)
4000
5000
6000
0
0
1000
2000
3000
4000
5000
0
2 1
NOTE:
Ult. Compression (kN) 80
0
-5
Friction
Friction*
End
Wp
Qu
Qpu
CH
2
-5
-5
-10
-10
1 1
-10
1
2
) m (
h t -15 p e D
5
) m (
4
) m (
h t -15 p e D
5
h t -15 p e D
CH
5 -20
7
-20
-20
-25
-25
-30
-30
100 100 CLAYSTONE 100 -25 100 100 100 -30
100
Project Ref.
: :
TANJUNG REDEP, BERAU BH-5
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 9.5 9.5 17.0 17.0 12.1 29.0 17.0 33.9 14.6 48.5 8.5 42.4 8.6 51.0 17.0 59.4 19.7 79.1 17.0 76.3 17.2 93.5 8.5 84.8 8.6 93.4 8.5 93.3 8.6 101.9 8.5 101.8 8.6 110.4 8.5 110.3 8.6 118.9
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 11.9 11.9 1.0 11.9 23.8 2.0 5.9 29.7 3.1 11.9 41.6 4.1 11.9 53.4 5.1 5.9 59.4 6.1 5.9 65.3 7.2 5.9 71.3 8.2 5.9 77.2 9.2
Qpu 0.0 12.9 25.8 32.8 45.7 58.6 65.5 72.5 79.4 86.4
6000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-5
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.45 m 0.080 m 1.41 m 0.16 m 0.09 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C2 5 30.0 C2 4 24.0 C2 4 24.0 C2 5 30.0 C2 5 30.0 C2 5 30.0 C2 7 42.0 C2 7 42.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.83 0.83 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 9.5 9.5 17.0 17.0 12.1 29.0 17.0 33.9 14.6 48.5 8.5 42.4 8.6 51.0 17.0 59.4 19.7 79.1 17.0 76.3 17.2 93.5 8.5 84.8 8.6 93.4 8.5 93.3 8.6 101.9 8.5 101.8 8.6 110.4 8.5 110.3 8.6 118.9 8.5 118.8 8.6 127.3 17.0 135.7 17.2 152.9 17.0 152.7 17.2 169.9 40.3 193.0 42.9 235.9 33.9 226.9 34.4 261.3 33.9 260.8 34.4 295.2 40.3 301.1 42.9 344.1 40.3 341.4 42.9 384.4 40.3 381.7 42.9 424.6 49.3 431.0 60.1 491.1 49.3 480.3 60.1 540.4 247.4 727.7 835.0 1562.6 247.4 975.1 835.0 1810.0 247.4 1222.5 835.0 2057.4 247.4 1469.9 835.0 2304.8 247.4 1717.3 835.0 2552.3 247.4 1964.7 835.0 2799.7 247.4 2212.1 835.0 3047.1 247.4 2459.5 835.0 3294.5 247.4 2706.9 835.0 3541.9 247.4 2954.3 835.0 3789.3
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 11.9 11.9 1.0 11.9 23.8 2.0 5.9 29.7 3.1 11.9 41.6 4.1 11.9 53.4 5.1 5.9 59.4 6.1 5.9 65.3 7.2 5.9 71.3 8.2 5.9 77.2 9.2 5.9 83.1 10.2 11.9 95.0 11.3 11.9 106.9 12.3 28.2 135.1 13.3 23.8 158.8 14.3 23.8 182.6 15.3 28.2 210.8 16.4 28.2 239.0 17.4 28.2 267.2 18.4 34.5 301.7 19.4 34.5 336.2 20.5 173.2 509.4 21.5 173.2 682.5 22.5 173.2 855.7 23.5 173.2 1028.9 24.5 173.2 1202.1 25.6 173.2 1375.3 26.6 173.2 1548.5 27.6 173.2 1721.6 28.6 173.2 1894.8 29.7 173.2 2068.0 30.7
Qpu 0.0 12.9 25.8 32.8 45.7 58.6 65.5 72.5 79.4 86.4 93.4 106.3 119.2 148.4 173.2 197.9 227.2 256.4 285.6 321.1 356.6 530.8 705.1 879.3 1053.5 1227.7 1401.9 1576.1 1750.3 1924.5 2098.7
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-5
Diameter
: 0.45 m
Based on N-SPT
N-SPT 0
20
40
60
100
0
1000
2000
3000
Ult. Pull Out (kN)
4000
5000
6000
0
0
1000
2000
3000
4000
5000
0
2 1
NOTE:
Ult. Compression (kN) 80
0
-5
Friction
Friction*
End
Wp
Qu
Qpu
CH
2
-5
-5
-10
-10
1 1
-10
1
2
) m (
h t -15 p e D
5
) m (
4
) m (
h t -15 p e D
5
h t -15 p e D
CH
5 -20
7
-20
-20
-25
-25
-30
-30
100 100 CLAYSTONE 100 -25 100 100 100 -30
100
Project Ref.
: :
TANJUNG REDEP, BERAU BH-5
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 11.8 11.8 18.8 18.8 14.9 33.8 18.8 37.7 18.0 55.7 9.4 47.1 10.6 57.7 18.8 66.0 24.3 90.3 18.8 84.8 21.2 106.0 9.4 94.2 10.6 104.9 9.4 103.7 10.6 114.3 9.4 113.1 10.6 123.7 9.4 122.5 10.6 133.1
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 13.2 13.2 1.3 13.2 26.4 2.6 6.6 33.0 3.8 13.2 46.2 5.1 13.2 59.4 6.4 6.6 66.0 7.7 6.6 72.6 8.9 6.6 79.2 10.2 6.6 85.8 11.5
Qpu 0.0 14.5 28.9 36.8 51.3 65.8 73.6 81.5 89.4 97.2
6000
Project Ref.
: :
TANJUNG REDEP, BERAU BH-5
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.50 m 0.090 m 1.57 m 0.20 m 0.12 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 -14.0 -15.0 -16.0 -17.0 -18.0 -19.0 -20.0 -21.0 -22.0 -23.0 -24.0 -25.0 -26.0 -27.0 -28.0 -29.0 -30.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C2 5 30.0 C2 4 24.0 C2 4 24.0 C2 5 30.0 C2 5 30.0 C2 5 30.0 C2 7 42.0 C2 7 42.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0 C3 100 350.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.83 0.83 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 11.8 11.8 18.8 18.8 14.9 33.8 18.8 37.7 18.0 55.7 9.4 47.1 10.6 57.7 18.8 66.0 24.3 90.3 18.8 84.8 21.2 106.0 9.4 94.2 10.6 104.9 9.4 103.7 10.6 114.3 9.4 113.1 10.6 123.7 9.4 122.5 10.6 133.1 9.4 131.9 10.6 142.6 18.8 150.8 21.2 172.0 18.8 169.6 21.2 190.9 44.8 214.4 53.0 267.4 37.7 252.1 42.4 294.5 37.7 289.8 42.4 332.2 44.8 334.6 53.0 387.6 44.8 379.3 53.0 432.4 44.8 424.1 53.0 477.1 54.8 478.9 74.2 553.1 54.8 533.6 74.2 607.9 274.9 808.5 1030.8 1839.4 274.9 1083.4 1030.8 2114.2 274.9 1358.3 1030.8 2389.1 274.9 1633.2 1030.8 2664.0 274.9 1908.1 1030.8 2938.9 274.9 2183.0 1030.8 3213.8 274.9 2457.9 1030.8 3488.7 274.9 2732.8 1030.8 3763.6 274.9 3007.6 1030.8 4038.5 274.9 3282.5 1030.8 4313.4
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Local Cumm. 0.0 0.0 0.0 13.2 13.2 1.3 13.2 26.4 2.6 6.6 33.0 3.8 13.2 46.2 5.1 13.2 59.4 6.4 6.6 66.0 7.7 6.6 72.6 8.9 6.6 79.2 10.2 6.6 85.8 11.5 6.6 92.4 12.8 13.2 105.6 14.0 13.2 118.8 15.3 31.3 150.1 16.6 26.4 176.5 17.9 26.4 202.9 19.1 31.3 234.2 20.4 31.3 265.5 21.7 31.3 296.9 23.0 38.3 335.2 24.2 38.3 373.5 25.5 192.4 566.0 26.8 192.4 758.4 28.1 192.4 950.8 29.3 192.4 1143.2 30.6 192.4 1335.7 31.9 192.4 1528.1 33.2 192.4 1720.5 34.4 192.4 1912.9 35.7 192.4 2105.3 37.0 192.4 2297.8 38.3
Qpu 0.0 14.5 28.9 36.8 51.3 65.8 73.6 81.5 89.4 97.2 105.1 119.6 134.1 166.7 194.3 222.0 254.6 287.2 319.8 359.4 399.0 592.7 786.4 980.1 1173.8 1367.5 1561.2 1754.9 1948.6 2142.3 2336.0
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-5
Diameter
: 0.5 m
Based on N-SPT
N-SPT 0
20
40
60
Ult. Compression (kN) 80
100
0
0
1000
2000
3000
4000
Ult. Pull Out (kN) 5000
6000
0
0
2000
3000
4000
5000
6000
Friction
Friction*
End
Wp
Qu
Qpu
CH
2
-5
1000
0
2 1
NOTE:
-5
-5
-10
-10
1 1 1
-10
2 5
) m (
) m (
4
h t -15 p e D
) m (
h t -15 p e D
5
h t -15 p e D
CH
5 7
-20
-20
-20
-25
-25
-30
-30
100 100 CLAYSTONE 100 -25 100 100 100 -30
100
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-5
Diameter
: 0.6 m
Based on N-SPT
N-SPT 0
20
40
60
80
100
0
1000
2000
3000
4000
Ult. Pull Out (kN) 5000
6000
0
0 2 1
NOTE:
Ult. Compression (kN)
0
-5
h -15 t p e D
5
Wp Qpu
-5
-5
-10
-10
) m (
4
5
h -15 t p e D
) m (
h -15 t p e D
CH
5 -20
7
-20
-20
-25
-25
-30
-30
100 100 CLAYSTONE 100 -25 100 100 100 -30
100
5000
Qu
2
) m (
4000
Friction*
1 1
3000
End
1
-10
2000
Friction
CH
2
1000
0
6000
Project
: TANJUNG REDEP, BERAU
Pile type
: PC PILE
Calculation method:
Ref.
: BH-5
Diameter
: 0.6 m
Based on N-SPT
N-SPT 0
20
40
60
100
0
1000
2000
3000
Ult. Pull Out (kN)
4000
5000
6000
0
0
1000
2000
3000
4000
5000
0
2 1
NOTE:
Ult. Compression (kN) 80
0
-5
Friction
Friction*
End
Wp
Qu
Qpu
CH
2
-5
-5
-10
-10
1 1
-10
1
2
) m (
h t -15 p e D
5
) m (
4
) m (
h t -15 p e D
5
h t -15 p e D
CH
5 -20
7
-20
-20
-25
-25
-30
-30
100 100 CLAYSTONE 100 -25 100 100 100 -30
100
Project Ref.
: :
TANJUNG REDEP, BERAU BH-5
Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight
: : : : : : :
PC PILE 0.60 m 0.100 m 1.88 m 0.28 m 0.16 m 21.00 kN
Depth (m) 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 -6.0 -7.0 -8.0 -9.0
Soil Properties cu Layer N-SPT 2 kN/m C1 2 12.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 2 12.0 C1 2 12.0 C1 1 6.0 C1 1 6.0 C1 1 6.0 C1 1 6.0
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)
: =
Based on N-SPT 6.00 *N-SPT
= = = =
α*cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D ≤ 400*N-SPTav Qs + Qp
Ultimate (Qu)
=
Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)
= = =
Compression Capacity (kN) Friction Qu End Local Cumm. 0.0 0.0 17.0 17.0 22.6 22.6 21.5 44.1 22.6 45.2 26.0 71.2 11.3 56.5 15.3 71.8 22.6 79.2 35.0 114.2 22.6 101.8 30.5 132.3 11.3 113.1 15.3 128.4 11.3 124.4 15.3 139.7 11.3 135.7 15.3 151.0 11.3 147.0 15.3 162.3
(c-soil) (φ-soil) (c-soil) (φ-soil)
0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp
Pull Out Capacity (kN) Friction* Wp Qpu Local Cumm. 0.0 0.0 0.0 0.0 15.8 15.8 1.7 17.6 15.8 31.7 3.5 35.1 7.9 39.6 5.2 44.8 15.8 55.4 6.9 62.3 15.8 71.3 8.6 79.9 7.9 79.2 10.4 89.5 7.9 87.1 12.1 99.2 7.9 95.0 13.8 108.8 7.9 102.9 15.6 118.5
6000