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Report Soil Investigation Tanjung Redeb

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Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur Daftar Isi BAB 1 PENDAHULUAN................................................................................. 1-1 BAB 2 METODOLOGI PENYELIDIKAN TANAH.................................... 2-2 2.1 LINGKUP PEKERJAAN .............................................................................. 2-2 2.2 METODOLOGI PENYELIDIKAN TANAH LAPANGAN .................................. 2-2 2.2.1 Pemboran ............................................................................................... 2-2 2.2.2 Pengambilan Contoh Tanah Tidak Terganggu ...................................... 2-3 2.2.3 SPT (Standard Penetration Test) ........................................................... 2-4 2.2.4 DCPT (Dutch Cone Penetration Test)/Sondir ....................................... 2-4 2.3 METODOLOGI PENYELIDIKAN TANAH LABORATORIUM .......................... 2-4 2.3.1 Specific Gravity ...................................................................................... 2-5 2.3.2 Water Content / Moisture Content ......................................................... 2-5 2.3.3 Analisis Saringan dan Hidrometer......................................................... 2-5 2.3.4 Atterberg’s Limit .................................................................................... 2-6 2.3.5 Triaxial-UU ............................................................................................ 2-6 2.3.6 Consolidation Test ................................................................................. 2-6 BAB 3 ANALISIS GEOTEKNIK ................................................................... 3-1 3.1 KLASIFIKASI TANAH ............................................................................. 3-1 3.2 PROFIL LAPISAN TANAH ......................................................................... 3-2 3.3 PARAMETER TANAH ................................................................................ 3-9 3.3.1 Hasil Uji Laboratorium.......................................................................... 3-9 3.3.2 Korelasi Parameter Tanah ................................................................... 3-10 3.4 ANALISIS PENURUNAN 1-D KONSOLIDASI TERZAGHI ........................... 3-11 3.4.1 Immediate atau Elastic Settlement (Si) ................................................ 3-11 3.4.2 Consolidation Settlement (Sc) .............................................................. 3-11 3.4.3 Time Rate Consolidation ...................................................................... 3-12 3.4.4 Hasil Analisis Penurunan Konsolidasi ................................................ 3-13 BAB 4 ANALISIS DAYA DUKUNG PONDASI TIANG ............................ 4-1 4.1 KAPASITAS DAYA DUKUNG PONDASI TIANG .......................................... 4-1 4.1.1 Kapasitas Daya Dukung Aksial Tiang Tunggal ..................................... 4-2 4.1.2 Tahanan Geser Selimut Tiang ................................................................ 4-2 4.1.3 Tahanan Ujung Tiang ............................................................................ 4-3 4.1.4 Kapasitas Tarik Tiang ............................................................................ 4-4 4.1.5 Kapasitas Lateral Tiang Tunggal .......................................................... 4-4 4.2 PENENTUAN PARAMETER ........................................................................ 4-6 4.3 KAPASITAS DAYA DUKUNG IJIN TIANG .................................................. 4-7 4.4 HASIL ANALISIS DAYA DUKUNG PONDASI TIANG .................................. 4-8 i
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Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

Daftar IsiBAB 1 BAB 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 3.1 3.2 3.3 3.3.1 3.3.2 3.4 3.4.1 3.4.2 3.4.3 3.4.4 BAB 4 4.1 4.1.1 4.1.2 4.1.3 4.1.4 4.1.5 4.2 4.3 4.4 PENDAHULUAN.................................................................................1-1 METODOLOGI PENYELIDIKAN TANAH....................................2-2 LINGKUP PEKERJAAN ..............................................................................2-2 METODOLOGI PENYELIDIKAN TANAH LAPANGAN ..................................2-2 Pemboran ...............................................................................................2-2 Pengambilan Contoh Tanah Tidak Terganggu......................................2-3 SPT (Standard Penetration Test) ...........................................................2-4 DCPT (Dutch Cone Penetration Test)/Sondir .......................................2-4 METODOLOGI PENYELIDIKAN TANAH LABORATORIUM ..........................2-4 Specific Gravity......................................................................................2-5 Water Content / Moisture Content .........................................................2-5 Analisis Saringan dan Hidrometer.........................................................2-5 Atterbergs Limit ....................................................................................2-6 Triaxial-UU............................................................................................2-6 Consolidation Test .................................................................................2-6 ANALISIS GEOTEKNIK ...................................................................3-1 KLASIFIKASI TANAH.............................................................................3-1 PROFIL LAPISAN TANAH .........................................................................3-2 PARAMETER TANAH ................................................................................3-9 Hasil Uji Laboratorium..........................................................................3-9 Korelasi Parameter Tanah...................................................................3-10 ANALISIS PENURUNAN 1-D KONSOLIDASI TERZAGHI ...........................3-11 Immediate atau Elastic Settlement (Si) ................................................3-11 Consolidation Settlement (Sc) ..............................................................3-11 Time Rate Consolidation......................................................................3-12 Hasil Analisis Penurunan Konsolidasi ................................................3-13 ANALISIS DAYA DUKUNG PONDASI TIANG ............................4-1 KAPASITAS DAYA DUKUNG PONDASI TIANG ..........................................4-1 Kapasitas Daya Dukung Aksial Tiang Tunggal.....................................4-2 Tahanan Geser Selimut Tiang................................................................4-2 Tahanan Ujung Tiang ............................................................................4-3 Kapasitas Tarik Tiang............................................................................4-4 Kapasitas Lateral Tiang Tunggal ..........................................................4-4 PENENTUAN PARAMETER ........................................................................4-6 KAPASITAS DAYA DUKUNG IJIN TIANG ..................................................4-7 HASIL ANALISIS 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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Daftar Gambar

GAMBAR 1-1 GAMBAR 2-1 GAMBAR 2-2 GAMBAR 2-3 GAMBAR 3-1

LOKASI TITIK PENYELIDIKAN TANAH ......................................................1-1 ROTARY DRILLING MACHINE ...................................................................2-3 TABUNG SHELBY .....................................................................................2-3 SPLIT SPOON SAMPLER ..........................................................................2-4 PROFIL LAPISAN TANAH POTONGAN A-A DI LOKASI KOLAM RENANG TANJUNG REDEP ....................................................................................3-3 PROFIL LAPISAN TANAH POTONGAN B-B DI LOKASI KOLAM RENANG TANJUNG REDEP ....................................................................................3-4 PROFIL LAPISAN TANAH POTONGAN C-C DI LOKASI KOLAM RENANG TANJUNG REDEP ....................................................................................3-5 PROFIL LAPISAN TANAH POTONGAN D-D DI LOKASI KOLAM RENANG TANJUNG REDEP ....................................................................................3-6 PROFIL LAPISAN TANAH POTONGAN E-E DI LOKASI KOLAM RENANG TANJUNG REDEP ....................................................................................3-7 PROFIL LAPISAN TANAH POTONGAN F-F DI LOKASI KOLAM RENANG TANJUNG REDEP ....................................................................................3-8 GRAFIK C VS KEDALAMAN .......................................................................3-9 GRAFIKVS KEDALAMAN ......................................................................3-9

GAMBAR 3-2

GAMBAR 3-3

GAMBAR 3-4

GAMBAR 3-5

GAMBAR 3-6

GAMBAR 3-7 GAMBAR 3-8 GAMBAR 3-9 GAMBAR 3-10

GRAFIK CC VS KEDALAMAN ..................................................................3-10 KORELASI ANTARA NILAI N-SPT DENGAN KUAT GESER UNDRAINED (TERZAGHI & PECK, 1967) ..................................................................3-10 KORELASI ANTARA NILAI N-SPT DENGAN SUDUT GESER DALAM (TERZAGHI)...........................................................................................3-11 GRAFIKPENURUNAN KONSOLIDASI UNTUK BEBERAPA VARIASI TINGGI TIMBUNAN .............................................................................................3-14

GAMBAR 3-11

GAMBAR 3-12

GAMBAR 3-13

GRAFIK TIME RATE CONSOLIDATION ....................................................3-14iii

Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

GAMBAR 4-1 GAMBAR 4-2 GAMBAR 4-3 GAMBAR 4-4 GAMBAR 4-5

RUANG LINGKUP PERHITUNGAN PONDASI ............................................4-1 DAYA DUKUNG AKSIAL PONDASI TIANG ................................................4-2 FAKTOR ADHESI API METHOD 2 (1986) ...............................................4-3 KURVA P-Y UNTUK TIANG DENGAN BEBAN LATERAL ............................4-4 PENENTUAN BENTUK KURVA P-Y LEMPUNG LUNAK HINGGA KAKU (MATLOCK) .............................................................................................4-5 PENENTUAN KEDALAMAN KRITIS TIANG DENGAN BEBAN LATERAL PADA TANAH NON-KOHESIF (REESE, COX, DAN COOP).................................4-6 PENENTUAN KURVA P-Y PASIR (REESE, COX, DAN COOP) .................4-6 MINIMAL TEBAL DATA TANAH DI BAWAH DASAR PONDASI UNTUK PERHITUNGAN KAPASITAS DAYA DUKUNG UJUNG................................4-7

GAMBAR 4-6

GAMBAR 4-7 GAMBAR 4-8

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Daftar Tabel

TABEL 3-1 TABEL 3-2 TABEL 3-3

KLASIFIKASI TANAH LEMPUNG BERDASARKAN N-SPT ......................... 3-1 KLASIFIKASI TANAH PASIR BERDASARKAN N-SPT............................... 3-1 PARAMETER UNTUK PERHITUNGAN PENURUNAN DAN WAKTU KONSOLIDASI .. ................................................................................................. 3-13 KOREKSI NILAI N-SPT ...................................................................... 4-7 RANGKUMAN HASIL PERHITUNGAN KAPASITAS PONDASI TIANG .............. 4-9

TABEL 4-1 TABEL 4-2

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Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

Bab 1 PENDAHULUANSehubungan 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-06

S-01

S-02 BH-04 S-03 S-09 S-07 BH-03 BH-05 S-04 BH-02

S-05

U

S-08

Gambar 1-1 Lokasi Titik Penyelidikan Tanah

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Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

Bab 2 METODOLOGI PENYELIDIKAN TANAH2.1 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 shelby2-3

Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

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, qc, dan friksi lokal atau friksi selimut, fs, diukur untuk setiap interval 20 cm. 2.3 METODOLOGI PENYELIDIKAN TANAH LABORATORIUM Index properties Grainsize analysis Triaxial UU Consolidation Metoda pelaksanaan uji laboratorium mengikuti standar-standar berikut ini:

Uji laboratorium yang dilaksanakan adalah:

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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 diameter2-5

Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

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-m) Sieve.

2.3.4

Atterbergs 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), siklus2-6

Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

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 -log p dimana 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).

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Bab 3 ANALISIS GEOTEKNIK3.1 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 Very soft Soft Medium Stiff increasing OCR Very stiff Hard Young clay NC N70 0-2 3-5 6-9 10-16 Aged/ cemented 17-30 > 30 Hard to deform by hand squeezing Very hard to deform by hand Nearly impossible to deform by hand Remarks Squishes between fingers when squeezed Very easily deformed by squeezing

Tabel 3-2 Klasifikasi Tanah Pasir Berdasarkan N-SPT

(After Bowles, 1988)Description Dr SPT N70 Fine Medium Coarse Fine Medium Coarse wet (kN/m3) 0 1-2 2-3 3-6 26-28 27-28 28-30 11-16 Very Loose 0.15 3-6 4-7 5-9 28-30 30-32 30-34 14-18 Loose 0.35 7-15 8-20 10-25 30-34 32-36 33-40 17-20 Medium 0.65 16-30 21-40 26-45 33-38 36-42 40-50 17-22 Dense 0.85 ? > 40 > 45 Very dense

< 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 S-06

AS-01

S-02 BH-04 S-03 S-09 S-07 BH-03 BH-05 S-0425.00m 15.00m

BH-02

S-05

S-06

qc (kg/cm2 )

BH-012 1 1 2 1 1 1 1 1 1 1 3SILTY CLAY, very soft N=1-2

S-01

qc (kg/cm2 )

U

S-08

qc>150

8 SILTY CLAY, med. stiff to very stiffN=8-21

21 73 100 100 100 100 100 100 100 100 100 100

qc>150

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-06

S-01

S-02

B BH-04S-03 S-09 S-07 BH-03 BH-05 S-04 BH-02

S-05

B

30.00m

28.00m

US-05qc (kg/cm2 )

S-08

BH-041 1 1 1 1 1 1 8 25 45 50 55 50 50 50 19 20 40 100 100 100 100 100 100 100CLAYSTONE N>100 COAL N=40-100 SILTY CLAY, very stiff N=19-26 SILTY CLAY, hard N>45 SILTY CLAY, stiff to very stiff N=8-45

BH-021 1 1 1 1 1 1 2 2 26 14 86 90 50 82 82 52 26 68PEAT N150

1 40 100 100 100 100

??? ??? ???

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-06

S-01

S-02 BH-04 S-03

C

S-09 S-07

BH-02 BH-03

S-05

BH-05 S-04

C

U25.00m 25.00m 33.00m

S-08

S-09

qc (kg/cm2 )

S-07

qc (kg/cm2)

BH-031 1 2 1SILTY CLAY, very soft N=1-2

BH-052 1 2 1 1 1 2 5SILTY CLAY, medium stiff to stiff N=4-12

qc>150

1 2

???

2 5

qc>150

12 100 100 100 100 100 100 100

4 5 5 7 100 100 100 100 100 100

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

DS-06 BH-04 S-09 S-07

BH-1

S-01

S-02

S-03 BH-02 BH-03 BH-05

S-05

DS-04

30.00m

30.00m

US-07qc (kg/cm2)

S-08

S-06

qc (kg/cm2)

BH-041 1 1 1 1 1 1 8 25 45 50 55SILTY CLAY, hard N>45 SILTY CLAY, med. stiff to very stiff N=8-25 SILTY CLAY, very soft N=1-2

qc>150

qc>150

50 50 50 19SILTY CLAY, very stiff N=19-20

??? ??? ???

??? ??? ???

20 40 100 100 100 100 100 100 100CLAYSTONE N>100 COAL N=40-100

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

EBH-1 S-01

S-06

S-02 BH-04 S-03 BH-02 S-09 S-07 BH-03 S-05

BH-05

S-04

U

S-08

E

25.00m

25.00m

25.00m

20.00m

25.00m

BH-012 1 1 2 1 1 1 1 1 1 1 3 8 21 73 100 100 100 100 100 100 100 100 100 100

S-02CLAY

qc (kg/cm2)

BH-021 1 1 1 1 1 1 2 2 26 14SILTY CLAY, very soft N=1-2

BH-031 1 2 1 1 2 2 5

S-04

qc (kg/cm2)

S-08

qc (kg/cm2)

SILTY CLAY, medium stiff to very stiff

12 N=5-26 100 100 86 90 50 82 100 100 100 100 100

qc>150

qc>150

qc>150

SILTY CLAY, hard N>45

82 52 26 68PEAT N100

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

Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

FBH-1 S-06 S-01 S-02 BH-04 S-03 S-09 S-07 BH-03 BH-05 S-04 BH-02 S-05

F

U64.00m 20.00m

S-08

S-01

qc (kg/cm2 )

S-05

qc (kg/cm2 )CH, SILTY CLAY, very soft

BH-052 1

SILTY CLAY, very soft N=1-2

2 1 1 1 2 5 4

SILTY CLAY, medium stiff N=4-7

qc>150

5 5 7 100

qc>150

100 100 100CLAYSTONE N>100

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

Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

3.3

PARAMETER TANAH

3.3.1

Hasil Uji Laboratorium

Grafik parameter-parameter tanah hasil uji laboratorium ditunjukkan pada Gambar 3-7 Gambar 3-9.UU, c (kN/m2)0.00 0 2 4 6 BH-01 BH-03 BH-05 BH-02 BH-04 0.05 0.10 0.15 0.20

Kedalaman (m)

8 10 12 14 16 18 20

Gambar 3-7 Grafik c vs kedalamanUU, (deg)0 0 2 4 BH-01 BH-03 BH-05 BH-02 BH-04 1 2 3 4 5

Kedalaman (m)

6 8 10 12 14 16 18 20

Gambar 3-8 Grafik vs kedalaman3-9

Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

Cc0 0 2 4 0.2 0.4 0.6 0.8 1

Kedalaman (m)

6 8 10 12 BH-01 14 16 18 20 BH-03 BH-05 BH-04 BH-02

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.

Undrained shear strength - kN/m

2

Soil groups refer to Unified system

CH

Sowers

CL

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)

3-10

Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

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 dimana, qo Es A1 A2 = = = = beban luar Youngs modulus koefisien modifikasi sebagai fungsi dari H/B koefisien modifikasi sebagai fungsi dari Df/B =A1 A 2 qo B Es

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

Laporan Akhir Penyelidikan Tanah dan Analisis Geoteknik Detail Desain Kolam Renang di Tanjung Redeb - Berau, Kalimantan Timur

Normally consolidated clays: SC =Cc Hc p + p av log 0 1 + e0 pc Cs H c p + p av log 0 1 + e0 pcCs H c p C Hc p + p av log c + c log 0 1 + e0 p0 1 + e0 pc

Over consolidated clays dengan po+pav 100

(%)

27.55

50/13N > 100

29.00

50/12

30.00

CONTINUE TO NEXT PAGE.

Plate

B1.TXT - Times-Normal

BORING LOGCLIENT PROJECT LOCATION BORE HOLE NO. DEPTH COORDINATE ELEVATION GROUND WATER LEVEL DEPTH (meter) SAMPLE GRAPH SYMBOL USCS CHART : : : : : : : : PT. Tanjung Redep - Berau, Kaltim B-1 40.00 m 0.00m (at the surface) BORING METHOD SPT DATE DRILLER LOGGER RECORDED BY : : : : : :

P.T. PETROSOLCORING & SAMPLING Automatic hammer February 09 to 11, 2007 Endin A.M. Widoyoko Jeffrey

DEPTH (meter)

qu (kg/cm2)

Depth (m)

ROCK/SOIL DESCRIPTIONCLAY / CLAYSTONE, brownish grey, hard.

SPT - N value BLOWS N PER FOOT PER CM 40 80N > 100 50/12 N > 100

RECOVERY

40 80

30.00

30.55

32.00

CLAYEY GRAVEL, brownish grey, very dense.

32.15

50/10 N > 100

33.70

50/05 N > 100

35.00

50/11 N > 100

GP36.55 50/10

N > 100 38.00 50/10 N > 100 39.50 40.00

PT

PEAT / COAL, black, dense. END OF THIS BORING.

39.55

50/10

(%)

Plate

B1a.TXT - Times-Normal

BORING LOGCLIENT PROJECT LOCATION BORE HOLE NO. DEPTH COORDINATE ELEVATION GROUND WATER LEVEL DEPTH (meter) SAMPLE GRAPH SYMBOL USCS CHART : : : : : : : : PT. Tanjung Redep - Berau, Kaltim B-2 40.00 m 0.00m (at the surface) BORING METHOD SPT DATE DRILLER LOGGER RECORDED BY : : : : : :

P.T. PETROSOLCORING & SAMPLING Automatic hammer February 03 to 04, 2007 Endin A.M. Widoyoko Jeffrey

DEPTH (meter)

qu (kg/cm2)

Depth (m)

ROCK/SOIL DESCRIPTIONSILTY CLAY, grey to yellowish grey, few sand, very soft.

SPT - N value BLOWS N PER FOOT PER CM 40 8001/62

RECOVERY

40 80

0.00

1.00

2.50 3.003.00 01/76

4.50

01/54

6.00 6.506.50 01/63

CH

8.00

01/59

9.50

01/54

11.00 11.5011.50 01/51

13.15

02/31

14.65

02/30

16.00 16.50 16.50SILTY CLAY, yellowish grey to brownish grey, stiff to very stiff.16.65 26/30

CH19.50SILTY CLAY, brownish grey, hard.

18.15

14/30

19.70

86/30N > 100

21.15

90/25N > 100

22.70

50/13

CH24.15 82/27

25.70

82/30

SILTY CLAY, brownish grey, very stiff.

CH30.00CONTINUE TO NEXT PAGE.

28.70

26/30

Plate

B2.TXT - Times-Normal

27.50

27.15

52/30

(%)

BORING LOGCLIENT PROJECT LOCATION BORE HOLE NO. DEPTH COORDINATE ELEVATION GROUND WATER LEVEL DEPTH (meter) SAMPLE GRAPH SYMBOL USCS CHART : : : : : : : : PT. Tanjung Redep - Berau, Kaltim B-2 40.00 m 0.00m (at the surface) BORING METHOD SPT DATE DRILLER LOGGER RECORDED BY : : : : : :

P.T. PETROSOLCORING & SAMPLING Automatic hammer February 03 to 04, 2007 Endin A.M. Widoyoko Jeffrey

DEPTH (meter)

qu (kg/cm2)

Depth (m)

ROCK/SOIL DESCRIPTIONSILTY CLAY, brownish grey, hard.

SPT - N value BLOWS N PER FOOT PER CM 40 8068/30

RECOVERY

40 80

30.00

30.15

CH31.50PEAT, black, very soft.31.55 01/50

PT33.00CLAY / CLAYSTONE, dark grey, hard.33.1534.15

40/30N > 100 50/12

N > 100 36.00 50/12N > 100 37.55 50/10N > 100

39.0040.00

SANDSTONE, brownish grey, very dense.END OF THIS BORING.

39.15

50/05

(%)

Plate

B2a.TXT - Times-Normal

BORING LOGCLIENT PROJECT LOCATION BORE HOLE NO. DEPTH COORDINATE ELEVATION GROUND WATER LEVEL DEPTH (meter) SAMPLE GRAPH SYMBOL USCS CHART : : : : : : : : PT. Tanjung Redep - Berau, Kaltim B-3 25.12 m 0.00m (at the surface) BORING METHOD SPT DATE DRILLER LOGGER RECORDED BY : : : : : :

P.T. PETROSOLCORING & SAMPLING Automatic hammer January 31, 2007 Endin A.M. Widoyoko Jeffrey

DEPTH (meter)

qu (kg/cm2)

Depth (m)

ROCK/SOIL DESCRIPTIONSILTY CLAY, grey, very soft to soft.

SPT - N value BLOWS N PER FOOT PER CM 40 8001/71

RECOVERY

40 80

0.00

1.00

3.00 3.52

2.50

01/52

4.65 6.00 6.50

02/30

CH

6.50

01/53

8.00

01/52

9.65 11.00 11.55 11.70 13.00

02/30

02/30

As above, medium stiff to stiff.

13.15

05/30

CH16.00 CLAY / CLAYSTONE, grey to dark grey, hard.

14.70

12/30 N > 100

16.00

50/08 N > 100

17.55

50/08 N > 100

19.00

50/10 N > 100

20.55

50/08 N > 100

22.00

50/06 N > 100

23.55

50/11 N > 100

25.12

25.00 END OF THIS BORING.

50/12

(%)

Plate

B3.TXT - Times-Normal

BORING LOGCLIENT PROJECT LOCATION BORE HOLE NO. DEPTH COORDINATE ELEVATION GROUND WATER LEVEL DEPTH (meter) SAMPLE GRAPH SYMBOL USCS CHART : : : : : : : : PT. Tanjung Redep - Berau, Kaltim B-4 40.00 m 0.00m (at the surface) BORING METHOD SPT DATE DRILLER LOGGER RECORDED BY : : : : : :

P.T. PETROSOLCORING & SAMPLING Automatic hammer February 05 to 07, 2007 Endin A.M. Widoyoko Jeffrey

DEPTH (meter)

qu (kg/cm2)

Depth (m)

ROCK/SOIL DESCRIPTIONSILTY CLAY, grey to dark grey, few sand, very soft.

SPT - N value BLOWS N PER FOOT PER CM 40 8001/69

RECOVERY

40 80

0.00

1.00

2.50 3.003.00 01/52

4.50

01/50

6.00 6.50

CH

6.50

01/53

8.00

01/61

9.50

01/55

11.00 11.5011.50 01/50

13.00

SILTY CLAY, yellowish grey, some sand, few fine gravel, stiff to very stiff.

13.15

08/30

CH16.00 16.55 16.55SILTY CLAY, reddish grey, few sand & gravel, hard.

14.65

25/30

16.70

45/30

18.15

50/30

CH19.70 55/30N > 100

21.00

As above, hard.

21.15

50/12N > 100

CH24.50

22.55

50/12N > 100

24.15

50/10

SILTY CLAY, brownish grey, very stiff.25.70 19/30

CH27.70 20/30

(%)

29.0030.00

PT

PEAT, black, dense.CONTINUE TO NEXT PAGE.

29.15

40/30

Plate

B4.TXT - Times-Normal

BORING LOGCLIENT PROJECT LOCATION BORE HOLE NO. DEPTH COORDINATE ELEVATION GROUND WATER LEVEL DEPTH (meter) SAMPLE GRAPH SYMBOL USCS CHART : : : : : : : : PT. Tanjung Redep - Berau, Kaltim B-4 40.00 m 0.00m (at the surface) BORING METHOD SPT DATE DRILLER LOGGER RECORDED BY : : : : : :

P.T. PETROSOLCORING & SAMPLING Automatic hammer February 05 to 07, 2007 Endin A.M. Widoyoko Jeffrey

DEPTH (meter)

qu (kg/cm2)

Depth (m)

ROCK/SOIL DESCRIPTIONPEAT, black, dense.

SPT - N value BLOWS N PER FOOT PER CM 40 80N > 100 50/08 N > 100

RECOVERY

40 80

30.00

30.55

PT33.50

32.00

50/10 N > 100

CLAY / CLAYSTONE, dark grey, hard.

33.55

50/07 N > 100

35.00

50/08 N > 100

36.55

50/10 N > 100

38.00

50/10 N > 100

39.55 40.00 END OF THIS BORING.

50/12

(%)

Plate

B4a.TXT - Times-Normal

BORING LOGCLIENT PROJECT LOCATION BORE HOLE NO. DEPTH COORDINATE ELEVATION GROUND WATER LEVEL DEPTH (meter) SAMPLE GRAPH SYMBOL USCS CHART : : : : : : : : PT. Tanjung Redep - Berau, Kaltim B-5 30.10 m 0.00m (at the surface) BORING METHOD SPT DATE DRILLER LOGGER RECORDED BY : : : : : :

P.T. PETROSOLCORING & SAMPLING Automatic hammer February 02, 2007 Endin A.M. Widoyoko Jeffrey

DEPTH (meter)

qu (kg/cm2)

Depth (m)

ROCK/SOIL DESCRIPTIONSILTY CLAY, green to dark grey, very soft.

SPT - N value BLOWS N PER FOOT PER CM 40 80

RECOVERY

40 80

0.00

1.15

02/30

2.50 3.003.00 01/51

4.65

02/30

6.00 6.50

CH

6.50

01/60

8.00

01/52

9.50

01/50

11.00 11.5011.65 02/30

13.00

As above, medium stiff.

13.15

05/30

14.60

04/30

16.00 16.55

CH

16.70

05/30

18.15

05/30

19.70

07/30N > 100

21.00

CLAY / CLAYSTONE, grey to dark grey, hard.

21.00

50/12N > 100

22.55

50/13N > 100

24.00

50/12N > 100

25.55

50/10N > 100

27.00

50/10N > 100

(%)

28.55

50/12N > 100

30.10

END OF THIS BORING.

30.00

50/10

Plate

B5.TXT - Times-Normal

LAMPIRAN B CPT LOG

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.01 0.00 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 02 February, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

M E T E R D E P T H i n

10

15

20S01.TXT - Times-Normal

CONE RESISTANCE >200 KG/CM2 Plate

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.02 0.00 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 01 February, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

M E T E R 10 i n D E P T H 15

20 CONE RESISTANCE >200 KG/CM2

Plate

S02.TXT - Times-Normal

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.03 0.00 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 01 February, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

i n D E P T H

M E T E R 10 15

CONE RESISTANCE >200 KG/CM2 20 Plate

S03.TXT - Times-Normal

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.04 0.00 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 31 January, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

i n D E P T H

M E T E R 10 15

CONE RESISTANCE >200 KG/CM2

20 Plate

S04.TXT - Times-Normal

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.05 0.00 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 31 January, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

i n D E P T H

M E T E R 10 15

CONE RESISTANCE >200 KG/CM2

20 Plate

S05.TXT - Times-Normal

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.06 0.00 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 02 February, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

M E T E R D E P T H i n

10

15

20

CONE RESISTANCE >200 KG/CM2 Plate

S06.TXT - Times-Normal

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.07 0.00 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 30 January, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

i n D E P T H

M E T E R 10 15 CONE RESISTANCE >200 KG/CM2

20 Plate

S07.TXT - Times-Normal

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.08 0.00 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 30 January, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

i n D E P T H

M E T E R 10 15

CONE RESISTANCE >200 KG/CM2

20 Plate

S08.TXT - Times-Normal

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.09 0.00 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 29 January, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

M E T E R

CONE RESISTANCE >200 KG/CM2

i n D E P T H

10

15

20 Plate

S09.TXT - Times-Normal

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.10 +0.20 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 03 February, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

M E T E R D E P T H i n

10

15

20

CONE RESISTANCE >200 KG/CM2 25 Plate

S10.TXT - Times-Normal

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.11 +0.20 (at the surface) COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 03 February, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

M E T E R D E P T H i n

10

15

20S11.TXT - Times-Normal

CONE RESISTANCE >200 KG/CM2

Plate

GRAPHS OF 2-ton DCPTCLIENT PROJECT LOCATION POINT GROUND WATER LEVEL : : : : : PT. Tanjung Redep - Berau, Kaltim S.12 -0.80 COORDINATES ELEVATION DATE OPERATOR RECORDED : : : : :

P.T. PETROSOLN = E = 29 January, 2007. Edi Suryono 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)

5

NOTE : CR : CONE RESISTANCE IN KG PER CM2 TF : TOTAL FRICTION IN KG/CM PERIMETER LF/CR : RATIO OF LOCAL FRICTION TO CONE RESISTANCE

M E T E R

CONE RESISTANCE >200 KG/CM2 10

D E P T H 15

i n

20 Plate

S12.TXT - Times-Normal

LAMPIRAN CHASIL UJI LABORATORIUM

ATTERBERG LIMIT

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 01 16,00 - 16,50

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

85 80WATER CONTENT (%)

75 70 65 60 55 10NUMBER OF BLOWS

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10 0 0CL-ML

CL

CH OH - MH

ML-OL 20 30 40 50 60 Liquid Limit % 70 80 90 100

10

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

72.89 27.21

Plastic Index, IP (%) = Classification =

45.68 CH

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 01 21,00 - 21,55

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

40 35 30 25 20 15 10NUMBER OF BLOWS

WATER CONTENT (%)

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10 0 0 CL-ML 10 20 30 ML-OL 40 50 60 Liquid Limit % 70 80 90 100

CL

CH OH - MH

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

26.09 14.90

Plastic Index, IP (%) = Classification =

11.19 CL

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 02 11,00 - 11,50

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

95 90WATER CONTENT (%)

85 80 75 70 65 60 10NUMBER OF BLOWS

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10 0 0 CL-ML 10 20 30 ML-OL 40 50 60 Liquid Limit % 70 80 90 100

CL

CH OH - MH

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

77.41 29.73

Plastic Index, IP (%) = Classification =

47.68 CH

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 02 16,00 - 16,50

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

55 50WATER CONTENT (%)

45 40 35 30 25 10NUMBER OF BLOWS

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10CL-ML

CL

CH OH - MH

0 0 10 20 30

ML-OL 40 50 60 Liquid Limit % 70 80 90 100

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

40.82 24.00

Plastic Index, IP (%) = Classification =

16.82 CL

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 03 2,50 - 3,00

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

95 90WATER CONTENT (%)

85 80 75 70 65 60 10NUMBER OF BLOWS

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10CL-ML

CL

CH OH - MH

0 0 10 20 30

ML-OL 40 50 60 Liquid Limit % 70 80 90 100

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

78.36 30.25

Plastic Index, IP (%) = Classification =

48.11 CH

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 03 11,00 - 11,55

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

75 70 65 60 55 50 10NUMBER OF BLOWS

WATER CONTENT (%)

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10CL-ML

CL

CH OH - MH

0 0 10 20 30

ML-OL 40 50 60 Liquid Limit % 70 80 90 100

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

63.45 26.06

Plastic Index, IP (%) = Classification =

37.39 CH

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 04 11,00 - 11,50

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

85 80WATER CONTENT (%)

75 70 65 60 55 10NUMBER OF BLOWS

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10CL-ML

CL

CH OH - MH

0 0 10 20 30

ML-OL 40 50 60 Liquid Limit % 70 80 90 100

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

73.14 28.67

Plastic Index, IP (%) = Classification =

44.47 CH

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 04 16,00 - 16,55

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

50 45 40 35 30 25 10NUMBER OF BLOWS

WATER CONTENT (%)

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10CL-ML

CL

CH OH - MH

0 0 10 20 30

ML-OL 40 50 60 Liquid Limit % 70 80 90 100

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

38.84 20.95

Plastic Index, IP (%) = Classification =

17.89 CL

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 04 27,00 - 27,55

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

65 60WATER CONTENT (%)

55 50 45 40 35 10NUMBER OF BLOWS

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10CL-ML

CL

CH OH - MH

0 0 10 20 30

ML-OL 40 50 60 Liquid Limit % 70 80 90 100

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

50.00 25.27

Plastic Index, IP (%) = Classification =

24.73 CL - CH

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 05 16,00 - 16,50

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

90 85WATER CONTENT (%)

80 75 70 65 60 55 50 10NUMBER OF BLOWS

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10 0 0 CL-ML 10 20 30 ML-OL 40 50 60 Liquid Limit % 70 80 90 100

CL

CH OH - MH

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

66.92 24.14

Plastic Index, IP (%) = Classification =

42.78 CH

LIQUID AND PLASTIC LIMIT DETERMINATION

LOCATION : SAMPLE No. DEPTH (M)

TANJUNG REDEB B - 05 2,50 - 3,00

TESTED BY : DATE : REMARKS :

Tatang Feb. 2007

95 90WATER CONTENT (%)

85 80 75 70 65 60 10NUMBER OF BLOWS

100

UNIFIED CLASSIFICATION60 Platicity Index % 50 40 30 20 10 0 0 CL-ML 10 20 30 ML-OL 40 50 60 Liquid Limit % 70 80 90 100

CL

CH OH - MH

Liquid Limit, LL (%) = Plastic Limit,PL (%) =

73.73 29.55

Plastic Index, IP (%) = Classification =

44.18 CH

(UNCONSOLIDATED UNDRAINED)

TRIAXIAL UU

TRIAXIAL COMPRESSION TEST

Location Boring Depth

TJ. REDEB - KALTIM B - 01 16,00 - 16,55

Tested by: Date : Method :

Maman U Feb, 2007Unconsolidated Undrained

3 0.50 1.00 1.501.0

1' - 3' 0.411 0.457 0.499

3' 0.500 1.000 1.500

u 0.000 0.000 0.000

1' 0.911 1.457 1.999

1 0.911 1.457 1.999

(1 + 3)2

0.706 1.229 1.750

0.8Shear Stress kg/cm2

0.6

0.4

0.2

0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Principal Stress kg/cm2 1.4 1.6 1.8 2.0

Cohesion (c) Angle of Int. Friction :

0.176 2.4

kg/cm2o

TRIAXIAL COMPRESSION TEST

Location Boring Depth

TJ. REDEB - KALTIM B - 02 11,00 - 22,50

Tested by: Date : Method :

Maman U Feb, 2007Unconsolidated Undrained

3 0.50 1.00 1.501.0

1' - 3' 0.130 0.143 0.166

3' 0.500 1.000 1.500

u 0.000 0.000 0.000

1' 0.630 1.143 1.666

1 0.630 1.143 1.666

(1 + 3)2

0.565 1.072 1.583

0.8Shear Stress kg/cm2

0.6

0.4

0.2

0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Principal Stress kg/cm2 1.4 1.6 1.8 2.0

Cohesion (c) Angle of Int. Friction :

0.056 0.9

kg/cm2o

TRIAXIAL COMPRESSION TEST

Location Boring Depth

TJ. REDEB - KALTIM B - 03 2,50 - 3,00

Tested by: Date : Method :

Maman U Feb, 2007Unconsolidated Undrained

3 0.50 1.00 1.501.0

1' - 3' 0.248 0.280 0.306

3' 0.500 1.000 1.500

u 0.000 0.000 0.000

1' 0.748 1.280 1.806

1 0.748 1.280 1.806

(1 + 3)2

0.624 1.140 1.653

0.8Shear Stress kg/cm2

0.6

0.4

0.2

0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Principal Stress kg/cm2 1.4 1.6 1.8 2.0

Cohesion (c) Angle of Int. Friction :

0.106 1.6

kg/cm2o

TRIAXIAL COMPRESSION TEST

Location Boring Depth

TJ. REDEB - KALTIM B - 03 11,00 - 22,50

Tested by: Date : Method :

Maman U Feb, 2007Unconsolidated Undrained

3 0.50 1.00 1.501.0

1' - 3' 0.319 0.372 0.416

3' 0.500 1.000 1.500

u 0.000 0.000 0.000

1' 0.819 1.372 1.916

1 0.819 1.372 1.916

(1 + 3)2

0.660 1.186 1.708

0.8Shear Stress kg/cm2

0.6

0.4

0.2

0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Principal Stress kg/cm2 1.4 1.6 1.8 2.0

Cohesion (c) Angle of Int. Friction :

0.128 2.7

kg/cm2o

TRIAXIAL COMPRESSION TEST

Location Boring Depth

TJ. REDEB - KALTIM B - 04 11,00 - 11,50

Tested by: Date : Method :

Maman U Feb, 2007Unconsolidated Undrained

3 0.50 1.00 1.501.0

1' - 3' 0.178 0.202 0.220

3' 0.500 1.000 1.500

u 0.000 0.000 0.000

1' 0.678 1.202 1.720

1 0.678 1.202 1.720

(1 + 3)2

0.589 1.101 1.610

0.8Shear Stress kg/cm2

0.6

0.4

0.2

0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Principal Stress kg/cm2 1.4 1.6 1.8 2.0

Cohesion (c) Angle of Int. Friction :

0.075 1.1

kg/cm2o

TRIAXIAL COMPRESSION TEST

Location Boring Depth

TJ. REDEB - KALTIM B - 05 2,50 - 3,00

Tested by: Date : Method :

Maman U Feb, 2007Unconsolidated Undrained

3 0.50 1.00 1.501.0

1' - 3' 0.314 0.385 0.460

3' 0.500 1.000 1.500

u 0.000 0.000 0.000

1' 0.814 1.385 1.960

1 0.814 1.385 1.960

(1 + 3)2

0.657 1.193 1.730

0.8Shear Stress kg/cm2

0.6

0.4

0.2

0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Principal Stress kg/cm2 1.4 1.6 1.8 2.0

Cohesion (c) Angle of Int. Friction :

0.110 3.9

kg/cm2o

TRIAXIAL COMPRESSION TEST

Location Boring Depth

TJ. REDEB - KALTIM B - 05 16,00 - 16,55

Tested by: Date : Method :

Maman U Feb, 2007Unconsolidated Undrained

3 0.50 1.00 1.501.0

1' - 3' 0.213 0.252 0.277

3' 0.500 1.000 1.500

u 0.000 0.000 0.000

1' 0.713 1.252 1.777

1 0.713 1.252 1.777

(1 + 3)2

0.607 1.126 1.639

0.8Shear Stress kg/cm2

0.6

0.4

0.2

0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Principal Stress kg/cm2 1.4 1.6 1.8 2.0

Cohesion (c) Angle of Int. Friction :

0.087 1.8

kg/cm2o

CONSOLIDATION

CONSOLIDATION TEST

Location : Boring No: Depth :

TANJUNG REDEB - KALTIM B - 01 16,00 - 16,55

Done by : Cecep Date : February, 2007 Remarks :

2.10

cc =

CC = 0.594 1.60

Void Ratio1.10 0.60 0.01

0.1

1

10

100

Log - P (kg/cm 2)Coef.Consol (Cv) x 10-3 CM2/SEC

2.00 1.50 1.00 0.50 0.00

0.01

0.1

1

10

100

CONSOLIDATION TEST

Location : Boring No: Depth :

TANJUNG REDEB - KALTIM B - 02 16,00 - 16,50

Done by : Cecep Date : February, 2007 Remarks :

1.00

cc =

CC = 0.143 0.80

Void Ratio0.60 0.40 0.01

0.1

1

10

100

Log - P (kg/cm 2)Coef.Consol (Cv) x 10-3 CM2/SEC

2.00 1.50 1.00 0.50 0.00

0.01

0.1

1

10

100

CONSOLIDATION TEST

Location : Boring No: Depth :

TANJUNG REDEB - KALTIM B - 03 2,50 - 3,00

Done by : Cecep Date : February, 2007 Remarks :

2.10

cc =

CC = 0.560 1.60

Void Ratio1.10 0.60 0.01

0.1

1

10

100

Log - P (kg/cm 2)Coef.Consol (Cv) x 10-3 CM2/SEC

2.00 1.50 1.00 0.50 0.00

0.01

0.1

1

10

100

CONSOLIDATION TEST

Location : Boring No: Depth :

TANJUNG REDEB - KALTIM B - 04 11,00 - 11,50

Done by : Cecep Date : February, 2007 Remarks :

2.10

cc =

CC = 0.561 1.60

Void Ratio1.10 0.60 0.01

0.1

1

10

100

Log - P (kg/cm 2)Coef.Consol (Cv) x 10-3 CM2/SEC

1.00 0.80 0.60 0.40 0.20 0.00

0.01

0.1

1

10

100

CONSOLIDATION TEST

Location : Boring No: Depth :

TANJUNG REDEB - KALTIM B - 04 27,00 - 27,55

Done by : Cecep Date : February, 2007 Remarks :

1.10

cc =

0.90

CC = 0.207

Void Ratio

0.70

0.50

0.30 0.01

0.1

1

10

100

Log - P (kg/cm 2)Coef.Consol (Cv) x 10-3 CM2/SEC

2.00 1.50 1.00 0.50 0.00

0.01

0.1

1

10

100

CONSOLIDATION TEST

Location : Boring No: Depth :

TANJUNG REDEB - KALTIM B - 05 2,50 - 3,00

Done by : Cecep Date : February, 2007 Remarks :

2.60

cc =

2.10

CC = 0.617

Void Ratio

1.60

1.10

0.60 0.01

0.1

1

10

100

Log - P (kg/cm 2)Coef.Consol (Cv) x 10-3 CM2/SEC

2.00 1.50 1.00 0.50 0.00

0.01

0.1

1

10

100

CONSOLIDATION TEST

Location : Boring No: Depth :

TANJUNG REDEB - KALTIM B - 05 16,00 - 16,55

Done by : Cecep Date : February, 2007 Remarks :

2.10

cc =

CC = 0.587 1.60

Void Ratio1.10 0.60 0.01

0.1

1

10

100

Log - P (kg/cm 2)Coef.Consol (Cv) x 10-3 CM2/SEC

2.00 1.50 1.00 0.50 0.00

0.01

0.1

1

10

100

LAMPIRAN DPERHITUNGAN DAYA DUKUNG PONDASI TIANG

Project Ref. Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight

: :

TANJUNG REDEP, BERAU BH-1

: : : : : : :

PC PILE 0.40 0.075 1.26 0.13 0.08 21.00

m m m m2 m2 kN

Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)

: = = = = = =

Based on N-SPT 6.00 *N-SPT *cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D 400*N-SPTav Qs + Qp (c-soil) (-soil) (c-soil) (-soil)

Ultimate (Qu) Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)

= = =

0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp

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 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

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 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

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 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 Ref.

: TANJUNG REDEP, BERAU : BH-1

Pile type Diameter

: PC PILE : 0.4 m

Calculation method: Based on N-SPT

NOTE:

N-SPT 0 0 2 1 -5 1 2 1 -10 1 1 1 -15 1 1 Depth (m) Depth (m) -15 -10 CH -5 20 40 60 80 100 0 0 1000 2000

Ult. Compression (kN) 3000 4000 5000 6000 7000Friction End Qu

Ult. Pull Out (kN) 8000 0Friction* Wp Qpu

0

1000

2000

3000

4000

5000

6000

7000

8000

-5

-10

-15

-20

3 8 21 CH 73 CLAYSTONE 100 100 100

-20

Depth (m)

1

-20

-25

-25

-25

-30

100 100 100

-30

-30

-35

100 100 100

-35

-35

-40

100

-40

-40

Project Ref. Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight

: :

TANJUNG REDEP, BERAU BH-1

: : : : : : :

PC PILE 0.45 0.080 1.41 0.16 0.09 21.00

m m m m2 m2 kN

Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)

: = = = = = =

Based on N-SPT 6.00 *N-SPT *cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D 400*N-SPTav Qs + Qp (c-soil) (-soil) (c-soil) (-soil)

Ultimate (Qu) Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)

= = =

0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp

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

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

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 Ref.

: TANJUNG REDEP, BERAU : BH-1

Pile type Diameter

: PC PILE : 0.45 m

Calculation method: Based on N-SPT

NOTE:

N-SPT 0 0 2 1 -5 1 2 1 -10 1 1 1 -15 1 1 Depth (m) Depth (m) -15 -10 CH -5 20 40 60 80 100 0 0 1000 2000

Ult. Compression (kN) 3000 4000 5000 6000 7000Friction End Qu

Ult. Pull Out (kN) 8000 0Friction* Wp Qpu

0

1000

2000

3000

4000

5000

6000

7000

8000

-5

-10

-15

-20

3 8 21 CH 73 CLAYSTONE 100 100 100

-20

Depth (m)

1

-20

-25

-25

-25

-30

100 100 100

-30

-30

-35 GR -40

100 100 100 100

-35

-35

-40

-40

Project Ref. Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight

: :

TANJUNG REDEP, BERAU BH-1

: : : : : : :

PC PILE 0.50 0.090 1.57 0.20 0.12 21.00

m m m m2 m2 kN

Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)

: = = = = = =

Based on N-SPT 6.00 *N-SPT *cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D 400*N-SPTav Qs + Qp (c-soil) (-soil) (c-soil) (-soil)

Ultimate (Qu) Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)

= = =

0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp

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

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

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 Ref.

: TANJUNG REDEP, BERAU : BH-1

Pile type Diameter

: PC PILE : 0.5 m

Calculation method: Based on N-SPT

NOTE:

N-SPT 0 0 2 1 -5 1 2 1 -10 1 1 1 -15 1 1 Depth (m) Depth (m) -15 -10 CH -5 20 40 60 80 100 0 0 1000 2000

Ult. Compression (kN) 3000 4000 5000 6000 7000Friction End Qu

Ult. Pull Out (kN) 8000 0Friction* Wp Qpu

0

1000

2000

3000

4000

5000

6000

7000

8000

-5

-10

-15

-20

3 8 21 CH 73 CLAYSTONE 100 100 100

-20

Depth (m)

1

-20

-25

-25

-25

-30

100 100 100

-30

-30

-35

100 100 100

-35

-35

-40

100

-40

-40

Project Ref. Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight

: :

TANJUNG REDEP, BERAU BH-1

: : : : : : :

PC PILE 0.60 0.100 1.88 0.28 0.16 21.00

m m m m2 m2 kN

Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)

: = = = = = =

Based on N-SPT 6.00 *N-SPT *cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D 400*N-SPTav Qs + Qp (c-soil) (-soil) (c-soil) (-soil)

Ultimate (Qu) Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)

= = =

0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp

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

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

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 Ref.

: TANJUNG REDEP, BERAU : BH-1

Pile type Diameter

: PC PILE : 0.6 m

Calculation method: Based on N-SPT

NOTE:

N-SPT 0 0 2 1 -5 1 2 1 -10 1 1 1 -15 1 1 Depth (m) Depth (m) -15 -10 CH -5 20 40 60 80 100 0 0 1000 2000

Ult. Compression (kN) 3000 4000 5000 6000 7000Friction End Qu

Ult. Pull Out (kN) 8000 0Friction* Wp Qpu

0

1000

2000

3000

4000

5000

6000

7000

8000

-5

-10

-15

-20

3 8 21 CH 73 CLAYSTONE 100 100 100

-20

Depth (m)

1

-20

-25

-25

-25

-30

100 100 100

-30

-30

-35

100 100 100

-35

-35

-40

100

-40

-40

Project Ref. Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight

: :

TANJUNG REDEP, BERAU BH-2

: : : : : : :

PC PILE 0.40 0.075 1.26 0.13 0.08 21.00

m m m m2 m2 kN

Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)

: = = = = = =

Based on N-SPT 6.00 *N-SPT *cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D 400*N-SPTav Qs + Qp (c-soil) (-soil) (c-soil) (-soil)

Ultimate (Qu) Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)

= = =

0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp

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

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

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 Ref.

: TANJUNG REDEP, BERAU : BH-2

Pile type Diameter

: PC PILE : 0.4 m

Calculation method: Based on N-SPT

NOTE:

N-SPT 0 0 1 1 -5 1 2 1 -10 1 1 2 -15 2 26 Depth (m) Depth (m) -15 -10 CH -5 20 40 60 80 100 0 0 1000 2000

Ult. Compression (kN) 3000 4000 5000 6000 7000 8000Friction End Qu

Ult. Pull Out (kN) 9000 0Friction* Wp Qpu

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

-5

-10

-15

-20

86 90 50 82

-20

Depth (m)

14

CH -20

-25

CH 52 26

82

-25

-25

-30 1 40 PT

68

-30

-30

100 -35 CLAYSTONE 100 100 100 -40 -40 -40 -35 -35

Project Ref. Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight

: :

TANJUNG REDEP, BERAU BH-2

: : : : : : :

PC PILE 0.45 0.080 1.41 0.16 0.09 21.00

m m m m2 m2 kN

Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)

: = = = = = =

Based on N-SPT 6.00 *N-SPT *cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D 400*N-SPTav Qs + Qp (c-soil) (-soil) (c-soil) (-soil)

Ultimate (Qu) Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)

= = =

0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp

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

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

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 Ref.

: TANJUNG REDEP, BERAU : BH-2

Pile type Diameter

: PC PILE : 0.45 m

Calculation method: Based on N-SPT

NOTE:

N-SPT 0 0 1 1 -5 1 2 1 -10 1 1 2 -15 2 26 Depth (m) Depth (m) -15 -10 CH -5 20 40 60 80 100 0 0 1000 2000

Ult. Compression (kN) 3000 4000 5000 6000 7000 8000Friction End Qu

Ult. Pull Out (kN) 9000 0Friction* Wp Qpu

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

-5

-10

-15

-20

86 90 50 82

-20

Depth (m)

14

CH -20

-25

CH 52 26

82

-25

-25

-30 1 40 PT

68

-30

-30

100 -35 CLAYSTONE 100 100 100 -40 -40 -40 -35 -35

Project Ref. Pile Properties Type Diameter Thick. Perimeter Areaout Areapile Unit weight

: :

TANJUNG REDEP, BERAU BH-2

: : : : : : :

PC PILE 0.50 0.090 1.57 0.20 0.12 21.00

m m m m2 m2 kN

Calc. Method cu Compression Skin Friction (Qs) End Bearing (Qp)

: = = = = = =

Based on N-SPT 6.00 *N-SPT *cu*perimeter*l 2*N-SPT*perimeter*l Nc*cu*area 40*N-SPTav*l/D 400*N-SPTav Qs + Qp (c-soil) (-soil) (c-soil) (-soil)

Ultimate (Qu) Pull out Skin Friction (Qs) Pile weight (Wp) Ultimate (Qpu)

= = =

0.7 *Qs (Compression) Areapile * Unit weight of Pile * l Qs + Wp

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


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