Laporan Soil Investigation Pertamina Panjang [PDF]

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SOIL INVESTIGATION TBBM PANJANG BANDAR LAMPUNG No. Doc. Rev. Page



SOIL INVESTIGATION REPORT



: : :



PEMILIK PROYEK



:



PT PERTAMINA EP ASSET 2



LOKASI



:



TBBM PANJANG



NO. PROJECT



:



4650013401



NO. SPK



:



766/EP3250/2020-S5



A



05 Feb 2021



Issued for Riview



REV.



DATE



DESCRIPTION



PREPARED



CHECKED TRACON



APPROVED



TSPB-00-A0-RE-003 A 1 of 38



CHECKED



APPROVED



PERTAMINA EP



SOIL INVESTIGATION TBBM PANJANG BANDAR LAMPUNG PROJECT



TSPB-00-A0-RE-003



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TABEL REVISI



Rev.



Date



A



05 Feb 2021



Description Issued for Review



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DAFTAR ISI



1. PENDAHULUAN ................................................................................................................................................ 6 1.1 Latar Belakang ............................................................................................................................................ 6 1.2 Ruang Lingkup Kerja ................................................................................................................................... 6 2. METODE KERJA ............................................................................................................................................... 6 2.1. Deep Boring N-SPT ..................................................................................................................................... 6 2.2. Laboratory Testing....................................................................................................................................... 9 3. HASIL SOIL INVESTIGATION ......................................................................................................................... 10 3.1. Kondisi Lapisan Tanah Berdasarkan Hasil Deep Boring N-SPT ............................................................... 10 4. REKOMENDASI PONDASI.............................................................................................................................. 12 4.1. Axial Pile Capacity Analysis....................................................................................................................... 12 4.2. Lateral Pile Capacity dan Deflection Lateral Analysis................................................................................ 15 5. KESIMPULAN DAN REKOMENDASI ............................................................................................................. 33 5.1. Kesimpulan ................................................................................................................................................ 33 5.2. Saran dan Rekomendasi ........................................................................................................................... 34



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DAFTAR GAMBAR GAMBAR 1.1 LOKASI DEEP BORING TBBM PANJANG ........................................................................................ 6 GAMBAR 2.2 PENETRASI DENGAN SPT ................................................................................................................ 7 GAMBAR 2.3 SKEMA URUTAN UJI PENETRASI STANDAR (SPT) ........................................................................ 8 GAMBAR 2.4 AKTIFITAS DAN PERALATAN DEEP BORING N-SPT ...................................................................... 9 GAMBAR 4.5 GRAFIK DAYA DUKUNG AXIAL IZIN TEKAN BERDASARKAN DATA DEEP BORING N-SPT ...... 14 GAMBAR 4.6 GRAFIK DAYA DUKUNG AXIAL IZIN TARIK BERDASARKAN DATA DEEP BORING N-SPT ....... 14 GAMBAR 4.7 GRAFIK DEFLECTION, SLOPES, BENDING MOMENTS, SHEARING FORCES, DAN SOIL REACTIONS UNTUK KONDISI ELASTIS (REESE AND MATLOCK) ............................................... 15 GAMBAR 4.8 GRAFIK KOEFISIEN 𝑭𝒚 UNTUK KEPALA TIANG TERJEPIT (REESE & MATLOCK, 1956) .......... 17 GAMBAR 4.9 GRAFIK KOEFISIEN 𝑭𝒎 UNTUK KEPALA TIANG TERJEPIT (REESE & MATLOCK, 1956) ......... 17 GAMBAR 4.10 GRAFIK DEFLECTION OF LATERALLY LOADED PILE (PC SPUN PILE DIA. 30 CM) ................. 18 GAMBAR 4.11 GRAFIK BENDING MOMENT OF LATERALLY LOADED PILE (PC SPUN PILE DIA. 30 CM)....... 18 GAMBAR 4.12 GRAFIK DEFLECTION OF LATERALLY LOADED PILE (PC SPUN PILE DIA. 40 CM) ................. 19 GAMBAR 4.13 GRAFIK BENDING MOMENT OF LATERALLY LOADED PILE (PC SPUN PILE DIA. 40 CM)....... 19 GAMBAR 4.14 GRAFIK DEFLECTION OF LATERALLY LOADED PILE (PC SPUN PILE DIA. 50 CM) ................. 20 GAMBAR 4.15 GRAFIK BENDING MOMENT OF LATERALLY LOADED PILE (PC SPUN PILE DIA. 50 CM)....... 20 GAMBAR 4.16 GRAFIK DEFLECTION OF LATERALLY LOADED PILE (PC SQUARE PILE 25 X 25CM) ............ 21 GAMBAR 4.17 GRAFIK BENDING MOMENT OF LATERALLY LOADED PILE (PC SQUARE PILE 25 X 25CM) .. 21 GAMBAR 4.18 GRAFIK DEFLECTION OF LATERALLY LOADED PILE (STEEL PILE DIA. 8”) ............................. 22 GAMBAR 4.19 GRAFIK BENDING MOMENT OF LATERALLY LOADED PILE (STEEL PILE DIA. 8”) .................. 22



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DAFTAR TABEL TABEL 3.1 KONDISI LAPISAN TANAH HASIL DEEP BORING N-SPT................................................................... 10 TABEL 3.2 HASIL UJI LABORATORIUM SAMPEL UDS ........................................................................................ 11 TABEL 4.3 SPESIFIKASI TIANG PANCANG BERDASARKAN PRODUK WIKA BETON ...................................... 12 TABEL 4.4 SPESIFIKASI TIANG PANCANG PIPA BAJA BERDASARKAN ASTM F1083 ..................................... 13 TABEL 4.5 KAPASITAS DAYA DUKUNG AXIAL IZIN BERDASARKAN DATA DEEP BORING N-SPT ................ 13 TABEL 4.6 KOEFISIEN 𝑨 DAN 𝑩 UNTUK KONDISI KEPALA TIANG BEBAS (R.J. WOODWOOD. ET.AL., 1972) ...................................................................................................... 16 TABEL 4.7 RESUME LATERAL PILE CAPACITY DAN DEFLECTION LATERAL FIXED HEAD ............................ 23



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1. PENDAHULUAN 1.1 Latar Belakang PT Pertamina EP Asset 2 merencanakan persiapan lokasi di TBBM Panjang Bandar Lampung. Hasil dari pekerjaan Soil Investigasi diperlukan sebagai data untuk desain dari persiapan dilokasi.



1.2 Ruang Lingkup Kerja Lingkup pekerjaan yang dilakukan adalah sebagai berikut : 1. Mobilisasi dan Demobilisasi peralatan dan personil 2. Melakukan Deep Boring N-SPT sebanyak 1 Titik 3. Uji laboratorium tanah 4. Laporan Soil Investigasi



Gambar 1.1 Lokasi Deep Boring TBBM Panjang



2. METODE KERJA 2.1. Deep Boring N-SPT Metode pelaksanaan pekerjaan pengambilan sampel tanah undisturbe dan N-SPT dengan bor di lapangan sebagai langkah awal untuk mendapatkan parameter tanah yang diinginkan adalah sebagai berikut : Lakukan persiapan pengujian SPT di lapangan dengan tahapan sebagai berikut : 1) Pasang blok penahan (knocking block) pada pipa bor; 2) Beri tanda pada ketinggian sekitar 75 cm pada pipa bor yang berada di atas penahan; 3) Bersihkan lubang bor pada kedalaman yang akan dilakukan pengujian dari bekas-bekas pengeboran; 4) Pasang split barrel sampler pada pipa bor, dan pada ujung lainnya disambungkan dengan pipa bor yang telah dipasangi blok penahan; 5) Masukkan peralatan uji SPT ke dalam dasar lubang bor atau sampai kedalaman pengujian yang diinginkan; 6) Beri tanda pada batang bor mulai dari muka tanah sampai ketinggian 15 cm, 30 cm dan 45 cm.



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Gambar 2.2 Penetrasi dengan SPT Lakukan pengujian dengan tahapan sebagai berikut: a) Lakukan pengujian pada setiap perubahan lapisan tanah atau pada interval sekitar 1,50 m s.d 2,00 m atau sesuai keperluan; b) Tarik tali pengikat palu (hammer) sampai pada tanda yang telah dibuat sebelumnya(kira-kira 75 cm); c) Lepaskan tali sehingga palu jatuh bebas menimpa penahan d) Ulangi 2) dan 3) berkali-kali sampai mencapai penetrasi 15 cm; e) Hitung jumlah pukulan atau tumbukan N pada penetrasi 15 cm yang pertama; f)



Ulangi 2), 3), 4) dan 5) sampai pada penetrasi 15 cm yang ke-dua dan ke-tiga;



g) Catat jumlah pukulan N pada setiap penetrasi 15 cm: 15 cm pertama dicatat N1; 15 cm ke-dua dicatat N2; 15 cm ke-tiga dicatat N3; Jumlah pukulan yang dihitung adalah N2 + N3. Nilai N1 tidak diperhitungkan karena masih kotor bekas pengeboran;



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15 Bila nilai N lebih besar daripada 50 pukulan, hentikan pengujian dan tambah pengujian sampai minimum 6 meter; 16 Catat jumlah pukulan pada setiap penetrasi 5 cm untuk jenis tanah batuan.



Gambar 2.3 Skema urutan uji penetrasi standar (SPT) Peralatan yang digunakan untuk pelaksanaan Bor N-SPT : ➢ Mesin bor yang dilengkapi dengan peralatannya; ➢ Mesin pompa yang dilengkapi dengan peralatannya; ➢ Split barrel sampler yang dilengkapi dengan dimensi sesuai ASTM D 1586-84; ➢ Palu dengan berat 63,5 kg dengan toleransi meleset ± 1%. ➢ Alat penahan (tripod); ➢ Rol meter; ➢ Alat penyipat datar; ➢ Kerekan; ➢ Kunci-kunci pipa; ➢ Tali yang cukup kuat untuk menarik palu; ➢ Perlengkapan bantu lain.



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Gambar 2.4 Aktifitas dan peralatan Deep Boring N-SPT



2.2. Laboratory Testing Uji laboratorium dilakukan dengan menggunakan peralatan dan metode standar untuk menentukan index properti, engineeing properties, and chemical properties. Berikut ini pengujian yang dilakukan di Laboratorium Mekanika Tanah : 1. Natural Moisture Content test / Kadar air, test ini dimaksudkan untuk menentukan kadar air sampel tanah, prosedur yang digunakan ASTM D 2216. 2. Dry/Bulk Density Test / Berat isi, tujuan pengujian ini untuk menentukan berat isi tanah dalam kondisi asli (bulk) dan kondisi kering (dry), prosedur yang digunakan ASTM D 4254. 3. Particle Size Distribution (Sieving & Hydrometer Test) / analisa saringan dan hidrometer test, bertujuan untuk menetukan distribusi gradasi / ukuran partikel tanah, prosedur yang digunakan ASTM D 421 & 422. 4. Atterberg Limit Test, pengujian ini bertujuan untuk mempelajari respon tanah terhadap kadar air. Atterberg Limit mencakup liquid limit (batas cair), plastic limit (batas plastis) dan plasticity index (indeks plastis) tanah,prosedur yang digunakan ASTM D 4318 5. Specific Gravity / Berat jenis, bertujuan untuk mengetahui perbandingan antara berat isi butir tanah dengan berat isi air, prosedur yang digunakan ASTM D 854. 6. Permeability Test, bertujuan untuk mengetahui rembesan air pada tanah, prosedur yang digunakan ASTM D 2434. 7. Unconfined Compressive Strength / Uji Tekan Bebas, bertujuan untuk mendapatkan nilai kuat tekan bebas tanah, prosedur yang digunakan ASTM D 2166. 8. Triaxial Compression Test (CU, UU), bertujuan untuk mendapatkan parameter kekuatan tanah lempung, prosedur yang digunakan ASTM 2850. 9. Consolidation Test, bertujuan untuk mendapatkan koefisien konsolidasi dan untuk memprediksi besarnya dan durasi penurunan tanah, prosedur yang digunakan ASTM 2435



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10. Direct Shear Test / Uji Kuat Geser, bertujuan untuk mengetahui nilai kuat geser tanah, proseduryang digunakan ASTM D 3080. 11. Chemical Properties of Soils, tujuan pengujian ini untuk mengetahui pH, Chloride, Sulphate, Carbonate and Organic Content pada tanah, prossedur yang digunakan Standar Austrlian Soil & Plant Analysis Council (ASPAC) 2001.



3. HASIL SOIL INVESTIGATION 3.1. Kondisi Lapisan Tanah Berdasarkan Hasil Deep Boring N-SPT Berdasarkan kondisi dilapangan jarak antara muka Depp Boring sampai ke muka tanah ± 14 m, berikut ini kondisi lapisan tanah berdasarkan Hasil Deep Boring N-SPT. Tabel 3.1 : Kondisi lapisan tanah hasil Deep Boring N-SPT



Kode Titik



Kedalaman (Meter)



Tebal Lapisan (m)



N SPT blow/cm



10,50



0 - 4



10,50 - 11,50 Pasir Lepas Halus, Warna Putih Abu-abu



1,00



3



11,50 - 14,00 Tanah Lanau Lempung Berkarang, Warna Puith Abuabu, Bersifat Lunak



2,50



3



14,00 - 19,00 Tanah Lempung, Warna Kuning Bersifat Sedang



5,00



14 - 17



19,00 - 24,00 Tanah Lempung Bercampur Karang, Warna Abu-abu Bersifat Sedang 24,00 - 25,50 Tanah Lempung Bercampur Karang, Warna Abu-abu Kuning Bersifat Sedang



5,00



18 - 2



1,50



22



25,50 - 27,50 Tanah Lempung Bercampur Karang, Warna Kuning Abuabu Bersifat Sedang 27,50 - 32,00 Tanah Lempung, Warna Kuning Abu-abu Bersifat Sedang Sampai Keras 32,00 - 50,00 Tanah Lempung, Warna Abuabu Bersifat Keras



2,00



24



4,50



26 - 30



18,00



36 - 47



Deskripsi



BH.01



0,00 - 10,50 Pasir Lepas Halus Sampai Kasar, Warna Putih Abu-abu



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Tabel 3.2 Hasil uji laboratorium sampel UDS BH. 01



BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



UDS. 1



UDS. 2



4.50 ~ 5.00



6.50 ~ 7.00



UDS. 3



UDS. 4



10.50 ~ 11.00 16.50 ~ 17.00



(%)



0,00



0,00



0,00



0,00



- Sand



(%)



80,32



58,34



31,95



38,48



- Silt and Clay



(%)



19,68



41,66



68,05



61,52



Classified Grading Pass - Sieve No. 10



(2.00 mm)



(%)



100,00



100,00



100,00



100,00



- Sieve No. 40



(0.425 mm)



(%)



60,82



82,31



97,24



97,73



- Sieve No. 200



(0.075 mm)



(%)



19,68



41,66



68,05



61,52



(LL)



(%)



0,00



46,86



46,27



46,59



(PL)



(%)



0,00



28,79



21,09



24,83



- Plasticity Index



(PI)



(%)



NP



18,07



25,18



21,76



- Soils Classification



(USC)



Sandy



ML - OL



CL



CL



- Sub Group



(AASTHO)



A - 4



A - 7



A - 7



A - 7



(gr/cc)



2,6581



2,6508



2,6698



2,6812



(%)



ASTM D 423 & D 424



ATTERBERG LIMITS TEST



ASTM D 854



PHYSICAL PROPERTIES



ASTM D 422



GRADATIONS TEST - Gravel



- Liquit Limits Plasticity Limit



SPECIFIC GRAVITY



ASTM D 2166



ASTM D 2216



NATURAL STATE - Water Contents



(Wn)



31,46



20,35



21,11



1,796



1,746



1,777



1,735



3



1,438



1,328



1,477



1,433



0,848



0,996



0,808



0,872



- Wet Density



(gm)



- Dry Density



(gdry )



- Void Ratio



(e)



- Porosity



(n)



(%)



45,89



49,90



44,70



46,57



- Degree Of Saturation



(Sr)



(%)



77,97



83,74



67,23



64,94



-



0,142 1,294 -



0,264 1,368 -



0,315 1,378 -



(gr/cm ) (gr/cm )



UNCONFINED COMPRESSION TEST (kg/cm2)



- Compressive Strength - Sensitivity Ratio



(St) 2



- Modulus of Elasticity E 50



(kg/cm ) TRIAXIAL COMPRESSION TEST



υυ



υυ



υυ



υυ



(kg/cm2)



-



4,796 0,180



9,048 0,244



11,744 0,256



τ



τ



τ



τ



(o)



16,250



-



-



-



0,058



-



-



-



(cm /sec)



- Type of Test - Angel of Internal Friction



(f)



(o)



- Cohesion



(C) DIRECT SHEAR TEST



- Type of Test - Angel of Internal Friction



(f)



- Cohesion



(C)



2



(kg/cm )



CONSOLIDATION TEST 2



-



0,00485



0,00417



0,00157



- Coefficient of Compressibility (Mv)



2



(cm /kg)



-



0,101



0,07



0,084



- Coefficient of Permeabiility



(k)



(cm/sec)



-



- Compression Index



(Cc)



-



0,323



0,283



0,260



- Recompression Index



(Cr)



-



0,164



0,098



0,131



- Preconsolidation Pressure



(Pc')



(kg/cm2)



-



0,685



0,760



0,630



PERMEABILITY TEST



(k)



(cm/sec)



-



-



-



-



- Coefficient of Consolidation ASTM D 2435



ENGINEERING PROPERTIES



24,88 3



(Cv)



0,000000584 0,000000328 0,000000173



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4. REKOMENDASI PONDASI 4.1. Axial Pile Capacity Analysis Daya Dukung Pondasi Dalam (Berdasarkan Data Sondir) Untuk pondasi yang memikul beban cukup besar digunakan pondasi dalam yaitu pondasi bor pile atau tiang pancang berbentuk penampang lingkaran atau bujursangkar. Perhitungan dilakukan menggunakan rumus daya dukung tiang : q izin = qc A/3 + JHP.O/5 dimana : q izin = daya dukung izin tiang, qc = nilai konus, JHP = total friksi, A = luas penampang tiang, O = keliling tiang, angka 3 dan 5 = factor keamanan. Apabila digunakan tidak tunggal maka daya dukung tiang pancang kelompok harus memperhitungkan factor efisiensi tiang yang didapatkan tiang dengan rumus : E = 1 – [{arctg(D/S)/90}*{(m-1)*n+(n-1)*m}/(m*n)] dimana m=jumlah tiang arah x, n=jumlah tiang arah y, D=sisi tiang dan S= jarak antara tiang. Daya Dukung Pondasi Tiang Pancang (Berdasarkan Data SPT ) Untuk menentukan nilai daya dukung pondasi tiang yang diizinkan berdasarkan data SPT dapat digunakan persamaan sebagai berikut :



 Ii  fi



qult = q d . A. + u. dengan : qd



= Daya dukung terpusat tiang (ton/m2)



li



= Tebal lapisan tanah (m)



A



= Luas penampang ujung tiang (m2)



fi



= Gaya geser maksimum (ton/m2)



U



= Keliling tiang (m)



Apabila digunakan tidak tunggal maka daya dukung tiang pancang kelompok harus memperhitungkan factor efisiensi tiang yang didapatkan tiang dengan rumus : E = 1 – [{arctg(D/S)/90}*{(m-1)*n+(n-1)*m}/(m*n)] dimana m = jumlah tiang arah x, n = jumlah tiang arah y, D = sisi tiang dan S = jarak antara tiang Untuk ukuran dan jenis tiang pancang mengacu pada produk yang dikeluarkan oleh Wika Beton,berikut ini spesifikasinya : Tabel 4.3 Spesifikasi tiang pancang berdasarkan produk Wika Beton Jenis Tiang Pancang



PC Square Pile



PC Spun Pile



Ukuran (cm)



Dia. 30 cm



Dia. 40 cm



Dia. 50 cm



25 cm x 25 cm



Kelas



B



B



B



B



Mutu Beton



K-600



K-600



K-600



K-500



Bending Moment crack (ton.m)



3.50



7.50



15.00



2.52



Bending Moment ultimate (ton.m)



6.30



13.50



27.00



4.33



Axial allowable (ton)



67.50



114.40



174.9



79.62



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Selain itu dihitung juga tiang pancang pipa baja berdasarkan ASTM F1083, dengan spesifikasi : Tabel 4.4 Spesifikasi tiang pancang pipa baja berdasarkan ASTM F1083 Jenis Pondasi



Steel Pile



Size (inch)



8”



Size (cm)



20.32



Class



Sch 40



Bending Moment (ton.m)



4.33



Tabel 4.5 Kapasitas daya dukung axial izin berdasarkan data Deep Boring N-SPT Allow able Axial Capacity qall (ton) Dept



N- SPT



Corrected N60



PC Spun Pile Dia. 30 cm



Dia. 40 cm



PC Square Plie Dia. 50 cm



25 cm x 25 cm



Steel Pile Dia. 8"



Tekan



Tarik



Tekan



Tarik



Tekan



Tarik



Tekan



Tarik



Tekan



Tarik



0,00



0



0,00



0,00



0,00



0,00



0,00



0,00



0,00



0,00



0,00



0,00



0,00



-2,00



1



0,68



0,69



0,38



1,21



0,65



1,86



1,00



0,62



0,34



0,33



0,53



-4,00



1



0,72



0,79



0,75



1,35



1,31



2,07



2,01



0,72



0,68



0,38



1,07



-6,00



3



2,31



2,45



1,21



4,24



2,07



6,51



3,15



2,22



1,11



1,19



1,66



-8,00



4



3,44



3,78



1,73



6,48



2,92



9,90



4,40



3,44



1,60



1,85



2,29



-10,00



3



2,58



3,16



2,21



5,30



3,70



7,97



5,57



2,93



2,04



1,61



2,89



-12,00



3



2,71



3,50



2,69



5,80



4,49



8,67



6,75



3,26



2,50



1,81



3,50



-14,00



14



12,67



13,83



3,70



23,75



5,99



36,32



8,81



12,56



3,51



6,76



4,46



-16,00



17



15,38



17,55



4,85



29,84



7,67



45,35



11,10



16,06



4,67



8,72



5,52



-18,00



17



15,38



18,71



6,00



31,39



9,36



47,29



13,40



17,29



5,83



9,50



6,58



-20,00



20



18,09



22,63



7,30



37,75



11,24



56,67



15,93



21,00



7,14



11,60



7,74



-22,00



18



16,29



22,15



8,50



36,36



12,99



53,98



18,31



20,79



8,35



11,65



8,83



-24,00



22



19,90



27,06



9,89



44,42



14,99



65,95



21,00



25,40



9,77



14,23



10,05



-26,00



24



21,71



30,41



11,37



49,64



17,12



73,42



23,85



28,64



11,28



16,12



11,33



-28,00



26



23,52



33,89



12,95



55,03



19,38



81,11



26,86



32,03



12,90



18,11



12,68



-30,00



30



27,14



39,34



14,72



63,83



21,89



93,99



30,19



37,22



14,72



21,06



14,16



-32,00



36



32,57



46,91



16,78



76,20



24,79



112,30



34,00



44,35



16,85



25,07



15,84



-34,00



38



34,38



51,21



18,94



82,68



27,81



121,36



37,97



48,61



19,07



27,61



17,57



-36,00



38



34,38



53,80



21,09



86,14



30,83



125,68



41,93



51,36



21,30



29,36



19,31



-38,00



42



38,00



60,08



23,43



96,02



34,11



139,93



46,22



57,41



23,72



32,87



21,18



-40,00



43



38,90



63,87



25,83



101,45



37,45



147,18



50,58



61,28



26,20



35,25



23,08



-42,00



47



42,52



70,48



28,41



111,79



41,05



162,00



55,27



67,70



28,88



38,98



25,11



-44,00



42



38,00



69,08



30,75



108,03



44,32



154,93



59,55



66,97



31,31



38,97



26,98



-46,00



43



38,90



72,87



33,15



113,46



47,66



162,19



63,92



70,83



33,79



41,34



28,88



-48,00



44



39,81



76,72



35,59



118,97



51,07



169,56



68,36



74,77



36,32



43,77



30,81



-50,00



45



40,71



80,65



38,08



124,58



54,54



177,05



72,88



78,78



38,90



46,24



32,77



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Kedalaman (m)



PROJECT



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0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00 36.00 38.00 40.00 42.00 44.00 46.00 48.00 50.00



Tekan Spun Pile Dia. 30 cm Tekan Spun Pile Dia. 40 cm Tekan Spun Pile Dia. 50 cm Tekan Square Pile 25 x 25 cm Tekan Steel Pile 8"



0



20



40



60



80



100



120



140



160



180



Daya Dukung Izin Tekan (ton)



Kedalaman (m)



Gambar 4.5 Grafik daya dukung axial Izin tekan berdasarkan data Deep Boring N-SPT 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00 36.00 38.00 40.00 42.00 44.00 46.00 48.00 50.00



Tarik Spun Pile Dia. 30 cm Tarik Spun Pile Dia. 40 cm Tarik Spun Pile Dia. 50 cm Tarik Square Pile 25 x 25 cm Tarik Steel Pile 8"



0



20



40



60



Daya Dukung Izin Tarik (ton)



Gambar 4.6 Grafik daya dukung axial Izin Tarik berdasarkan data Deep Boring N-SPT



80



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4.2. Lateral Pile Capacity dan Deflection Lateral Analysis Penentuan defleksi desain dalam arah lateral (δx) pada upper structure berdasarkan SNI 1726-2012, dimana defleksi desain antar tingkat atau biasa disebut story drift (Δ) merupakan perbandingan antara defleksi lateral desain dengan tinggi tingkat (δx/ hsx). Defleksi desain antar tingkat harus lebih kecil atau sama dengan defleksi antar tingkat yang diizinkan (δx/δizin). Defleksi lateral yang diizinkan pada fondasi tiang bergantung kepada kategori struktur dan kategori resiko gempa dari upper structure. Pada umumnya defleksi lateral yang diizinkan pada fondasi tiang tidak lebih dari 2,50 cm. Beban lateral yang diizinkan dapat diperoleh berdasarkan 2 kriteria, yaitu dengan membagi beban ultimit dengan suatu faktor keamanan dan berdasarkan defleksi maksimum yang diizinkan. Teori Reese Matlock menentukan kapasitas lateral ultimit berdasarkan defleksi lateral izin, metode ini menggunakan pendekatan reaksi subgrade. Pada metode ini, tiang dibedakan berdasarkan tiang kaku (tiang pendek) dan tiang elastik (tiang panjang) serta kondisi kepala tiang terjepit dan bebas.



Gambar 4.7 Grafik Deflection, slopes, bending moments, shearing forces, dan soil reactions untuk kondisi elastis (Reese and Matlock) Kepala Tiang Bebas (Free Head) Defleksi 𝑦𝑥 dan momen 𝑀𝑥 dapat dihitung dengan Persamaan berikut : 𝑦𝑥 = 𝑦𝐴 + 𝑦𝐵 = 𝐴𝑋



𝐻 . 𝑇3 𝑀 . 𝑇2 + 𝐵𝑥 𝐸𝑝 . 𝐼𝑝 𝐸𝑝 . 𝐼𝑝



𝑀𝑥 = 𝑀𝐴 + 𝑀𝐵 = 𝐴𝑚 . 𝐻 . 𝑇 + 𝐵𝑚 . 𝑀 Dimana : H : beban lateral yang bekerja di kepala tiang (kN)



Ep



: modulus elastisitas tiang (kN/m2)



T : faktor kekakuan (satuan panjang)



Ip



: inersia penampang tiang (m4)



M : momen yang bekerja di kepala tiang (kN.m)



A dan B : koefisien Reese & Matlock untuk kepala tiang bebas



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PROJECT



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Nilai koefisien 𝐴 dan 𝐵 dapat dilihat pada Tabel dibawah ini untuk kondisi kepala tiang bebas yang besarnya bervariasi terhadap 𝑍 = 𝑥/𝑇 ; dimana 𝑍 adalah koefisien kedalaman, 𝑥 adalah kedalaman yang ditinjau dan 𝑇 adalah faktor kekakuan. Tabel 4.6 Koefisien 𝑨 dan 𝑩 untuk Kondisi Kepala Tiang Bebas (R.J. Woodwood. Et.al., 1972) Z



Ax



Am



Bx



Bm



0.0



2.435



0.000



1.623



1.000



0.1



2.273



0.100



1.453



1.000



0.2



2.112



0.198



1.293



0.999



0.3



1.952



0.291



1.143



0.994



0.4



1.796



0.379



1.003



0.987



0.5



1.644



0.459



0.873



0.976



0.6



1.496



0.532



0.752



0.960



0.7



1.353



0.595



0.642



0.939



0.8



1.216



0.649



0.540



0.914



0.9



1.086



0.693



0.448



0.885



1.0



0.962



0.727



0.354



0.852



1.2



0.738



0.767



0.223



0.775



1.4



0.544



0.772



0.112



0.688



1.6



0.381



0.746



0.029



0.594



1.8



0.247



0.696



0.030



0.498



2.0



0.142



0.628



0.070



0.404



3.0



-0.075



0.225



0.089



0.059



4.0



-0.050



0.000



0.028



-0.042



5.0



-0.009



-0.033



0.000



-0.026



Kepala Tiang Terjepit (Fixed Head) Defleksi 𝑦𝑥 dan momen 𝑀𝑥 dapat dihitung dengan Persamaan berikut: 𝑦𝑥 = 𝐹𝑦 .



𝐻 . 𝑇3 𝐸𝑝 . 𝐼𝑝



Mx = Fm . H . T Dimana : H



: beban lateral yang bekerja di kepala tiang (kN)



T



: faktor kekakuan (satuan panjang)



Ep



: modulus elastisitas tiang (kN/m2)



Ip



: inersia penampang tiang (m4)



Fy dan Fm



: koefisien Reese & Matlock untuk kepala tiang terjepit



SOIL INVESTIGATION TBBM PANJANG BANDAR LAMPUNG PROJECT



TSPB-00-A0-RE-003



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Nilai Fy dan Fm dapat dilihat pada grafik dibawah ini :



Gambar 4.8 Grafik Koefisien 𝑭𝒚 untuk kepala tiang terjepit (Reese & Matlock, 1956)



Gambar 4.9 Grafik Koefisien 𝑭𝒎 untuk kepala tiang terjepit (Reese & Matlock, 1956) Hasil perhitungan kapasitas lateral tiang dan defleksi dapat dilihat pada grafik dibawah ini dengan kondisi kepala tiang terjepit (Fixed Head).



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PROJECT



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Deflection (mm) -2



-1



0



1



2



3



4



5



0 1 2 3 4



Beban Lateral = 0.35 Ton Beban Lateral = 1.05 Ton Beban Lateral = 1.74 Ton Beban Lateral = 2.45 Ton Beban Lateral = 2.79 Ton Beban Lateral = 3.15 Ton Beban Lateral = 3.50 Ton



5



Kedalaman (m)



6 7 8



9 10 11 12 13 14 15



Gambar 4.10 Grafik Deflection of Laterally Loaded Pile (PC Spun Pile Dia. 30 cm)



Bending Moment (Ton.m) -5



-4



-3



-2



-1



0



1



2



0 1 2 3 4 5



Kedalaman (m)



Beban Lateral = 0.35 Ton Beban Lateral = 1.05 Ton Beban Lateral = 1.74 Ton



6 7



Beban Lateral = 2.45 Ton



8



Beban Lateral = 2.79 Ton



9



Beban Lateral = 3.15 Ton Beban Lateral = 3.50 Ton



10 11 12 13 14 15



Gambar 4.11 Grafik Bending Moment of Laterally Loaded Pile (PC Spun Pile Dia. 30 cm)



3



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PROJECT



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Deflection (mm) -2



-1



0



1



2



3



4



5



0 1 2 3 4



Beban Lateral = 0.62 Ton Beban Lateral = 1.87 Ton Beban Lateral = 3.12 Ton Beban Lateral = 4.36 Ton Beban Lateral = 4.99 Ton Beban Lateral = 5.61 Ton Beban Lateral = 6.23 Ton



5



Kedalaman (m)



6 7 8 9 10 11 12 13



14 15



Gambar 4.12 Grafik Deflection of Laterally Loaded Pile (PC Spun Pile Dia. 40 cm)



Bending Moment (Ton.m) -9



-8



-7



-6



-5



-4



-3



-2



-1



0



1



2



3



0 1 2 3 4 5



Kedalaman (m)



6 7 Beban Lateral = 0.62 Ton Beban Lateral = 1.87 Ton Beban Lateral = 3.12 Ton Beban Lateral = 4.36 Ton Beban Lateral = 4.99 Ton Beban Lateral = 5.61 Ton Beban Lateral = 6.23 Ton



8 9 10 11 12 13 14 15



Gambar 4.13 Grafik Bending Moment of Laterally Loaded Pile (PC Spun Pile Dia. 40 cm)



4



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PROJECT



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Deflection (mm) -2



-1



0



1



2



3



4



5



0 1 2 3 4



Beban Lateral = 1.05 Ton Beban Lateral = 3.17 Ton Beban Lateral = 5.28 Ton Beban Lateral = 7.39 Ton Beban Lateral = 8.44 Ton Beban Lateral = 9.50 Ton Beban Lateral = 10.61 Ton



5



Kedalaman (m)



6 7



8 9 10 11



12 13 14 15



Gambar 4.14 Grafik Deflection of Laterally Loaded Pile (PC Spun Pile Dia. 50 cm)



Bending Moment (Ton.m) -16 -15 -14 -13 -12 -11 -10 -9



-8



-7



-6



-5



-4



-3



-2



-1



0



1



2



3



4



5



0 1 2 3 4 5



Kedalaman (m)



6 Beban Lateral = 1.05 Ton Beban Lateral = 3.17 Ton Beban Lateral = 5.28 Ton Beban Lateral = 7.39 Ton Beban Lateral = 8.44 Ton Beban Lateral = 9.50 Ton Beban Lateral = 10.61 Ton



7 8 9 10 11



12 13 14 15



Gambar 4.15 Grafik Bending Moment of Laterally Loaded Pile (PC Spun Pile Dia. 50 cm)



6



7



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PROJECT



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Deflection (mm) -2



-1



0



1



2



3



4



0 1 2 3 4



Beban Lateral = 0.26 Ton Beban Lateral = 0.72 Ton Beban Lateral = 0.31 Ton Beban Lateral = 1.83 Ton Beban Lateral = 2.08 Ton Beban Lateral = 2.34 Ton Beban Lateral = 2.60 Ton



5



Kedalaman (m)



6 7



8 9 10 11 12 13 14 15



Gambar 4.16 Grafik Deflection of Laterally Loaded Pile (PC Square Pile 25 x 25cm)



Bending Moment (Ton.m) -3



-2



-1



0



1



0 1 2 3 4



Kedalaman (m)



5 Beban Lateral = 0.26 Ton



6



Beban Lateral = 0.72 Ton



7



Beban Lateral = 0.31 Ton



8



Beban Lateral = 1.83 Ton Beban Lateral = 2.08 Ton



9



Beban Lateral = 2.34 Ton



10



Beban Lateral = 2.60 Ton



11 12 13 14



15



Gambar 4.17 Grafik Bending Moment of Laterally Loaded Pile (PC Square Pile 25 x 25cm)



2



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Deflection (mm) -2



-1



0



1



2



3



4



5



6



7



8



9



10



11



12



13



14



15



0 1 2 3



Kedalaman (m)



4



Beban Lateral = 0.68 Ton



5



Beban Lateral = 2.03 Ton



6



Beban Lateral = 3.39 Ton Beban Lateral = 4.74 Ton



7



Beban Lateral = 5.42 Ton



8



Beban Lateral = 6.11 Ton



9



Beban Lateral = 6.78 Ton



10 11 12 13 14 15



Gambar 4.18 Grafik Deflection of Laterally Loaded Pile (Steel Pile Dia. 8”)



Bending Moment (Ton.m) -9



-8



-7



-6



-5



-4



-3



-2



-1



0



1



2



0 1 2 3 4



Kedalaman (m)



5 Beban Lateral = 0.68 Ton Beban Lateral = 2.03 Ton Beban Lateral = 3.39 Ton Beban Lateral = 4.74 Ton Beban Lateral = 5.42 Ton Beban Lateral = 6.11 Ton Beban Lateral = 6.78 Ton



6 7 8 9 10 11 12 13 14 15



Gambar 4.19 Grafik Bending Moment of Laterally Loaded Pile (Steel Pile Dia. 8”)



3



4



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PROJECT



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Tabel 4.7 Resume Lateral Pile Capacity dan Deflection Lateral Fixed Head Jenis Tiang Pancang (cm)



( mm)



Bending Moment (Ton.-m)



PC Spun Pile Dia.30 cm



4.24



PC Spun Pile Dia.40 cm



(Ton)



Virtual Fixity Point (m)



3.50



3.50



4.85



4.08



7.50



6.23



5.76



PC Spun Pile Dia.50 cm



4.56



15.00



10.61



8.33



PC Square Pile 25 cm x 25 cm



3.43



2.50



2.60



4.55



Steel Pile 8 Inch Sch 40



13.10



7.40



6.78



5.30



Deflection



Beban Lateral



5. KESIMPULAN DAN REKOMENDASI 1.1. Kesimpulan 1. Data dan analisa hasil penyelidikan tanah pada prinsipnya digunakan untuk perencanaan konstruksi pondasi suatu bangunan. 2. Berdasarkan perhitungan analisa daya dukung tiang axial izin berdasarkan data N-SPT, didapat hasil sebagai berikut : Allow able Axial Capacity qall (ton) Dept



N- SPT



PC Spun Pile



Corrected N60



0



PC Square Plie



0



0



25 cm x 25 cm



Steel Pile Dia. 8"



Tekan



Tarik



Tekan



Tarik



Tekan



Tarik



Tekan



Tarik



Tekan



Tarik



-30,00



30



27,14



39,34



14,72



63,83



21,89



93,99



30,19



37,22



14,72



21,06



14,16



-32,00



36



32,57



46,91



16,78



76,20



24,79



112,30



34,00



44,35



16,85



25,07



15,84



-34,00



38



34,38



51,21



18,94



82,68



27,81



121,36



37,97



48,61



19,07



27,61



17,57



-36,00



38



34,38



53,80



21,09



86,14



30,83



125,68



41,93



51,36



21,30



29,36



19,31



-38,00



42



38,00



60,08



23,43



96,02



34,11



139,93



46,22



57,41



23,72



32,87



21,18



-40,00



43



38,90



63,87



25,83



101,45



37,45



147,18



50,58



61,28



26,20



35,25



23,08



-42,00



47



42,52



70,48



28,41



111,79



41,05



162,00



55,27



67,70



28,88



38,98



25,11



-44,00



42



38,00



69,08



30,75



108,03



44,32



154,93



59,55



66,97



31,31



38,97



26,98



-46,00



43



38,90



72,87



33,15



113,46



47,66



162,19



63,92



70,83



33,79



41,34



28,88



-48,00



44



39,81



76,72



35,59



118,97



51,07



169,56



68,36



74,77



36,32



43,77



30,81



-50,00



45



40,71



80,65



38,08



124,58



54,54



177,05



72,88



78,78



38,90



46,24



32,77



1.2. Saran dan Rekomendasi 1. Memperhatikan susunan lapisan jenis tanah dengan nilai N-SPT dari data yang diperoleh maka disarankan ujung tiang pondasi dalam pada kedalaman ≥ - 48,00 meter dari muka tanah posisi drilling/bor mesin. 2. Diameter pondasi tiang disarankan ≥ 0,30 m atau disesuaikan dengaan kebutuhan dari beban rencana bangunan agar efektif dan efisien



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3. Dalam menentukan daya dukung pondasi tiang selain berdasarkan daya dukung hasil soil test, perlu juga dilakukan kontrol keamanan tiang pancang berdasarkan daya dukung izin penampang beton yang memikul beban aksial sesuai mutu beton yang digunakan. 4. Perlu juga diperhitungkan bahaya tekuk yang timbul pada pondasi tiang terutama untuk tiang yang mempunyai penampang relatif kecil. 5. Apabila digunakan bukan tiang tunggal maka daya dukung tiang pancang kelompok (pile group) harus memperhitungkan factor efisiensi tiang yang didapatkan dengan rumus : E = 1 – [{arctg(D/S)/90}*{(m-1)*n+(n-1)*m}/(m*n)] Dimana : m



= jumlah tiang arah x



n



= jumlah tiang arah y



D



= sisi tiang



S



= jarak antara tiang.



6. Dalam hal menentukan jumlah tiang pondasi disarankan data ini dianalisa kembali oleh perencana yang mengetahui beban rencana bangunan untuk dapat lebih efektif dan efisien dalam menentukan jumlah tiang pondasi pada setiap bangunan.



SOIL INVESTIGATION TBBM PANJANG BANDAR LAMPUNG PROJECT



TSPB-00-A0-RE-003



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LAMPIRAN A BORELOG & CPT LOG LAM. A Borelog.pdf



DRILLING LOG Project Location



: Soil Investigation : TBBM Panjang Bandar Lampung Bore Hole Number : BH.01 Method of Sampling : Rotary Drilling : Muka Tanah : - 14 meter dari muka titik boring Coordinate : -



Bore Profile



Sample



GWL (m)



Depth



: -50.0 meter Thickness



Total Depth



Date Commenced Date Complete Field Geotechnical Eng Driling Type Machine Core Type Core Diameter (mm) Weight of Hammer (kg) Dist. Falling Hammer Cassing Diametter (mm) Page Core Description



STANDARD PENETRATION TEST " N " Value (Blows/Feet)



N1



N2



N3



N-SPT



2.00



-



-



1



1



4.00



10.50



-



-



1



1



1



1



2



3



8.00



2



4



6



1



2



2



4



8



9.00



9



10.00



10



1.00



Pasir Lepas Halus, Warna Putih Abu-abu



2.50



-10.50



Tanah Lanau Lempung Berkarang, Warna Puith Abu-abu, Bersifat Lunak



1



1



2



3



1



1



2



3



5.00



5



Tanah Lempung, Warna Kuning Bersifat Sedang



6



8



14



8



9



17



6



7



10



17



-19.00



20.00



5.00



6



8



12



20



6



8



10



18



12



3



14



16



17



18



17



20



20



22



18



23 22



-24.00



1.50



Tanah Lempung Bercampur Karang, Warna Abu-abu Kuning Bersifat Sedang



2.00



Tanah Lempung Bercampur Karang, Warna Kuning Abu-abu Bersifat Sedang



7



9



13



22



24 25



-25.50



9



10



14



24



26



24



27



-27.50



28.00



8



11



15



26



28



26



29 4.50



29.00 Tanah Lempung, Warna Kuning Abu-abu Bersifat Sedang Sampai Keras



11



14



16



30



30



30



31



31.00 -32.00



32.00



12



16



20



36



32



36



33



33.00 34.00



14



17



21



38



34



38



35



35.00 36.00



15



17



21



38



36



38



37



37.00 38.00



14



20



22



42



39.00



38



42



39



40.00



18.00



16



21



22



43



40



43



41



Tanah Lempung, Warna Abu-abu Bersifat Keras



42.00



18



23



24



47



42



47



43



43.00 44.00



16



20



22



42



45.00



44



42



45



46.00



17



20



23



43



47.00



46



43



47



48.00



19



21



23



44



49.00 50.00



3



21



Tanah Lempung Bercampur Karang, Warna Abu-abu Bersifat Sedang



24.00



41.00



4



19



23.00



30.00



3



17



19.00



27.00



1



15



18.00



26.00



1



14 4



15.00



25.00



50



13 -14.00



14.00



22.00



40



11



-11.50



12.00



21.00



30



7



7.00



17.00



20



5



Pasir Lepas Halus Sampai Kasar, Warna Putih Abu-abu



6.00



16.00



10



3



3.00



13.00



0 0



1



1.00



11.00



Mulyadi FM - 1 Core Barrel Ø 73 mm 63.5 kg 75 cm 89 mm 1



SPT



0



5.00



January 13, 2021 January 22, 2021



: : : : : : : : : :



48



44



49 -50.00



19



22



23



45



50



45



60



Bore Hole No Project



: BH.01 : Soil Investigation



Location



: TBBM Panjang Bandar Lampung : -50.00 m



Dalam (m)



Total Depth



0.0



Mulai Kerja Selesai kerja Dikerjakan oleh Diperiksa oleh



Jumlah Pukulan (Uji SPT) N1 N2 N3 Nm pukulan/ pukulan/ pukulan/ pukulan/ 15 cm 15 cm 15 cm 30 cm -



: : : :



Koreksi Pengaruh Energi N60 Brt Vol Total (kN/m³) 0.0



CN



CE



CB



CR



CS



0.000



0.00



0.00



0.00



0.00



N60 pukulan/ 30 cm 0 0.00



-



-



1



1



18.5



1.508



0.60



1.00



0.75



1.00



0.68



-



-



1



1



18.5



1.508



0.60



1.00



0.80



1.00



0.72



1



1



2



3



18.5



1.508



0.60



1.00



0.85



1.00



2.31



1



2



2



4



18.5



1.508



0.60



1.00



0.95



1.00



3.44



1



1



2



3



18.5



1.508



0.60



1.00



0.95



1.00



2.58



1



1



2



3



18.5



1.508



0.60



1.00



1.00



1.00



2.71



4



6



8



14



19.0



1.508



0.60



1.00



1.00



1.00



12.67



5



8



9



17



19.0



1.508



0.60



1.00



1.00



1.00



15.38



6



7



10



17



19.0



1.508



0.60



1.00



1.00



1.00



15.38



6



8



12



20



19.0



1.508



0.60



1.00



1.00



1.00



18.09



6



8



10



18



19.0



1.508



0.60



1.00



1.00



1.00



16.29



7



9



13



22



19.0



1.508



0.60



1.00



1.00



1.00



19.90



9



10



14



24



19.0



1.508



0.60



1.00



1.00



1.00



21.71



8



11



15



26



19.0



1.508



0.60



1.00



1.00



1.00



23.52



11



14



16



30



19.0



1.508



0.60



1.00



1.00



1.00



27.14



12



16



20



36



19.5



1.508



0.60



1.00



1.00



1.00



32.57



14



17



21



38



19.5



1.508



0.60



1.00



1.00



1.00



34.38



15



17



21



38



19.5



1.508



0.60



1.00



1.00



1.00



34.38



14



20



22



42



19.5



1.508



0.60



1.00



1.00



1.00



38.00



16



21



22



43



19.5



1.508



0.60



1.00



1.00



1.00



38.90



18



23



24



47



19.5



1.508



0.60



1.00



1.00



1.00



42.52



16



20



22



42



19.5



1.508



0.60



1.00



1.00



1.00



38.00



17



20



23



43



19.5



1.508



0.60



1.00



1.00



1.00



38.90



19



21



23



44



19.5



1.508



0.60



1.00



1.00



1.00



39.81



38



40



42



44



46



48 49



49.0 50.0



36



47



47.0 48.0



34



45



45.0 46.0



32



43



43.0 44.0



30



41



41.0 42.0



28



39



39.0 40.0



26



37



37.0 38.0



24



35



35.0 36.0



22



33



33.0 34.0



20



31



31.0 32.0



18



29



29.0 30.0



16



27



27.0 28.0



14



25



25.0 26.0



12



23



23.0 24.0



10



21



21.0 22.0



8



19



19.0 20.0



6



17



17.0 18.0



4



15



15.0 16.0



2



13



13.0 14.0



0



11



11.0 12.0



50



9



9.0 10.0



40



7



7.0 8.0



30



5



5.0 6.0



20



3



3.0 4.0



Diagram SPT Jumlah Pukulan 10



1



1.0 2.0



13 Januari 2021 22 Januari 2021 Mulyadi Eka Mahendra



19



22



23



45



19.5



1.508



0.60



1.00



1.00



1.00



40.71



50



SOIL INVESTIGATION TBBM PANJANG BANDAR LAMPUNG PROJECT



TSPB-00-A0-RE-003



26 of 27



LAMPIRAN B SOIL LABORATORY RESULTS LAM. B Soil Loboratory Test.pdf



SUMMARY OF SOIL LABORATORY TEST Soil Investigation – TBBM Pertamina Panjang Pantai Panjang - Provinsi Lampung BH. 01



BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



UDS. 1



UDS. 2



UDS. 3



UDS. 4



4.50 ~ 5.00



6.50 ~ 7.00



10.50 ~ 11.00



16.50 ~ 17.00



(%)



0.00



0.00



0.00



0.00



- Sand



(%)



80.32



58.34



31.95



38.48



- Silt and Clay



(%)



19.68



41.66



68.05



61.52



Classified Grading Pass - Sieve No. 10



(2.00 mm)



(%)



100.00



100.00



100.00



100.00



- Sieve No. 40



(0.425 mm)



(%)



60.82



82.31



97.24



97.73



- Sieve No. 200



(0.075 mm)



(%)



19.68



41.66



68.05



61.52



(LL)



(%)



0.00



46.86



46.27



46.59



ASTM D 423 & D 424



ATTERBERG LIMITS TEST



ASTM D 854



PHYSICAL PROPERTIES



ASTM D 422



GRADATIONS TEST - Gravel



- Liquit Limits Plasticity Limit



(PL)



(%)



0.00



28.79



21.09



24.83



- Plasticity Index



(PI)



(%)



NP



18.07



25.18



21.76



- Soils Classification



(USC)



Sandy



ML - OL



CL



CL



- Sub Group



(AASTHO)



A - 4



A - 7



A - 7



A - 7



(gr/cc)



2.6581



2.6508



2.6698



2.6812



(%)



SPECIFIC GRAVITY NATURAL STATE



ASTM D 2216



- Water Contents



(Wn)



ASTM D 2166



31.46



20.35



21.11



1.796



1.746



1.777



1.735



3



1.438



1.328



1.477



1.433



- Wet Density



(gm)



- Dry Density



(gdry)



- Void Ratio



(e)



0.848



0.996



0.808



0.872



- Porosity



(n)



(%)



45.89



49.90



44.70



46.57



(Sr)



(%)



77.97



83.74



67.23



64.94



(kg/cm 2)



-



0.142 1.294 -



0.264 1.368 -



0.315 1.378 -



- Degree Of Saturation



(gr/cm ) (gr/cm )



UNCONFINED COMPRESSION TEST - Compressive Strength - Sensitivity Ratio



(St) (kg/cm 2)



- Modulus of Elasticity E50 TRIAXIAL COMPRESSION TEST



υυ



υυ



υυ



υυ



(kg/cm 2)



-



4.796 0.180



9.048 0.244



11.744 0.256



- Type of Test - Angel of Internal Friction



(f)



(o)



- Cohesion



(C) DIRECT SHEAR TEST



τ



τ



τ



τ



- Angel of Internal Friction



(f)



(o)



16.250



-



-



-



- Cohesion



(C)



(kg/cm 2)



0.058



-



-



-



- Type of Test



CONSOLIDATION TEST



ASTM D 2435



ENGINEERING PROPERTIES



24.88 3



- Coefficient of Consolidation



(Cv)



(cm2/sec)



-



0.00485



0.00417



0.00157



- Coefficient of Compressibility



(Mv)



(cm2/kg)



-



0.101



0.07



0.084



- Coefficient of Permeabiility



(k)



(cm/sec)



-



0.000000584



0.000000328



0.000000173



- Compression Index



(Cc)



-



0.323



0.283



0.260



- Recompression Index



(Cr)



-



0.164



0.098



0.131



- Preconsolidation Pressure



(Pc')



(kg/cm2)



-



0.685



0.760



0.630



PERMEABILITY TEST



(k)



(cm/sec)



-



-



-



-



ATTERBERG LIMIT TEST ( ASTM D 423 & D 424 ) Soil Investigation - TBBM Pertamina Panjang LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 1 6.50 ~ 7.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



LIQUID LIMITS TEST No Number Of Blows Tare No Weight Of Wet Soil + Tare Weight Of Dry Soil + Tare Weight Of Tare Weight Of Water Weight Of Dry Soil Water Content



gr gr gr gr gr %



PLASTIC INDEX



NP



PLASTIC LIMITS



1



2



3



4



1



2



16 13.68 -



21 13.82 -



27 13.72 -



44 14.10 -



32 13.62 -



30 13.44 -



LIQUID LIMITS



NP



PLASTIC LIMITS



NP DATA



85



80 75



WATER CONTENTS



70 65



60 55 50 45



40



DATA C



35 30 25



20



NUMBER OF BLOWS



10



100



USC SOIL CLASSIFICATIONS



SUB GROUP AASHTO



CH



70



CL



60



LIQUIT LIMITS



PLASTIC INDEX



80



50 40



30



OH - MH



20



10



OL - ML



0



0



20



40



60



80



LIQUIT LIMITS



100



120



140



A -7 - 5



A-5



90



140 130 120 110 100 90 80 70 60 50 40 30 20 10 0



A-7-6 A-7



A-4



100



0



A-6 20



40



60



PLASTIC INDEX



80



100



LIQUIT LIMITS



PLASTIC INDEX



MOISTURE CONTENT SPECIFIC GRAVITY & UNIT WEIGHT Soil Investigation - TBBM Pertamina Panjang LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 1 6.50 ~ 7.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



MOISTURE CONTENT ( ASTM D 2216 ) TEST No Tare No Weight Of Wet Soil + Tare Weight Of Dry Soil + Tare Weight Of Tare Weight Of Water Weight Of Dry Soil Moisture Content Average Of Moisture Content



gr gr gr gr gr % %



1



2



6 85.84 74.00 24.37 11.84 49.63 23.86



15 82.88 70.45 22.48 12.43 47.97 25.91 24.88



SPECIFIC GRAVITY ( ASTM D 854 ) TEST No Bottle No Weight Of Bottle + Water + Soil Weight Of Bottle + Water at 25 oC Weight Of Dry Soil + Bottle Weight Of Bottle Temperature Of Test Temperature Correction Specific Gravity Of Soil Average Of Specific Gravity



gr gr gr gr o C Gs Gs



1



2



7 155.84 147.84 62.04 49.19 25.00 1.00 2.6495



12 157.06 149.16 60.65 48.01 25.00 1.00 2.6667 2.6581



UNIT WEIGHT (gm) TEST No Ring No Diameter Of Ring Height Of Ring Volume Of Ring Weight Of Ring Weight Of Wet Soil + Ring Unit Weight Average Of Unit Weight



cm cm cm3 gr gr gr/cm3 gr/cm3



1



2



A 6.50 1.90 63.07 48.86 162.53 1.802



B 6.50 1.90 63.07 49.70 162.58 1.790 1.796



PARTICLE SIZE ANALYSIS ( ASTM D 422 ) Soil Investigation - TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung



BH. 01 UDS. 1 6.50 ~ 7.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



SIEVE ANALYSIS Size Of Sieve 2" 1" 3/4 " 3/8 " # 4 # 10 # 20 # 40 # 100 # 200 PAN



No 1 2 3 4 5 6 7 8 9 10 11



Weight Of Sieve (gr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00



Weight Of Sieve + Soil (gr) 0.00 0.00 0.00 0.00 0.00 0.00 9.75 29.43 22.80 18.34 19.68



Weight Of Retained (gr) 0.00 0.00 0.00 0.00 0.00 0.00 9.75 29.43 22.80 18.34 19.68



Passing Comulative Percent Weight (gr) Finer 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 90.25 90.25 60.82 60.82 38.02 38.02 19.68 19.68



Diameter Of Particles (mm) 50.799 25.400 19.050 9.525 4.760 2.000 0.840 0.420 0.149 0.074



Weight of Samples (gr)



Sieve 100.00 Hydrometer Analysis 50.00



Specific Gravity (Gs) 2.6581



HYDROMETER ANALYSIS Elapse Times Temperatur Hydrometer (minutes) Reading ( oC) 0.50 25.00 18.00 1.00 25.00 17.00 2.00 25.00 16.00 5.00 25.00 15.00 15.00 25.00 15.00 30.00 25.00 15.00 60.00 26.00 15.00 240.00 27.00 15.00 1440.00 25.00 15.00



No 1 2 3 4 5 6 7 8 9



Composite Correct Hyd Correction Reading 1.30 19.30 1.30 18.30 1.30 17.30 1.30 16.30 1.30 16.30 1.30 16.30 1.65 16.65 2.00 17.00 1.30 16.30



HYDROMETER



Percent Finer 38.99 36.97 34.95 32.93 32.93 32.93 33.63 34.34 32.93



% Finer by Tot Weight 7.67 7.27 6.88 6.48 6.48 6.48 6.62 6.76 6.48



USA STANDARD SIEVE # 200



100



f Particles (mm) 0.066 0.047 0.033 0.021 0.012 0.009 0.006 0.003 0.001



#



# 40



# 20



# 10



#4



3/8"



DA 3/4" 1"



2"



PERCENT BY PASSING



90 80



70 60 50



40 30 20 10



0 0.001



CLAY



0.01



0.1



S I L T



1



G R A D A T I O N (%) Gravel Sand Silt & Clay



(Retain # 10, Pass # 2) (Retain # 200, Pass # 10) (Pass # 200)



10



S A N D



100



G R A V E L



CLASSIFIED GRADING PASS (%) 0.00 80.32 19.68



Sieve # 10 Sieve # 40 Sieve # 200



(2.00 mm) (0.425 mm) (0.074 mm)



100.00 60.82 19.68



ATTERBERG LIMIT TEST ( ASTM D 423 & D 424 ) Soil Investigation - TBBM Pertamina Panjang LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 1 12.50 ~ 13.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



LIQUID LIMITS TEST No Number Of Blows Tare No Weight Of Wet Soil + Tare Weight Of Dry Soil + Tare Weight Of Tare Weight Of Water Weight Of Dry Soil Water Content



PLASTIC INDEX



gr gr gr gr gr %



22.66



PLASTIC LIMITS



1



2



3



4



1



2



13 13 43.74 33.64 13.96 10.10 19.68 51.32



25 17 42.82 32.94 12.42 9.88 20.52 48.15



33 22 44.87 35.28 14.38 9.59 20.90 45.89



49 9 45.80 36.22 14.10 9.58 22.12 43.31



F 25.00 22.76 14.10 2.24 8.66 25.87



G 24.26 22.32 14.27 1.94 8.05 24.10



47.64



PLASTIC LIMITS



24.98



LIQUID LIMITS



DATA G



70



WATER CONTENTS



60



50



DATA C



40



30



NUMBER OF BLOWS



10



100



USC SOIL CLASSIFICATIONS



SUB GROUP AASHTO



100



140 130



CH



90



CL



LIQUIT LIMITS



60



50 40



OH - MH



30



100 90



A-7-6



80 70



A-7



60 50 40



A-4



PLASTIC INDEX



110



70



A -7 - 5



A-5



120 80



30



20



OL - ML



20



10



A-6



10



0



0 0



20



40



60



80



LIQUIT LIMITS



100



120



140



0



20



40



60



PLASTIC INDEX



80



100



MOISTURE CONTENT SPECIFIC GRAVITY & UNIT WEIGHT Soil Investigation - TBBM Pertamina Panjang LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 1 12.50 ~ 13.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



MOISTURE CONTENT ( ASTM D 2216 ) TEST No Tare No Weight Of Wet Soil + Tare Weight Of Dry Soil + Tare Weight Of Tare Weight Of Water Weight Of Dry Soil Moisture Content Average Of Moisture Content



gr gr gr gr gr % %



1



2



10 122.72 102.36 22.25 20.36 80.11 25.42



37 126.59 106.27 21.92 20.32 84.35 24.09 24.75



SPECIFIC GRAVITY ( ASTM D 854 ) TEST No Bottle No Weight Of Bottle + Water + Soil Weight Of Bottle + Water at 25 oC Weight Of Dry Soil + Bottle Weight Of Bottle Temperature Of Test Temperature Correction Specific Gravity Of Soil Average Of Specific Gravity



gr gr gr gr o C Gs Gs



1



2



4 78.53 74.67 33.05 26.90 25.00 1.00 2.6856



7 82.28 76.98 40.35 31.84 25.00 1.00 2.6511 2.6683



UNIT WEIGHT (gm) TEST No Ring No Diameter Of Ring Height Of Ring Volume Of Ring Weight Of Ring Weight Of Wet Soil + Ring Unit Weight Average Of Unit Weight



cm cm cm3 gr gr gr/cm3 gr/cm3



1



2



2 6.50 1.90 63.07 48.86 158.24 1.734



4 6.50 1.90 63.07 49.70 158.68 1.728 1.731



PARTICLE SIZE ANALYSIS ( ASTM D 422 ) Soil Investigation - TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 1 12.50 ~ 13.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



SIEVE ANALYSIS Size Of Sieve 2" 1" 3/4 " 3/8 " # 4 # 10 # 20 # 40 # 100 # 200 PAN



No 1 2 3 4 5 6 7 8 9 10 11



Weight Of Sieve (gr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00



Weight Of Sieve + Soil (gr) 0.00 0.00 0.00 0.00 0.00 0.00 2.34 15.35 22.28 18.37 41.66



Weight Of Retained (gr) 0.00 0.00 0.00 0.00 0.00 0.00 2.34 15.35 22.28 18.37 41.66



Passing Comulative Percent Weight (gr) Finer 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 97.66 97.66 82.31 82.31 60.03 60.03 41.66 41.66



Diameter Of Particles (mm) 50.799 25.400 19.050 9.525 4.760 2.000 0.840 0.420 0.149 0.074



Weight of Samples (gr)



Sieve 100.00 Hydrometer Analysis 50.00



Specific Gravity (Gs) 2.6683



HYDROMETER ANALYSIS Elapse Times Temperatur Hydrometer (minutes) Reading ( oC) 0.50 25.00 38.00 1.00 25.00 34.00 2.00 25.00 31.00 5.00 25.00 28.00 15.00 25.00 25.00 30.00 25.00 23.00 60.00 26.00 21.00 240.00 27.00 19.00 1440.00 25.00 18.00



No 1 2 3 4 5 6 7 8 9



Composite Correct Hyd Correction Reading 1.30 39.30 1.30 35.30 1.30 32.30 1.30 29.30 1.30 26.30 1.30 24.30 1.65 22.65 2.00 21.00 1.30 19.30



HYDROMETER



Percent Finer 79.39 71.31 65.25 59.19 53.13 49.09 45.75 42.42 38.99



% Finer by Tot Weight 33.07 29.71 27.18 24.66 22.13 20.45 19.06 17.67 16.24



USA STANDARD SIEVE # 200 # 100



100



f Particles (mm) 0.057 0.041 0.030 0.019 0.011 0.008 0.006 0.003 0.001



# 40



# 20



# 10



#4



3/8"



DA 3/4" 1"



2"



PERCENT BY PASSING



90 80 70



60 50 40 30 20



10 0 0.001



CLAY



0.01



0.1



S I L T



1



G R A D A T I O N (%) Gravel Sand Silt & Clay



(Retain # 10, Pass # 2) (Retain # 200, Pass # 10) (Pass # 200)



10



S A N D



100



G R A V E L



CLASSIFIED GRADING PASS (%) 0.00 58.34 41.66



Sieve # 10 Sieve # 40 Sieve # 200



(2.00 mm) (0.425 mm) (0.074 mm)



100.00 82.31 41.66



ATTERBERG LIMIT TEST ( ASTM D 423 & D 424 ) Soil Investigation - TBBM Pertamina Panjang LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 3 16.50 ~ 17.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



LIQUID LIMITS TEST No Number Of Blows Tare No Weight Of Wet Soil + Tare Weight Of Dry Soil + Tare Weight Of Tare Weight Of Water Weight Of Dry Soil Water Content



PLASTIC INDEX



gr gr gr gr gr %



21.76



PLASTIC LIMITS



1



2



3



4



1



2



12 122 36.28 28.53 14.10 7.75 14.43 53.71



19 128 35.37 28.33 14.08 7.04 14.25 49.40



32 85 34.50 28.06 13.92 6.44 14.14 45.54



42 119 37.25 30.65 14.19 6.60 16.46 40.10



68 30.56 28.64 21.15 1.92 7.49 25.63



47 30.69 28.78 20.83 1.91 7.95 24.03



46.59



PLASTIC LIMITS



24.83



LIQUID LIMITS



DATA G



100



90



WATER CONTENTS



80



70



60



50



DATA CR



40



30



20



NUMBER OF BLOWS



10



100



USC SOIL CLASSIFICATIONS



SUB GROUP AASHTO



CH



70



CL



LIQUIT LIMITS



PLASTIC INDEX



80



60 50 40



OH - MH



30 20 10



OL - ML



0 0



20



40



60



80



LIQUIT LIMITS



100



120



140



A -7 - 5



A-5



90



140 130 120 110 100 90 80 70 60 50 40 30 20 10 0



A-7-6 A-7



A-4



100



0



A-6 20



40



60



PLASTIC INDEX



80



100



LIQUIT LIMITS



PLASTIC INDEX



MOISTURE CONTENT SPECIFIC GRAVITY & UNIT WEIGHT Soil Investigation - TBBM Pertamina Panjang LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 3 16.50 ~ 17.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



MOISTURE CONTENT ( ASTM D 2216 ) TEST No Tare No Weight Of Wet Soil + Tare Weight Of Dry Soil + Tare Weight Of Tare Weight Of Water Weight Of Dry Soil Moisture Content Average Of Moisture Content



gr gr gr gr gr % %



1



2



23 82.14 72.16 22.48 9.98 49.68 20.09



64 83.27 72.00 21.08 11.27 50.92 22.13 21.11



SPECIFIC GRAVITY ( ASTM D 854 ) TEST No Bottle No Weight Of Bottle + Water + Soil Weight Of Bottle + Water at 25 oC Weight Of Dry Soil + Bottle Weight Of Bottle Temperature Of Test Temperature Correction Specific Gravity Of Soil Average Of Specific Gravity



gr gr gr gr o C Gs Gs



1



2



33 81.25 77.52 32.96 27.00 25.00 1.00 2.6726



34 77.20 74.04 29.83 24.80 25.00 1.00 2.6898 2.6812



UNIT WEIGHT (gm) TEST No Ring No Diameter Of Ring Height Of Ring Volume Of Ring Weight Of Ring Weight Of Wet Soil + Ring Unit Weight Average Of Unit Weight



cm cm cm3 gr gr gr/cm3 gr/cm3



1



2



A 6.50 1.90 63.07 48.86 158.80 1.743



B 6.50 1.90 63.07 49.70 158.60 1.727 1.735



PARTICLE SIZE ANALYSIS ( ASTM D 422 ) Soil Investigation - TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 3 16.50 ~ 17.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



SIEVE ANALYSIS Size Of Sieve 2" 1" 3/4 " 3/8 " # 4 # 10 # 20 # 40 # 100 # 200 PAN



No 1 2 3 4 5 6 7 8 9 10 11



Weight Of Sieve (gr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00



Weight Of Sieve + Soil (gr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.27 11.69 24.52 61.52



Weight Of Retained (gr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.27 11.69 24.52 61.52



Passing Comulative Percent Weight (gr) Finer 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 97.73 97.73 86.04 86.04 61.52 61.52



Diameter Of Particles (mm) 50.799 25.400 19.050 9.525 4.760 2.000 0.840 0.420 0.149 0.074



Weight of Samples (gr)



Sieve 100.00 Hydrometer Analysis 50.00



Specific Gravity (Gs) 2.6812



HYDROMETER ANALYSIS Elapse Times Temperatur Hydrometer (minutes) Reading ( oC) 0.50 25.00 44.00 1.00 25.00 42.00 2.00 25.00 39.00 5.00 25.00 35.00 15.00 25.00 31.00 30.00 25.00 27.00 60.00 26.00 23.00 240.00 27.00 20.00 1440.00 25.00 17.00



No 1 2 3 4 5 6 7 8 9



Composite Correct Hyd Correction Reading 1.30 45.30 1.30 43.30 1.30 40.30 1.30 36.30 1.30 32.30 1.30 28.30 1.65 24.65 2.00 22.00 1.30 18.30



HYDROMETER



Percent Finer 91.51 87.47 81.41 73.33 65.25 57.17 49.79 44.44 36.97



% Finer by Tot Weight 56.29 53.81 50.08 45.11 40.14 35.17 30.63 27.34 22.74



USA STANDARD SIEVE # 200



100



f Particles (mm) 0.054 0.039 0.028 0.018 0.011 0.008 0.006 0.003 0.001



# 100



# 40



# 20



# 10



#4



3/8"



DA 3/4" 1"



2"



PERCENT BY PASSING



90 80 70



60 50 40 30 20



10 0 0.001



CLAY



0.01



0.1



S I L T



1



G R A D A T I O N (%) Gravel Sand Silt & Clay



(Retain # 10, Pass # 2) (Retain # 200, Pass # 10) (Pass # 200)



10



S A N D



100



G R A V E L



CLASSIFIED GRADING PASS (%) 0.00 38.48 61.52



Sieve # 10 Sieve # 40 Sieve # 200



(2.00 mm) (0.425 mm) (0.074 mm)



100.00 97.73 61.52



ATTERBERG LIMIT TEST ( ASTM D 423 & D 424 ) Soil Investigation - TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 4 22.50 ~ 23.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



LIQUID LIMITS TEST No Number Of Blows Tare No Weight Of Wet Soil + Tare Weight Of Dry Soil + Tare Weight Of Tare Weight Of Water Weight Of Dry Soil Water Content



PLASTIC INDEX



gr gr gr gr gr %



21.09



PLASTIC LIMITS



1



2



3



4



1



2



12 C 40.41 31.02 13.44 9.39 17.58 53.41



24 92 40.12 32.00 14.97 8.12 17.03 47.68



32 107 37.41 30.35 14.18 7.06 16.17 43.66



48 110 37.99 31.35 14.30 6.64 17.05 38.94



D 19.38 17.99 12.60 1.39 5.39 25.79



114 19.35 17.94 12.20 1.41 5.74 24.56



46.27



PLASTIC LIMITS



25.18



LIQUID LIMITS



DATA 85



WATER CONTENTS



75



65



55



45



DATA 35



25



NUMBER OF BLOWS



10



100



SUB GROUP AASHTO



CH



70



CL



LIQUIT LIMITS



PLASTIC INDEX



80



60



50 40 30



OH - MH



20 10



OL - ML



0 0



20



40



60



80



LIQUIT LIMITS



100



120



140



A -7 - 5



A-7-6 A-7



A-4



90



140 130 120 110 100 90 80 70 60 50 40 30 20 10 0



A-5



USC SOIL CLASSIFICATIONS 100



0



A-6 20



40



60



PLASTIC INDEX



80



100



LIQUIT LIMITS



PLASTIC INDEX



MOISTURE CONTENT SPECIFIC GRAVITY & UNIT WEIGHT Soil Investigation - TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 4 22.50 ~ 23.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



MOISTURE CONTENT ( ASTM D 2216 ) TEST No Tare No Weight Of Wet Soil + Tare Weight Of Dry Soil + Tare Weight Of Tare Weight Of Water Weight Of Dry Soil Moisture Content Average Of Moisture Content



gr gr gr gr gr % %



1



2



32 95.22 83.10 22.92 12.12 60.18 20.14



60 84.18 73.80 23.33 10.38 50.47 20.57 20.35



SPECIFIC GRAVITY ( ASTM D 854 ) TEST No Bottle No Weight Of Bottle + Water + Soil Weight Of Bottle + Water at 25 oC Weight Of Dry Soil + Bottle Weight Of Bottle Temperature Of Test Temperature Correction Specific Gravity Of Soil Average Of Specific Gravity



gr gr gr gr o C Gs Gs



1



2



41 80.67 76.22 34.65 27.55 25.00 1.00 2.6742



42 79.37 75.04 34.07 27.14 25.00 1.00 2.6654 2.6698



UNIT WEIGHT (gm) TEST No Ring No Diameter Of Ring Height Of Ring Volume Of Ring Weight Of Ring Weight Of Wet Soil + Ring Unit Weight Average Of Unit Weight



cm cm cm3 gr gr gr/cm3 gr/cm3



1



2



A 6.50 1.90 63.07 48.86 162.27 1.798



B 6.50 1.90 63.07 49.70 160.49 1.757 1.777



PARTICLE SIZE ANALYSIS ( ASTM D 422 ) Soil Investigation - TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 UDS. 4 22.50 ~ 23.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



SIEVE ANALYSIS Size Of Sieve 2" 1" 3/4 " 3/8 " # 4 # 10 # 20 # 40 # 100 # 200 PAN



No 1 2 3 4 5 6 7 8 9 10 11



Weight Of Sieve (gr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00



Weight Of Sieve + Soil (gr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.76 11.28 17.91 68.05



Weight Of Retained (gr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.76 11.28 17.91 68.05



Passing Comulative Percent Weight (gr) Finer 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 97.24 97.24 85.96 85.96 68.05 68.05



Diameter Of Particles (mm) 50.799 25.400 19.050 9.525 4.760 2.000 0.840 0.420 0.149 0.074



Weight of Samples (gr)



Sieve 100.00 Hydrometer Analysis 50.00



Specific Gravity (Gs) 2.6698



HYDROMETER ANALYSIS Elapse Times Temperatur Hydrometer (minutes) Reading ( oC) 0.50 25.00 43.00 1.00 25.00 41.00 2.00 25.00 38.00 5.00 25.00 34.00 15.00 25.00 30.00 30.00 25.00 25.00 60.00 26.00 21.00 240.00 27.00 18.00 1440.00 25.00 15.00



No 1 2 3 4 5 6 7 8 9



Composite Correct Hyd Correction Reading 1.30 44.30 1.30 42.30 1.30 39.30 1.30 35.30 1.30 31.30 1.30 26.30 1.65 22.65 2.00 20.00 1.30 16.30



HYDROMETER



Percent Finer 89.49 85.45 79.39 71.31 63.23 53.13 45.75 40.40 32.93



% Finer by Tot Weight 60.90 58.15 54.02 48.52 43.03 36.15 31.13 27.49 22.41



USA STANDARD SIEVE # 200



100



f Particles (mm) 0.055 0.039 0.028 0.019 0.011 0.008 0.006 0.003 0.001



# 100



# 40



# 20



# 10



#4



3/8"



DA 3/4"



1"



2"



PERCENT BY PASSING



90 80



70 60 50



40 30 20 10



0 0.001



CLAY



0.01



0.1



S I L T



1



G R A D A T I O N (%) Gravel Sand Silt & Clay



(Retain # 10, Pass # 2) (Retain # 200, Pass # 10) (Pass # 200)



10



S A N D



100



G R A V E L



CLASSIFIED GRADING PASS (%) 0.00 31.95 68.05



Sieve # 10 Sieve # 40 Sieve # 200



(2.00 mm) (0.425 mm) (0.074 mm)



100.00 97.24 68.05



UNCONFINED COMPRESSION TEST ( ASTM D 2166 ) Soil Investigation – TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung



BH. 01 UDS. 1 12.50 ~ 13.00



25/01/2021 Al Ary Eka Mahendra, ST



DATE OF TEST TESTED BY CHECKED BY SPECIMEN DATA



Specimen Diameter Specimen Height Specimen Area Specimen Volume



= = = =



3.800 7.600 11.346 86.227



cm cm cm2 cm3



Specimen + Container Weight Weight Of Container Unit Weight Load Ring Const



= = = =



170.23 20.96 1.731 0.2137



gr gr gr/cm3 kg/cm2



DIAL READING UNDISTURBED Elapse Time



Deformation



(minutes) 0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00



(0.01mm) 0 38 76 152 228 304 380 456 532 608 684 760 836 912 988 1064 1140



REMOLDED



Strain (%)



Load Dial Reading



Load (Kg)



Corr Area (cm2)



Comp Stress kg/cm2



0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00



0.00 1.40 1.90 2.40 2.90 3.40 3.90 4.40 4.90 5.40 5.90 6.40 6.90 7.40 7.90 8.40 8.90



0.000 0.299 0.406 0.513 0.620 0.727 0.833 0.940 1.047 1.154 1.261 1.368 1.475 1.581 1.688 1.795 1.902



11.346 11.403 11.460 11.577 11.697 11.818 11.943 12.070 12.200 12.332 12.468 12.606 12.748 12.893 13.041 13.193 13.348



0.000 0.026 0.035 0.044 0.053 0.061 0.070 0.078 0.086 0.094 0.101 0.108 0.116 0.123 0.129 0.136 0.142



Elapse Time



Deformation



(minutes) 0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00



(0.01mm) 0 38 76 152 228 304 380 456 532 608 684 760 836 912 988 1064



Strain (%)



Load Dial Reading



Load (Kg)



Corr Area (cm2)



Comp Stress kg/cm2



0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00



0.00 1.20 1.60 2.00 2.40 2.80 3.20 3.60 4.00 4.40 4.80 5.20 5.60 6.00 6.40 6.80



0.000 0.256 0.342 0.427 0.513 0.598 0.684 0.769 0.855 0.940 1.026 1.111 1.197 1.282 1.368 1.453



11.346 11.403 11.460 11.577 11.697 11.818 11.943 12.070 12.200 12.332 12.468 12.606 12.748 12.893 13.041 13.193



0.000 0.022 0.030 0.037 0.044 0.051 0.057 0.064 0.070 0.076 0.082 0.088 0.094 0.099 0.105 0.110



.180



FAILURE SKETCH



.170 .160



DISTURBED



.150



COMPRESSIVE STRESS (kg/cm2)



.140 .130 .120 .110 .100 .090 .080 .070 .060 .050 .040 .030



UNDISTURBED



.020 .010 .000 0



1



2



3



4



5



6



7



8



9



10



11



12



13



14



15



16



17



18



AXIAL STRAIN (%)



REMARKS Unconfined Compressive Strength Cohesion Axial Strain Wet Density Sensitivity Ratio



Qu C ym St



(kg/cm2) (kg/cm2) (%) (gr/cm3)



UNDISTURBED



REMOLDED



0.142 0.07 15.00



0.110 0.06 14.00 1.731 1.294



TRIAXIAL COMPRESSION TEST Soil Investigation – TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 DATE OF TEST UDS. 1 TESTED BY 12.50 ~ 13.00 CHECKED BY



S P E C I M E N Number Of Specimen Specimen Diameter Specimen Height Specimen Area Dial Gauge Subdevision Load Rate Load Ring Constant Lateral Pressure Maximum Deviator Stress Maximum Vertical Stress Load Dial Reading 0.00 4.00 6.50 9.00 11.50 14.00 16.50 19.00 21.50 24.00 26.50 29.00 31.50 34.00 36.50 39.00 41.50 44.00 46.50 49.00 51.50 54.00 56.50 59.00 61.50 64.00 66.50 69.00 71.50



Unit Starin (%) 0.000 0.526 1.053 1.579 2.105 2.632 3.158 3.684 4.211 4.737 5.263 5.789 6.316 6.842 7.368 7.895 8.421 8.947 9.474 10.000 11.053 12.105 13.158 14.211 15.263 16.316 17.368 18.421 19.474



D A T A



1 2 3 cm 3.800 3.800 3.800 cm 7.600 7.600 7.600 11.346 11.346 11.346 cm 2 mm/div 0.002 0.002 0.002 kg/min 0.760 0.760 0.760 kg/div 0.090 0.090 0.090 0.500 1.000 1.500 kg/cm 2 0.457 0.581 0.636 kg/cm 2 2 0.957 1.581 2.136 kg/cm TRIAXIAL COMPRESSION TEST (UU)



SPECIMEN No. 1 Deformation (div) 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 420 460 500 540 580 620 660 700 740



25/01/2021 HERI. G Eka Mahendra, ST



ANGEL OF INTERNAL FRICTION



Dev Stress (kg/cm2) 0.000 0.032 0.051 0.070 0.089 0.108 0.127 0.145 0.164 0.182 0.199 0.217 0.234 0.252 0.269 0.285 0.302 0.318 0.334 0.350 0.364 0.377 0.390 0.402 0.414 0.425 0.436 0.447 0.457



Deformation (div) 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 420 460 500 540 580 620 660 700 740 780



Load Dial Reading 0.00 8.00 11.00 14.00 17.00 20.00 23.00 26.00 29.00 32.00 35.00 38.00 41.00 44.00 47.00 50.00 53.00 56.00 59.00 62.00 65.00 68.00 71.00 74.00 77.00 80.00 83.00 86.00 89.00 92.00



Unit Starin (%) 0.000 0.526 1.053 1.579 2.105 2.632 3.158 3.684 4.211 4.737 5.263 5.789 6.316 6.842 7.368 7.895 8.421 8.947 9.474 10.000 11.053 12.105 13.158 14.211 15.263 16.316 17.368 18.421 19.474 20.526



Correc Area (cm2) 11.346 11.406 11.466 11.528 11.590 11.652 11.716 11.780 11.844 11.910 11.976 12.043 12.111 12.179 12.248 12.318 12.389 12.461 12.533 12.606 12.756 12.908 13.065 13.225 13.389 13.558 13.730 13.908 14.089 14.276



=



Ø '



=



C



C O H E S I O N = 0.180



kg/cm 2



C '



=



kg/cm 2



o



SPECIMEN No. 3



Dev Stress (kg/cm2) 0.000 0.063 0.086 0.109 0.132 0.155 0.177 0.199 0.221 0.242 0.263 0.284 0.305 0.326 0.346 0.366 0.385 0.405 0.424 0.443 0.459 0.475 0.490 0.504 0.518 0.532 0.545 0.557 0.569 0.581



Deformation (div) 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 420 460 500 540 580 620 660 700 740 780 820 860 900



Load Dial Reading 0.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 36.00 39.00 42.00 45.00 48.00 51.00 54.00 57.00 60.00 63.00 66.00 69.00 72.00 75.00 78.00 81.00 84.00 87.00 90.00 93.00 96.00 99.00 102.00 105.00



Unit Starin (%) 0.000 0.526 1.053 1.579 2.105 2.632 3.158 3.684 4.211 4.737 5.263 5.789 6.316 6.842 7.368 7.895 8.421 8.947 9.474 10.000 11.053 12.105 13.158 14.211 15.263 16.316 17.368 18.421 19.474 20.526 21.579 22.632 23.684



MOHR CIRCLE 1.100



MODE OF FAILURE SPECIMEN No. 1



1.000



SHEAR STRESS (kg/cm2)



.900 .800 .700 .600 .500



.400 .300 .200



MODE OF FAILURE SPECIMEN No. 2



.100 .000 .000



.250



.500



.750



1.000



1.250



1.500



NORMAL STRESS (kg/cm2)



1.750



2.000



o



4.796



Ø



SPECIMEN No. 2



Correc Area (cm2) 11.346 11.406 11.466 11.528 11.590 11.652 11.716 11.780 11.844 11.910 11.976 12.043 12.111 12.179 12.248 12.318 12.389 12.461 12.533 12.606 12.756 12.908 13.065 13.225 13.389 13.558 13.730 13.908 14.089



DATA



2.250



MODE OF FAILURE SPECIMEN No. 3



Correc Area (cm2) 11.346 11.406 11.466 11.528 11.590 11.652 11.716 11.780 11.844 11.910 11.976 12.043 12.111 12.179 12.248 12.318 12.389 12.461 12.533 12.606 12.756 12.908 13.065 13.225 13.389 13.558 13.730 13.908 14.089 14.276 14.468 14.665 14.867



DATA Dev Stress (kg/cm2) 0.000 0.095 0.118 0.141 0.163 0.186 0.208 0.229 0.251 0.272 0.293 0.314 0.335 0.355 0.375 0.395 0.415 0.434 0.453 0.472 0.487 0.503 0.517 0.531 0.545 0.558 0.571 0.583 0.595 0.606 0.617 0.627 0.636



UNCONFINED COMPRESSION TEST ( ASTM D 2166 ) Soil Investigation – TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung



BH. 01 UDS. 3 16.50 ~ 17.00



25/01/2021 Al Ary Eka Mahendra, ST



DATE OF TEST TESTED BY CHECKED BY SPECIMEN DATA



Specimen Diameter Specimen Height Specimen Area Specimen Volume



= = = =



3.800 7.600 11.346 86.227



cm cm cm2 cm3



Specimen + Container Weight Weight Of Container Unit Weight Load Ring Const



= = = =



172.42 23.17 1.731 0.2137



gr gr gr/cm3 kg/cm2



DIAL READING UNDISTURBED Elapse Time



Deformation



(minutes) 0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00



(0.01mm) 0 38 76 152 228 304 380 456 532 608 684 760 836 912 988 1064 1140 1216 1292 1368



REMOLDED



Strain (%)



Load Dial Reading



Load (Kg)



Corr Area (cm2)



Comp Stress kg/cm2



0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00



0.00 6.00 6.80 7.60 8.40 9.20 10.00 10.80 11.60 12.40 13.20 14.00 14.80 15.60 16.40 17.20 18.00 18.80 19.60 20.40



0.000 1.282 1.453 1.624 1.795 1.966 2.137 2.308 2.479 2.650 2.821 2.992 3.163 3.334 3.505 3.676 3.847 4.018 4.189 4.359



11.346 11.403 11.460 11.577 11.697 11.818 11.943 12.070 12.200 12.332 12.468 12.606 12.748 12.893 13.041 13.193 13.348 13.507 13.670 13.836



0.000 0.112 0.127 0.140 0.153 0.166 0.179 0.191 0.203 0.215 0.226 0.237 0.248 0.259 0.269 0.279 0.288 0.297 0.306 0.315



Elapse Time



Deformation



(minutes) 0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00



(0.01mm) 0 38 76 152 228 304 380 456 532 608 684 760 836 912 988 1064 1140 1216 1292 1368



Strain (%)



Load Dial Reading



Load (Kg)



Corr Area (cm2)



Comp Stress kg/cm2



0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00



0.00 4.00 4.60 5.20 5.80 6.40 7.00 7.60 8.20 8.80 9.40 10.00 10.60 11.20 11.80 12.40 13.00 13.60 14.20 14.80



0.000 0.855 0.983 1.111 1.239 1.368 1.496 1.624 1.752 1.881 2.009 2.137 2.265 2.393 2.522 2.650 2.778 2.906 3.035 3.163



11.346 11.403 11.460 11.577 11.697 11.818 11.943 12.070 12.200 12.332 12.468 12.606 12.748 12.893 13.041 13.193 13.348 13.507 13.670 13.836



0.000 0.075 0.086 0.096 0.106 0.116 0.125 0.135 0.144 0.152 0.161 0.170 0.178 0.186 0.193 0.201 0.208 0.215 0.222 0.229



0.40



FAILURE SKETCH



0.35



DISTURBED



COMPRESSIVE STRESS (kg/cm2)



0.30



0.25



0.20



0.15



0.10



UNDISTURBED



0.05



0.00 0



1



2



3



4



5



6



7



8



9



10



11



12



13



14



15



16



17



18



19



20



AXIAL STRAIN (%)



REMARKS Unconfined Compressive Strength Cohesion Axial Strain Wet Density Sensitivity Ratio



Qu C ym St



(kg/cm2) (kg/cm2) (%) (gr/cm3)



UNDISTURBED



REMOLDED



0.315 0.16 18.00



0.229 0.11 18.00 1.731 1.378



TRIAXIAL COMPRESSION TEST Soil Investigation – TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 DATE OF TEST UDS. 3 TESTED BY 16.50 ~ 17.00 CHECKED BY



S P E C I M E N Number Of Specimen Specimen Diameter Specimen Height Specimen Area Dial Gauge Subdevision Load Rate Load Ring Constant Lateral Pressure Maximum Deviator Stress Maximum Vertical Stress Deformation (div) 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 420 460 500 540 580 620 660 700 740



Load Dial Reading 0.00 14.00 18.50 23.00 27.50 32.00 36.50 41.00 45.50 50.00 54.50 59.00 63.50 68.00 72.50 77.00 81.50 86.00 90.50 95.00 99.50 104.00 108.50 113.00 117.50 122.00 126.50 131.00 135.50



D A T A 1



Unit Starin (%) 0.000 0.526 1.053 1.579 2.105 2.632 3.158 3.684 4.211 4.737 5.263 5.789 6.316 6.842 7.368 7.895 8.421 8.947 9.474 10.000 11.053 12.105 13.158 14.211 15.263 16.316 17.368 18.421 19.474



2



3.800 7.600 11.346 0.002 0.760 0.090 1.500 1.348 2.848



Ø



=



Ø '



=



C



=



C '



=



Dev Stress (kg/cm2) 0.000 0.111 0.145 0.180 0.214 0.247 0.281 0.314 0.346 0.378 0.410 0.441 0.472 0.503 0.533 0.563 0.593 0.622 0.651 0.679 0.703 0.726 0.748 0.770 0.791 0.811 0.830 0.849 0.867



Deformation (div) 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 420 460 500 540 580 620 660 700 740 780 820



Load Dial Reading 0.00 18.00 23.50 29.00 34.50 40.00 45.50 51.00 56.50 62.00 67.50 73.00 78.50 84.00 89.50 95.00 100.50 106.00 111.50 117.00 122.50 128.00 133.50 139.00 144.50 150.00 155.50 161.00 166.50 172.00 177.50



Unit Starin (%) 0.000 0.526 1.053 1.579 2.105 2.632 3.158 3.684 4.211 4.737 5.263 5.789 6.316 6.842 7.368 7.895 8.421 8.947 9.474 10.000 11.053 12.105 13.158 14.211 15.263 16.316 17.368 18.421 19.474 20.526 21.579



o



C O H E S I O N



TEST (UU) Correc Area (cm2) 11.346 11.406 11.466 11.528 11.590 11.652 11.716 11.780 11.844 11.910 11.976 12.043 12.111 12.179 12.248 12.318 12.389 12.461 12.533 12.606 12.756 12.908 13.065 13.225 13.389 13.558 13.730 13.908 14.089 14.276 14.468



0.256



kg/cm2



Dev Stress (kg/cm2) 0.000 0.142 0.185 0.227 0.268 0.309 0.350 0.390 0.430 0.469 0.508 0.546 0.584 0.621 0.658 0.695 0.731 0.766 0.802 0.836 0.865 0.893 0.921 0.947 0.972 0.997 1.020 1.043 1.065 1.086 1.105



Deformation (div) 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 420 460 500 540 580 620 660 700 740 780 820 860 900



Load Dial Reading 0.00 21.00 27.50 34.00 40.50 47.00 53.50 60.00 66.50 73.00 79.50 86.00 92.50 99.00 105.50 112.00 118.50 125.00 131.50 138.00 144.50 151.00 157.50 164.00 170.50 177.00 183.50 190.00 196.50 203.00 209.50 216.00 222.50



Unit Starin (%) 0.000 0.526 1.053 1.579 2.105 2.632 3.158 3.684 4.211 4.737 5.263 5.789 6.316 6.842 7.368 7.895 8.421 8.947 9.474 10.000 11.053 12.105 13.158 14.211 15.263 16.316 17.368 18.421 19.474 20.526 21.579 22.632 23.684



MOHR CIRCLE MODE OF FAILURE SPECIMEN No. 1



1.20



SHEAR STRESS (kg/cm2)



0.80 0.60 0.40 0.20 0.00 0.00



0.25



0.50



0.75



1.00



1.25



1.50



1.75



NORMAL STRESS (kg/cm2)



2.00



2.25



2.50



2.75



kg/cm2



SPECIMEN No. 3



1.40



1.00



o



11.744



SPECIMEN No. 2



Correc Area (cm2) 11.346 11.406 11.466 11.528 11.590 11.652 11.716 11.780 11.844 11.910 11.976 12.043 12.111 12.179 12.248 12.318 12.389 12.461 12.533 12.606 12.756 12.908 13.065 13.225 13.389 13.558 13.730 13.908 14.089



DATA



ANGEL OF INTERNAL FRICTION



3



3.800 3.800 cm 7.600 7.600 cm 11.346 11.346 cm2 0.002 0.002 mm/div 0.760 0.760 kg/min 0.090 0.090 kg/div 0.500 1.000 kg/cm2 0.867 1.105 kg/cm2 2 1.367 2.105 kg/cm TRIAXIAL COMPRESSION



SPECIMEN No. 1



25/01/2021 HERI. G Eka Mahendra, ST



3.00



MODE OF FAILURE SPECIMEN No. 2



MODE OF FAILURE SPECIMEN No. 3



Correc Area (cm2) 11.346 11.406 11.466 11.528 11.590 11.652 11.716 11.780 11.844 11.910 11.976 12.043 12.111 12.179 12.248 12.318 12.389 12.461 12.533 12.606 12.756 12.908 13.065 13.225 13.389 13.558 13.730 13.908 14.089 14.276 14.468 14.665 14.867



DATA Dev Stress (kg/cm2) 0.000 0.166 0.216 0.266 0.315 0.363 0.411 0.459 0.506 0.552 0.598 0.643 0.688 0.732 0.776 0.819 0.862 0.904 0.945 0.986 1.021 1.054 1.086 1.117 1.147 1.176 1.204 1.231 1.257 1.281 1.305 1.327 1.348



UNCONFINED COMPRESSION TEST ( ASTM D 2166 ) Soil Investigation – TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung



BH. 01 UDS. 4 22.50 ~ 23.00



25/01/2021 Al Ary Eka Mahendra, ST



DATE OF TEST TESTED BY CHECKED BY SPECIMEN DATA



Specimen Diameter Specimen Height Specimen Area Specimen Volume



= = = =



3.800 7.600 11.346 86.227



cm cm cm2 cm3



Specimen + Container Weight Weight Of Container Unit Weight Load Ring Const



= = = =



168.10 20.74 1.709 0.2137



gr gr gr/cm3 kg/cm2



DIAL READING UNDISTURBED Elapse Time



Deformation



(minutes) 0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00



(0.01mm) 0 38 76 152 228 304 380 456 532 608 684 760 836 912 988 1064 1140 1216 1292 1368



REMOLDED



Strain (%)



Load Dial Reading



Load (Kg)



Corr Area (cm2)



Comp Stress kg/cm2



0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00



0.00 5.00 5.70 6.40 7.10 7.80 8.50 9.20 9.90 10.60 11.30 12.00 12.70 13.40 14.10 14.80 15.50 16.20 16.90 14.00



0.000 1.069 1.218 1.368 1.517 1.667 1.816 1.966 2.116 2.265 2.415 2.564 2.714 2.864 3.013 3.163 3.312 3.462 3.612 2.992



11.346 11.403 11.460 11.577 11.697 11.818 11.943 12.070 12.200 12.332 12.468 12.606 12.748 12.893 13.041 13.193 13.348 13.507 13.670 13.836



0.000 0.094 0.106 0.118 0.130 0.141 0.152 0.163 0.173 0.184 0.194 0.203 0.213 0.222 0.231 0.240 0.248 0.256 0.264 0.216



Elapse Time



Deformation



(minutes) 0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00



(0.01mm) 0 38 76 152 228 304 380 456 532 608 684 760 836 912 988 1064 1140 1216 1292 1368



Strain (%)



Load Dial Reading



Load (Kg)



Corr Area (cm2)



Comp Stress kg/cm2



0.00 0.50 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00



0.00 3.00 3.55 4.10 4.65 5.20 5.75 6.30 6.85 7.40 7.95 8.50 9.05 9.60 10.15 10.70 11.25 11.80 12.35 9.00



0.000 0.641 0.759 0.876 0.994 1.111 1.229 1.346 1.464 1.581 1.699 1.816 1.934 2.052 2.169 2.287 2.404 2.522 2.639 1.923



11.346 11.403 11.460 11.577 11.697 11.818 11.943 12.070 12.200 12.332 12.468 12.606 12.748 12.893 13.041 13.193 13.348 13.507 13.670 13.836



0.000 0.056 0.066 0.076 0.085 0.094 0.103 0.112 0.120 0.128 0.136 0.144 0.152 0.159 0.166 0.173 0.180 0.187 0.193 0.139



.350



FAILURE SKETCH



.300



DISTURBED



COMPRESSIVE STRESS (kg/cm2)



.250



.200



.150



.100



.050



UNDISTURBED



.000 0



1



2



3



4



5



6



7



8



9



10



11



12



13



14



15



16



17



18



19



20



21



AXIAL STRAIN (%)



REMARKS Unconfined Compressive Strength Cohesion Axial Strain Wet Density Sensitivity Ratio



Qu C ym St



(kg/cm2) (kg/cm2) (%) (gr/cm3)



UNDISTURBED



REMOLDED



0.264 0.13 17.00



0.193 0.10 17.00 1.709 1.368



TRIAXIAL COMPRESSION TEST Soil Investigation – TBBM Pertamina Panjang



LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (M)



Pantai Panjang - Provinsi Lampung BH. 01 DATE OF TEST UDS. 4 TESTED BY 22.50 ~ 23.00 CHECKED BY



S P E C I M E N Number Of Specimen Specimen Diameter Specimen Height Specimen Area Dial Gauge Subdevision Load Rate Load Ring Constant Lateral Pressure Maximum Deviator Stress Maximum Vertical Stress Deformation (div) 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 420 460 500 540 580 620 660



Load Dial Reading 0.00 9.00 13.00 17.00 21.00 25.00 29.00 33.00 37.00 41.00 45.00 49.00 53.00 57.00 61.00 65.00 69.00 73.00 77.00 81.00 85.00 89.00 93.00 97.00 101.00 105.00 109.00



Unit Starin (%) 0.000 0.526 1.053 1.579 2.105 2.632 3.158 3.684 4.211 4.737 5.263 5.789 6.316 6.842 7.368 7.895 8.421 8.947 9.474 10.000 11.053 12.105 13.158 14.211 15.263 16.316 17.368



D A T A 1



Correc Area (cm2) 11.346 11.406 11.466 11.528 11.590 11.652 11.716 11.780 11.844 11.910 11.976 12.043 12.111 12.179 12.248 12.318 12.389 12.461 12.533 12.606 12.756 12.908 13.065 13.225 13.389 13.558 13.730



2



3.800 7.600 11.346 0.002 0.760 0.090 1.500 1.087 2.587



Ø



=



Ø '



=



C



=



C '



=



Deformation (div) 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 420 460 500 540 580 620 660 700 740



Load Dial Reading 0.00 12.00 17.00 22.00 27.00 32.00 37.00 42.00 47.00 52.00 57.00 62.00 67.00 72.00 77.00 82.00 87.00 92.00 97.00 102.00 107.00 112.00 117.00 122.00 127.00 132.00 137.00 142.00 147.00



Unit Starin (%) 0.000 0.526 1.053 1.579 2.105 2.632 3.158 3.684 4.211 4.737 5.263 5.789 6.316 6.842 7.368 7.895 8.421 8.947 9.474 10.000 11.053 12.105 13.158 14.211 15.263 16.316 17.368 18.421 19.474



o



C O H E S I O N



TEST (UU) Correc Area (cm2) 11.346 11.406 11.466 11.528 11.590 11.652 11.716 11.780 11.844 11.910 11.976 12.043 12.111 12.179 12.248 12.318 12.389 12.461 12.533 12.606 12.756 12.908 13.065 13.225 13.389 13.558 13.730 13.908 14.089



0.244



Dev Stress (kg/cm2) 0.000 0.095 0.134 0.172 0.210 0.247 0.285 0.321 0.358 0.393 0.429 0.464 0.498 0.533 0.566 0.600 0.633 0.665 0.697 0.729 0.756 0.782 0.807 0.831 0.855 0.877 0.899 0.920 0.940



1.200



kg/cm2



Deformation (div) 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 420 460 500 540 580 620 660 700 740 780 820



Load Dial Reading 0.00 15.00 20.50 26.00 31.50 37.00 42.50 48.00 53.50 59.00 64.50 70.00 75.50 81.00 86.50 92.00 97.50 103.00 108.50 114.00 119.50 125.00 130.50 136.00 141.50 147.00 152.50 158.00 163.50 169.00 174.50



Unit Starin (%) 0.000 0.526 1.053 1.579 2.105 2.632 3.158 3.684 4.211 4.737 5.263 5.789 6.316 6.842 7.368 7.895 8.421 8.947 9.474 10.000 11.053 12.105 13.158 14.211 15.263 16.316 17.368 18.421 19.474 20.526 21.579



MODE OF FAILURE SPECIMEN No. 1



1.100



SHEAR STRESS (kg/cm2)



.900



.800 .700 .600 .500 .400 .300 .200 .100 .000 .000



.250



.500



.750



1.000



1.250



1.500



NORMAL STRESS (kg/cm2)



1.750



2.000



2.250



kg/cm2



SPECIMEN No. 3



MOHR CIRCLE 1.000



o



9.048



SPECIMEN No. 2



Dev Stress (kg/cm2) 0.000 0.071 0.102 0.133 0.163 0.193 0.223 0.252 0.281 0.310 0.339 0.367 0.394 0.422 0.449 0.475 0.502 0.528 0.554 0.579 0.600 0.621 0.641 0.661 0.680 0.698 0.715



DATA



ANGEL OF INTERNAL FRICTION



3



3.800 3.800 cm 7.600 7.600 cm 11.346 11.346 cm2 0.002 0.002 mm/div 0.760 0.760 kg/min 0.090 0.090 kg/div 0.500 1.000 kg/cm2 0.715 0.940 kg/cm2 2 1.215 1.940 kg/cm TRIAXIAL COMPRESSION



SPECIMEN No. 1



25/01/2021 HERI. G Eka Mahendra, ST



2.500



MODE OF FAILURE SPECIMEN No. 2



MODE OF FAILURE SPECIMEN No. 3



Correc Area (cm2) 11.346 11.406 11.466 11.528 11.590 11.652 11.716 11.780 11.844 11.910 11.976 12.043 12.111 12.179 12.248 12.318 12.389 12.461 12.533 12.606 12.756 12.908 13.065 13.225 13.389 13.558 13.730 13.908 14.089 14.276 14.468



DATA Dev Stress (kg/cm2) 0.000 0.118 0.161 0.203 0.245 0.286 0.327 0.367 0.407 0.446 0.485 0.524 0.562 0.599 0.636 0.673 0.709 0.745 0.780 0.815 0.844 0.873 0.900 0.927 0.952 0.977 1.001 1.024 1.046 1.067 1.087



Direct Shear Test ASTM D 3080 - 98 Project Location Depth Code



: Soil Investigation – TBBM Pertamina Panjang : Pantai Panjang - Provinsi Lampung : 6.50 m - 7.00 m : BH.01



cm cm^2 cm



Sample Volume Calibration Load



Tested by : Al Ary Checked by : Eka Mahendra,ST Date of Tested : 25/01/2021



Sample Diameter Sample Width Sample Height



6.23 30.47 1.86



56.67 Cm^3 0.408 Kg/Cm^2 3.2 Kg



Horizontal



Horizontal



Axial



Corected



Load



Load



Shear



Dial Reading



Displace



Stress



Area



Dial Reading



on Sample



Stress



(Second)



(dh)



(E)



(A')



(Unit)



(Kg)



(kg/cm²)



25



0.025



0.0040



30.591



1.00



0.4080



0.013



50



0.050



0.0080



30.715



3.00



1.2240



0.040



75



0.075



0.0120



30.839



5.00



2.0400



0.066



100



0.100



0.0161



30.965



6.00



2.4480



0.079



125



0.125



0.0201



31.092



7.00



2.8560



0.092



150



0.150



0.0241



31.220



5.00



2.0400



0.065



175 200 225 Shear Stress Max



0.092



Normal Stress



0.105



Direct Shear Test ASTM D 3080 - 98 Project Location Depth Code



: Soil Investigation – TBBM Pertamina Panjang : Pantai Panjang - Provinsi Lampung : 6.50 m - 7.00 m : BH.01 cm cm^2 cm



Sample Volume Calibration Load



Tested by : Al Ary Checked by : Eka Mahendra,ST Date of Tested : 25/01/2021



Sample Diameter Sample Width Sample Height



6.23 30.47 1.86



56.67 Cm^3 0.408 Kg/Cm^2 6.4 Kg



Horizontal



Horizontal



Axial



Corected



Load



Load



Shear



Dial Reading



Displace



Stress



Area



Dial Reading



on Sample



Stress



(Second)



(dh)



(E)



(A')



(Unit)



(Kg)



(kg/cm²)



25



0.025



0.0040



30.591



2.00



0.8160



0.027



50



0.050



0.0080



30.715



4.00



1.6320



0.053



75



0.075



0.0120



30.839



6.00



2.4480



0.079



100



0.100



0.0161



30.965



8.00



3.2640



0.105



125



0.125



0.0201



31.092



9.00



3.6720



0.118



150



0.150



0.0241



31.220



6.00



2.4480



0.078



175 200 225 250 275 300 Shear Stress Max



0.118



Normal Stress



0.210



Direct Shear Test ASTM D 3080 - 98 Project Location Depth Code



: Soil Investigation – TBBM Pertamina Panjang : Pantai Panjang - Provinsi Lampung : 6.50 m - 7.00 m : BH.01 cm cm^2 cm



Tested by : Al Ary Checked by : Eka Mahendra,ST Date of Tested : 25/01/2021



Sample Diameter : Sample Width : Sample Height :



6.23 30.47 1.86



Sample Volume : Calibration : Load



56.67 Cm^3 0.408 Kg/Cm^2 12.8 Kg



Horizontal



Horizontal



Axial



Corected



Load



Load



Shear



Dial Reading



Displace



Stress



Area



Dial Reading



on Sample



Stress



(Second)



(dh)



(E)



(A')



(Unit)



(Kg)



(kg/cm²)



25



0.025



0.0040



30.591



5.00



2.0400



0.067



50



0.050



0.0080



30.715



8.00



3.2640



0.106



75



0.075



0.0120



30.839



10.00



4.0800



0.132



100



0.100



0.0161



30.965



12.00



4.8960



0.158



125



0.125



0.0201



31.092



14.00



5.7120



0.184



150



0.150



0.0241



31.220



12.00



4.8960



0.157



175 200 225 250 275 300 Shear Stress Max



0.184



Normal Stress



0.420



Direct Shear Test ASTM D 3080 - 98 : Soil Investigation – TBBM Pertamina Panjang : Pantai Panjang - Provinsi Lampung : 6.50 m - 7.00 m : BH.01



Project Location Depth Code



Tested by : Al Ary Checked by : Eka Mahendra,ST Date of Tested : 25/01/2021



Relationship Graph Between Shear Stress & Normal Stress 0.6



Shear Stress (Kg/cm^2)



0.5



0.4



0.3



0.2



0.1



0 0



0.1



0.2



0.3



0.4



0.5



0.6



0.7



0.8



0.9



Normal Stress (kg/cm^2)



Ø = c=



16.25 0.058



degree kg/cm2



1



CONSOLIDATIONS TEST ( ASTM D 2435 ) Soil Investigation – TBBM Pertamina Panjang LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (m)



Pantai Panjang - Provinsi Lampung BH.01 UDS. 1 12.50 ~ 13.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



CONSOLIDATION TYPE ONE DIMENSION DRAINED Ring Number Internal Diameter of Ring



: :



8 6.50



Specific Gravity Weight of Specimen + Ring Weight of Ring Weight of Wet Specimen Weight of Dry Specimen Weight of Initial Water Initial Moisture Content



: : : : : : :



2.6736 265.90 148.43 117.47 88.95 28.52 32.06



gr gr gr gr gr %



Weight of Specimen + Ring Weight of Dry Specimen+Ring Weight of Ring Weight of Wet Specimen Weight of Dry Specimen Weight of final Water Final Moisture Content



: : : : : : :



258.10 237.38 148.43 109.67 88.95 20.72 23.29



gr gr gr gr gr gr %



Height of Ring Area of Ring



cm



: :



5.00 33.20



cm



: : : : : : :



2.000 66.393 1.769 1.340 0.996 86.10 0.100



cm



: : : : : : :



3.040 16.960 1.002 1.948 1.580 0.692 89.96



mm mm cm gr/cm3 gr/cm3



cm2



BEFORE TEST Initial Specimen Height Volume of Specimen Density Dry Density Initial Void Ratio Initial Degree Saturation Void Ratio Chan Fact



cm3 gr/cm3 gr/cm3 % mm-1



AFTER TEST Overall Settlement Final Height of Specimen Height of Dry Specimen Final Density Final Dry Density Final Void Ratio Final Degree Saturation



%



E/Log (P) CURVE DATA Incr/ Decr No 0 1 2 3 4 5 6 7



Coefficient of Volume Compressibility Incr Change mv



Void Ratio Press



Settl



De



e



(kg/cm2)



(mm)



F * dH



0.25 0.50 1.00 2.00 4.00 2.00 0.25



0.980 1.655 2.330 3.080 4.055 3.760 3.040



0.098 0.165 0.232 0.307 0.405 0.375 0.303



e0 - De 0.996 0.898 0.830 0.763 0.688 0.591 0.620 0.692



e



p



0.098 0.067 0.067 0.075 0.097 -0.029 -0.072



0.250 0.250 0.500 1.000 2.000 -2.000 -1.750



1+e



1.898 1.830 1.763 1.688 1.591



t90



(cm2/kg) (secons) 0.206 0.147 0.076 0.044 0.031



135.000 101.400 135.000 194.400 216.600



Cofficient of Consolidation H=Ho-dH H avr (mm) 20/01/1900 19/01/1900 18/01/1900 17/01/1900 16/01/1900 15/01/1900



(mm) 19.510 18.683 18.008 17.295 16.433



Cv



Permeability k



(cm2/sec) (cm/sec) 5.98E-03 7.30E-03 5.09E-03 3.26E-03 2.64E-03



1.23E-06 1.07E-06 3.89E-07 1.45E-07 8.08E-08



1.20



1.00



VOID RATIO



0.80



Ec



0.60



0.40 0.10



Pc



1.00



10.00



P R E S S U R E (kg/cm2)



100.00



P R E S S U R E (kg/cm2)



CONSOLIDATIONS TEST ( ASTM D 2435 ) Soil Investigation – TBBM Pertamina Panjang LOCATION



Pantai Panjang - Provinsi Lampung



BORE HOLE No



BH.01



DATE OF TEST



SAMPLE No



UDS. 1



TESTED BY



Al Ary



SAMPLE DEPTH (m)



12.50 ~ 13.00



CHECKED BY



Eka Mahendra, ST



25/01/2021



CONSOLIDATION TYPE ONE DIMENSION DRAINED Ring Number Internal Diameter of Ring Height of Ring Area of Ring Specific Gravity Void Ratio Degree Saturation Density Dry Density



= = = = = = = = =



8 6.50 5.00 33.20 2.6736 0.996 86.10 1.769 1.340



cm cm cm



2



% gr/cm3 gr/cm3



Present Effective Overburden Preconsolidation Void Ratio Preconsolidation Pressure Coefficient of Consolidation Coefficient of Vol Compressibility Permeability Compression Index Swelling Index Recompression Index



(Po) (Ec) (Pc') (Cv) (mv) (k) (Cc) (Cs) (Cr)



= = = = = = = = =



0.077 0.840 0.685 4.85E-03 0.101 5.84E-07 0.323 0.080 0.164



kg/cm2 kg/cm2 cm2/sec cm2/kg cm/sec



0.25



COEFFICIENT VOL COMPRESSIBILITY (MV) Cm 2/Sec



0.20



0.15



0.10



0.05



0.00 0



1



P R E S S U R E (Kg/cm2)



10



100



1.00E-02



COEFFICIENT OF CONSOLIDATION (Cv) Cm2/Kg



8.00E-03



6.00E-03



4.00E-03



2.00E-03



0.00E+00 0



1



P R E S S U R E (Kg/cm2)



10



100



CONSOLIDATIONS TEST ( ASTM D 2435 ) Soil Investigation – TBBM Pertamina Panjang LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (m)



Pantai Panjang - Provinsi Lampung BH.01 UDS. 3 16.50 ~ 17.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



CONSOLIDATION TYPE ONE DIMENSION DRAINED Ring Number Internal Diameter of Ring



: :



7 6.50



Specific Gravity Weight of Specimen + Ring Weight of Ring Weight of Wet Specimen Weight of Dry Specimen Weight of Initial Water Initial Moisture Content



: : : : : : :



2.6353 238.28 122.46 115.82 92.24 23.58 25.56



gr gr gr gr gr %



Weight of Specimen + Ring Weight of Dry Specimen+Ring Weight of Ring Weight of Wet Specimen Weight of Dry Specimen Weight of final Water Final Moisture Content



: : : : : : :



232.55 214.70 122.46 110.09 92.24 17.85 19.35



gr gr gr gr gr gr %



Height of Ring Area of Ring



cm



: :



5.00 33.20



cm



: : : : : : :



2.000 66.393 1.744 1.389 0.897 75.12 0.095



cm



: : : : : : :



2.950 17.050 1.054 1.945 1.630 0.617 82.65



mm mm cm gr/cm3 gr/cm3



cm2



BEFORE TEST Initial Specimen Height Volume of Specimen Density Dry Density Initial Void Ratio Initial Degree Saturation Void Ratio Chan Fact



cm3 gr/cm3 gr/cm3 % mm-1



AFTER TEST Overall Settlement Final Height of Specimen Height of Dry Specimen Final Density Final Dry Density Final Void Ratio Final Degree Saturation



%



E/Log (P) CURVE DATA Incr/ Decr No 0 1 2 3 4 5 6 7



Coefficient of Volume Compressibility Incr Change mv



Void Ratio Settl



De



e



(kg/cm )



(mm)



F * dH



0.25 0.50 1.00 2.00 4.00 2.00 0.25



0.780 1.380 1.980 2.655 3.480 3.250 2.950



0.074 0.131 0.188 0.252 0.330 0.308 0.280



e0 - De 0.897 0.823 0.766 0.709 0.645 0.567 0.589 0.617



Press 2



e



p



0.074 0.057 0.057 0.064 0.078 -0.022 -0.028



0.250 0.250 0.500 1.000 2.000 -2.000 -1.750



1+e



1.823 1.766 1.709 1.645 1.567



t90



2



(cm /kg) (secons) 0.162 0.129 0.067 0.039 0.025



290.400 375.000 504.600 693.600 960.000



Cofficient of Consolidation H=Ho-dH H avr (mm) 20.000 19.220 18.620 18.020 17.345 16.520



(mm) 19.610 18.920 18.320 17.683 16.933



Cv



Permeability k



(cm2/sec) (cm/sec) 2.81E-03 2.02E-03 1.41E-03 9.56E-04 6.33E-04



4.56E-07 2.61E-07 9.39E-08 3.72E-08 1.58E-08



1.20



1.00



Ec 0.80



VOID RATIO



0.60



0.40



0.20 0.10



Pc



1.00



10.00



P R E S S U R E (kg/cm2)



100.00



CONSOLIDATIONS TEST ( ASTM D 2435 ) Soil Investigation – TBBM Pertamina Panjang LOCATION



Pantai Panjang - Provinsi Lampung



BORE HOLE No



BH.01



DATE OF TEST



25/01/2021



SAMPLE No



UDS. 3



TESTED BY



Al Ary



SAMPLE DEPTH (m)



16.50 ~ 17.00



CHECKED BY



Eka Mahendra, ST



CONSOLIDATION TYPE ONE DIMENSION DRAINED Ring Number Internal Diameter of Ring Height of Ring Area of Ring Specific Gravity Void Ratio Degree Saturation Density Dry Density



= = = = = = = = =



7 6.50 5.00 33.20 2.6353 0.897 75.12 1.744 1.389



cm cm cm



2



% gr/cm3 gr/cm3



Present Effective Overburden Preconsolidation Void Ratio Preconsolidation Pressure Coefficient of Consolidation Coefficient of Vol Compressibility Permeability Compression Index Swelling Index Recompression Index



(Po) (Ec) (Pc') (Cv) (mv) (k) (Cc) (Cs) (Cr)



= = = = = = = = =



0.074 0.775 0.630 1.57E-03 0.084 1.73E-07 0.260 0.032 0.131



kg/cm2 kg/cm2 cm2/sec cm2/kg cm/sec



0.14



0.12



COEFFICIENT VOL COMPRESSIBILITY (MV) Cm 2/Sec



0.10



0.08



0.06



0.04



0.02



0.00 0



1



P R E S S U R E (Kg/cm2)



10



100



3.50E-03



3.00E-03



COEFFICIENT OF CONSOLIDATION (Cv) Cm2/Kg



2.50E-03



2.00E-03



1.50E-03



1.00E-03



5.00E-04



0.00E+00 0



1



P R E S S U R E (Kg/cm2)



10



100



CONSOLIDATIONS TEST ( ASTM D 2435 ) Soil Investigation – TBBM Pertamina Panjang LOCATION BORE HOLE No SAMPLE No SAMPLE DEPTH (m)



Pantai Panjang - Provinsi Lampung BH.01 UDS. 4 22.50 ~ 23.00



DATE OF TEST TESTED BY CHECKED BY



25/01/2021 Al Ary Eka Mahendra, ST



CONSOLIDATION TYPE ONE DIMENSION DRAINED Ring Number Internal Diameter of Ring



: :



9 6.50



Specific Gravity Weight of Specimen + Ring Weight of Ring Weight of Wet Specimen Weight of Dry Specimen Weight of Initial Water Initial Moisture Content



: : : : : : :



2.6572 263.68 150.72 112.96 85.41 27.55 32.26



gr gr gr gr gr %



Weight of Specimen + Ring Weight of Dry Specimen+Ring Weight of Ring Weight of Wet Specimen Weight of Dry Specimen Weight of final Water Final Moisture Content



: : : : : : :



257.03 236.13 150.72 106.31 85.41 20.90 24.47



gr gr gr gr gr gr %



Height of Ring Area of Ring



cm



: :



5.00 33.20



cm



: : : : : : :



2.000 66.393 1.701 1.286 1.066 80.44 0.103



cm



: : : : : : :



2.220 17.780 0.968 1.801 1.447 0.836 77.75



mm mm cm gr/cm3 gr/cm3



cm2



BEFORE TEST Initial Specimen Height Volume of Specimen Density Dry Density Initial Void Ratio Initial Degree Saturation Void Ratio Chan Fact



cm3 gr/cm3 gr/cm3 % mm-1



AFTER TEST Overall Settlement Final Height of Specimen Height of Dry Specimen Final Density Final Dry Density Final Void Ratio Final Degree Saturation



%



E/Log (P) CURVE DATA Incr/ Decr No 0 1 2 3 4 5 6 7



Coefficient of Volume Compressibility Incr Change mv



Void Ratio Press



Settl



De



e



(kg/cm2)



(mm)



F * dH



0.25 0.50 1.00 2.00 4.00 2.00 0.25



0.670 1.120 1.645 2.245 3.070 2.650 2.220



0.069 0.116 0.170 0.232 0.317 0.274 0.229



e0 - De 1.066 0.996 0.950 0.896 0.834 0.748 0.792 0.836



e



p



0.069 0.046 0.054 0.062 0.085 -0.043 -0.044



0.250 0.250 0.500 1.000 2.000 -2.000 -1.750



1+e



1.996 1.950 1.896 1.834 1.748



t90



(cm2/kg) (secons) 0.139 0.095 0.057 0.034 0.024



194.400 117.600 153.600 264.600 240.000



Cofficient of Consolidation H=Ho-dH H avr (mm) 20/01/1900 19/01/1900 18/01/1900 18/01/1900 17/01/1900 16/01/1900



(mm) 19.665 19.105 18.618 18.055 17.343



Cv



Permeability k



(cm2/sec) (cm/sec) 4.22E-03 6.58E-03 4.78E-03 2.61E-03 2.66E-03



5.85E-07 6.27E-07 2.74E-07 8.83E-08 6.47E-08



001



001



Ec VOID RATIO



001



001



000 0.10



Pc



1.00



10.00



P R E S S U R E (kg/cm2)



100.00



CONSOLIDATIONS TEST ( ASTM D 2435 ) Soil Investigation – TBBM Pertamina Panjang LOCATION



Pantai Panjang - Provinsi Lampung



BORE HOLE No



BH.01



DATE OF TEST



25/01/2021



SAMPLE No



UDS. 4



TESTED BY



Al Ary



SAMPLE DEPTH (m)



22.50 ~ 23.00



CHECKED BY



Eka Mahendra, ST



CONSOLIDATION TYPE ONE DIMENSION DRAINED Ring Number Internal Diameter of Ring Height of Ring Area of Ring Specific Gravity Void Ratio Degree Saturation Density Dry Density



= = = = = = = = =



9 6.50 5.00 33.20 2.6572 1.066 80.44 1.701 1.286



cm cm cm



2



% gr/cm3 gr/cm3



Present Effective Overburden Preconsolidation Void Ratio Preconsolidation Pressure Coefficient of Consolidation Coefficient of Vol Compressibility Permeability Compression Index Swelling Index Recompression Index



(Po) (Ec) (Pc') (Cv) (mv) (k) (Cc) (Cs) (Cr)



= = = = = = = = =



0.070 0.952 0.760 4.17E-03 0.070 3.28E-07 0.283 0.049 0.110



kg/cm2 kg/cm2 cm2/sec cm2/kg cm/sec



000



000



COEFFICIENT VOL COMPRESSIBILITY (MV) Cm 2/Sec



000



000



000



000



000



000



000 0



1



P R E S S U R E (Kg/cm2)



10



100



8.00E-03



7.00E-03



COEFFICIENT OF CONSOLIDATION (Cv) Cm2/Kg



6.00E-03



5.00E-03



4.00E-03



3.00E-03



2.00E-03



1.00E-03



0.00E+00 0



1



P R E S S U R E (Kg/cm2)



10



100



SOIL INVESTIGATION TBBM PANJANG BANDAR LAMPUNG PROJECT



TSPB-00-A0-RE-003



27 of 27



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