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All Journal Prokons: Jurnal Teknik Sipil Journal of Sustainable Civil Engineering (JOSCE) Construction and Material Journal Media Komunikasi Dunia Ilmu Sipil (MoDuluS) Jurnal Warta Desa (JWD)
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Politeknik Negeri Jakarta
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PERENCANAAN FONDASI TIANG PANCANG PADA PROYEK TOWER 2 ARANDRA RESIDENCE Zuhri, Zulhady; Istiatun, Istiatun
Construction and Material Journal Vol 2, No 2 (2020): CONSTRUCTION AND MATERIAL JOURNAL VOL. 2 NO. 2 JULI 2020
Publisher : Politeknik Negeri Jakarta

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Abstract

ABSTRACTThe pile foundation is an sub-structure to load from the upper structure. Ultimate load carrying-capacity (qu) will be transfered into a hard soil layer by using a deep foundation system. To design the pile foundation, several methods are needed to obtain different bearing capacity values. This study determines the planned pile depth, pile dimensions and pile cap. The purpose of this final project is to plan the pile foundation for the Arandra Residance 2 tower construction project located in Cempaka Putih, Central Jakarta. The method used is the method of Meyerhof, U.S Army Corp, Tomlinson, α and λ. In addition, the calculation of reinforcement, immediate settlement and settlement of primary consolidation was also carried out. The results of the calculation of bearing capacity foundation are different values. The Meyerhof Qu method is 9846,786 kN, the U.S Army Corp method Qu = 11065.11 kN, the Tomlinson Qu method = 10409.68 kN, the method α = 9558.95 kN, and the method λ Qu = 10066.37 kN. Whereas according to Broms, the lateral bearing capacity is 10845 kN. In planning used reinforcement D25-270. Immediate settlement is 50.3 mm, primary consolidation settlement is 9.89 mm, and time rate of consolidation during 1.75 months. Keywords: Foundation, driven pile, bearing capacity, settlement, primary consolidation  ABSTRAKFondasi tiang merupakan fondasi yang menyalurkan beban struktur atas dan beban lainnya ke struktur lapisan tanah keras yang mempunyai daya dukung tinggi yang terletak jauh di dalam tanah. Untuk merencanakan fondasi tiang pancang diperlukan beberapa metode untuk mendapatkan nilai daya dukung yang berbeda. Studi ini menentukan kedalaman tiang pancang yang direncanakan, dimensi tiang pancang dan pilecap.  Tujuan dari tugas akhir ini adalah merencanakan pondasi tiang pancang untuk proyek pembangunan tower Arandra Residance 2 yang berlokasi di Cempaka Putih, Jakarta Pusat. Metode yang digunakan adalah metode Meyerhof, U.S Army Corp, Tomlinson, α dan λ. Daya dukung lateral menggunakan metode Broms. Selain itu juga dilakukan perhitungan penulangan, penurunan segera, dan penurunan konsolidasi primer. Hasil perhitungan daya dukung fondasi terdapat perbedaan nilai. Metode Meyeherhof Qu = 9846.786 kN, metode U.S Army Corp Qu = 11065.11 kN, metode Tomlinson Qu = 10409.68 kN, metode α = 9558.95 kN, dan metode λ Qu = 10066.37 kN. Sedangkan menurut broms daya dukung lateral sebesar 10845 kN. Pada perencanaan digunakan tulangan D25-270. Penurunan segera terjadi sebesar 50.3 mm, penurunan primer sebesar9.89 mm, dan kecepatan waktu penurunan konsolidasi selama 1.75 bulan. Kata kunci: Fondasi, tiang pancang, daya dukung, penurunan, dan konsolidasi primer
Pengaruh Kedalaman Pemasangan Vertical Drains dengan Pemodelan Tanah di Laboratorium Azzahra Nadia Putri; Istiatun Istiatun
MoDuluS: Media Komunikasi Dunia Ilmu Sipil Vol 3, No 1 (2021)
Publisher : Universitas Veteran Bangun Nusantara

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.32585/modulus.v2i2.1458

Abstract

Pada umumnya tanah lunak memiliki daya dukung yang kurang baik, juga mudah memampat bila menerima beban. Pemampatan yang terjadi akan sangat lama karena tanah lunak memiliki sifat pemampatan yang sangat kecil. Untuk mempercepat pemampatan yang terjadi dipasang vertical drains. Kedalaman vertical drains yang dipasang akan berpengaruh terhadap derajat konsolidasi yang terjadi pada tanah lunak. Untuk mengetahui pengaruh tersebut dilakukan uji pemodelan di laboratorium menggunakan bak uji berukuran 60 cm x 80 cm x 90 cm dengan tinggi lapisan tanah adalah 50 cm. Kedalaman vertical drains yang dipasang adalah 50 cm, 40 cm, 30 cm dan 20 cm. Tanah yang digunakan adalah tanah lunak Hambalang dengan klasifikasi menurut USCS, termasuk lanau (MH) dan menurut AASTHO yaitu A-7-5. Pemberian beban preloading dan waktu pembebanan pada setiap variasi kedalaman vertical drains adalah sama. Besarnya penurunan dicatat dan dibandingkan dengan penurunan total untuk mengetahui derajat konsolidasi yang dicapai. Nilai derajat konsolidasi yang diperoleh pada kedalaman pemasangan vertical drains 50 cm, 40 cm, 30 cm, dan 20 cm adalah 47,75%; 47,58%; 37,40% ;dan 34,06%. Dapat disimpulkan bahwa semakin dalam pemasangan vertical drains, maka semaiki besar nilai derajat konsolidasi yang dicapai.
PERBANDINGAN METODE PRELOADING DENGAN VAKUM KONSOLIDASI TANAH PADA PEMODELAN DI LABORATORIUM Ahmad Yasin Al Harits; Istiatun Istiatun
Prokons: Jurnal Teknik Sipil Vol 15, No 1 (2021): Februari 2021
Publisher : Jurusan Teknik Sipil, Politeknik Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33795/prokons.v15i1.282

Abstract

ABSTRACT This study aims to determine the parameter comparison of the magnitude of the primary reduction and consolidation time in the preloading method using PVD and vacuum method using PVD with modeling in the laboratory. The benefit of this research is that it can provide a comparison of the preloading method and the vacuum method in terms of accelerating the consolidation time as well as contributing to science in the field of soil improvement. Primary consolidation theory is used in this research. Quantitative descriptive research method with testing data collection techniques by means of modeling in the laboratory. The modeling of the vacuum method used a test tub measuring (1.2 × 0.6 × 0.9) m, the vacuum pump suction capacity of 5 Pa, the air hose as PHD and geomembrane cloth as PVD material. The preloading method with PVD uses a test tub measuring (0.8 × 0.6 × 0.9) m, preloading load in the form of bangka sand (ɣ = 1.532 t / m³) with a thickness of 10 cm and a geomembrane cloth as PVD material. In each test basin filled with soil and water with a soil volume weight of 1.3 t / m³, a ground surface height of 0.5 m and a groundwater level of 0.42 m. The results showed that with the same amount of reduction, namely 7.26 mm preloading method using PVD took 81 hours while in the vacuum method the time needed was 41 hours. Thus it can be concluded that the reduction in the vacuum method is faster than the preloading method with PVD. Keywords: Primer settelment, PVD, Vacum, consolidation time
PERENCANAAN FONDASI TIANG PANCANG PADA PROYEK TOWER 2 ARANDRA RESIDENCE Zulhady Zuhri; Istiatun Istiatun
Construction and Material Journal Vol. 2 No. 2 (2020): Construction and Material Journal Vol. 2 No. 2 Juli 2020
Publisher : Politeknik Negeri Jakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.32722/cmj.v2i2.3090

Abstract

The pile foundation is an sub-structure to load from the upper structure. Ultimate load carrying-capacity (qu) will be transfered into a hard soil layer by using a deep foundation system. To design the pile foundation, several methods are needed to obtain different bearing capacity values. This study determines the planned pile depth, pile dimensions and pile cap. The purpose of this final project is to plan the pile foundation for the Arandra Residance 2 tower construction project located in Cempaka Putih, Central Jakarta. The method used is the method of Meyerhof, U.S Army Corp, Tomlinson, α and λ. In addition, the calculation of reinforcement, immediate settlement and settlement of primary consolidation was also carried out. The results of the calculation of bearing capacity foundation are different values. The Meyerhof Qu method is 9846,786 kN, the U.S Army Corp method Qu = 11065.11 kN, the Tomlinson Qu method = 10409.68 kN, the method α = 9558.95 kN, and the method λ Qu = 10066.37 kN. Whereas according to Broms, the lateral bearing capacity is 10845 kN. In planning used reinforcement D25-270. Immediate settlement is 50.3 mm, primary consolidation settlement is 9.89 mm, and time rate of consolidation during 1.75 months.  Keywords: Foundation, Driven Pile, Bearing Capacity, Settlement, Primary Consolidation.
STUDI NILAI KUAT GESER TANAH LUNAK BERDASARKAN BESARNYA PENURUNAN YANG TERJADI Istiatun Istiatun; Handi Sudardja; Yuwono Yuwono
Construction and Material Journal Vol. 3 No. 2 (2021): Construction and Material Journal Vol. 3 No. 2 Juli 2021
Publisher : Politeknik Negeri Jakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.32722/cmj.v3i2.3794

Abstract

Soft soil is not suitable for supporting construction that stands on it because it has low shaman power, high compressive properties, and little stability. The compressibility of the soil certainly affects the existing construction, especially if the settlement that occurs due to the compression of the soil is not permitted. While the low bearing capacity of the soil causes the design load cannot be carried out directly, it is generally given in stages. The advantage of providing the load that gradually causes the density of the soil will increase. The soil with increased density will increase the carrying capacity of the soil so that it can accept the load of the next stage. Increasing in bearing capacity is given due to the magnitude of the land subsidence that occurs. It is necessary to test with laboratory modeling. Soil samples were put in the test basin and given additional water to determine how things were in the field if the soil experienced an increase in water content. Soil samples were loaded and recorded the amount of settlement that occurred. Increasing bearing capacity by conducting direct shear test changes in the soil bearing capacity parameter values is known to correlate the magnitude of the decrease in soil that occurs. In addition, an analysis of changes in water content and soil volume weight was also carried out due to the magnitude of the decrease. From the test modeling results in the laboratory with a test basin, it was found that the greater the value of soil subsidence, the higher the cohesion value of the soil and the lower the shear angle in the soil. For soil, water content is inversely proportional to the decrease, the more significant the decrease, the smaller the water content. Meanwhile, the weight of the soil volume is directly proportional; the more significant the decrease that occurs, the greater the weight of the volume of the soil. Keywords: Settlement, Shear Strength Parameter, Soft Soil, Direct Shear Test.
PENERAPAN GEOTEKSTIL SEBAGAI INOVASI SUMUR RESAPAN UNTUK PENANGGULANGAN BANJIR DAN KETERSEDIAAN AIR TANAH Yelvi Yelvi; Aisyah Salimah; Rikki Sofyan Rizal; Istiatun Istiatun; Arliandy Pratama Arbad
Jurnal Warta Desa (JWD) Vol. 4 No. 3 (2022): Jurnal Warta Desa (JWD)
Publisher : Lembaga Penelitian dan Pengabdian Masyarakat Universitas Mataram

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.29303/jwd.v4i3.200

Abstract

Pemukiman di Kelurahan Beji Timur semakin padat sehingga lahan terbuka hijau semakin sedikit. Akibatnya resapan air ke dalam tanah semakin berkurang. Sehingga pada musim hujan terjadi limpasan air permukaan dan dapat mengakibatkan banjir. Sedangkan pada musim kemarau ketersediaan air tanah menjadi berkurang. Perlu adanya upaya inovatif untuk merekayasa model resapan air yang berkelanjutan, salah satunya melalui sumur resapan. Sumur resapan merupakan salah satu alternatif untuk perlindungan air tanah dan meminimalkan limpasan permukaan, karena sumur resapan mudah diaplikasikan di pemukiman penduduk dan dapat menyeimbangkan penggunaan air tanah. Pada kegiatan ini sumur resapan dibuat ditempat wudhu laki-laki dan perempuan dalam rangka meresapkan air wudhu ke dalam tanah agar dapat menjadi cadangan air tanah. Sumur resapan inovatif ini dibuat dengan memasang geotekstil diseluruh dinding dan dasar sumur resapan sehingga luas penyerapan air lebih banyak dibanding dengan sumur resapan konvensional. Agar posisi geotekstil menjadi kokoh, sekitar 50 cm dari dasar sumur dimasukkan batu kali dan di bagian atas dinding sumur dibuat lebih lebar dan dipasang pasangan bata untuk menahan geotekstil. Warga masyarakat terlibat pada saat persiapan, pelaksanaan maupun pasca pelaksanaan untuk mengetahui bagaimana program ini dapat berjalan dan sesuai dengan yang diharapkan. Luaran yang dihasilkan dalam kegiatan ini adalah Buku dan Paten Sederhana.
ANALISIS STABILITAS TIMBUNAN DENGAN PERKUATAN GEOTEKSTIL DAN CERUCUK Fahrita Sari; Istiatun Istiatun
Construction and Material Journal Vol. 4 No. 3 (2022): Construction and Material Journal Vol. 4 No. 3 November 2022
Publisher : Politeknik Negeri Jakarta

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Abstract

On the Serpong–Balaraja Toll Road Section 1A (STA 4+550–SSTA 4+900), there is a swamp area that is designed to have an embankment, so repair and reinforcement of the soil are needed. Therefore, this analysis aims to analyze the safety factor and consolidation settlement on the original soil. In addition, this analysis was carried out on soil replacement, geotextile, a combination of soil replacement and geotextile methods, and cerucuk using Plaxis 2D v20. The original soil conditions were also analyzed by the Fellenius method. The analysis results on the original soil conditions with Plaxis 2D v20 indicated a collapse, while with the Fellenius method the safety factor was 1.5, so it was not safe. Based on the methods used, only the geotextile method with variations of five layers of geotextile in post-construction is not safe. In soil replacement and soil replacement with geotextiles, the safety factor is relatively the same between 5.5 and 8 meters of replacement soil. Therefore, the thickness of the replacement soil has an optimum point where the addition of the thickness of the replacement soil is not linear with an increase in the safety factor. The consolidation settlement in the geotextile method is greater than in other methods. The detailed explanation will be developed on the writing paper below. Keywords: Cerucuk, Consolidation Settlement, Geotextile, Safety Factor, Soil Replacement.
PERBANDINGAN PENURUNAN KONSOLIDASI METODE TERZAGHI DENGAN ASAOKA PADA VACUUM PRELOADING Fina Mayumi Boangmanalu; Istiatun Istiatun
Construction and Material Journal Vol. 5 No. 2 (2023): Construction and Material Journal Vol. 5 No. 2 Juli 2023
Publisher : Politeknik Negeri Jakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.32722/cmj.v5i2.4750

Abstract

Around 20 million hectares of Indonesia's total land area, or more than 10%, has soft soil. Soft soils can be problematic in construction projects due to their low bearing capacity, high water content, limited permeability, and high compressibility. Vacuum preloading, a technique to hasten consolidation by employing atmospheric pressure from the vacuum as a surcharge load, is one of the improvements for soft soil. The Terzaghi method is typically used to calculate the prediction of the final settlement and the time to reach the final settlement, however the forecast of settlement by the Terzaghi method produces better results than the actual settlement. To estimate the final settlement that takes place in the field, a method with a reliable level of accuracy is used—the Asaoka method. The main goals of this analysis are to determine the final settlement using the Asaoka method, the time needed to reach the final settlement using the Asaoka method, the degree of consolidation caused by vacuum preloading, and soil parameters that support notable differences between the Terzaghi method and Asaoka method using back analysis. According to both site reviews, the Terzaghi method produced settlement outcomes that were 36% and 79% higher than those obtained using the Asaoka method. The time required to reach 90% consolidation on both site reviews are 252 days and 196 days. The results of the Asaoka method used to calculate the degree of consolidation on both site reviews are 92.33% and 94.47%. The value of compression index (Cc), which was derived by back analysis calculations, is what most strongly supports the significant outcomes between the Terzaghi method and the Asaoka method.
Daya Dukung Fondasi Tiang Bor pada Pilar Jembatan Kedondong Aulia, Diana; Istiatun, Istiatun
Journal of Sustainable Civil Engineering (JOSCE) Vol. 7 No. 01 (2025): JOSCE: Journal of Sustainable Civil Engineering (PROSES)
Publisher : LPPM

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.47080/phrq3w32

Abstract

Fondasi adalah bagian krusial pada struktur bangunan yang berperan dalam menopang beban sendiri maupun beban yang bekerja di atasnya, khususnya pada jembatan. Pembangunan P14 Jembatan Kedondong pada proyek Jalan Tol Cisumdawu (Cileunyi – Sumedang – Dawuan) Seksi 5B dibangun dengan menggunakan fondasi tiang bor. Dalam pelaksanaan pengeboran di titik 5, terdapat bebatuan pada kedalaman 10 m dengan kondisi tanah lunak yang menyebabkan proses pengeboran tidak dapat dilanjutkan sampai kedalaman rencana. Adanya batuan di atas tanah lunak berpotensi menyebabkan keruntuhan jika diberi beban berlebih, sehingga diperlukan penambahan tiang bor. Tujuan dari penelitian ini adalah untuk mengenali perubahan dalam kapasitas dukung fondasi tiang bor, besar penurunan, dan penambahan biaya yang terjadi akibat adanya penambahan tiang bor dengan pembebanannya dilakukan dengan bantuan SAP2000. Semula terdapat 27 tiang berdiameter 1,2 m dan kedalaman 32 m, kemudian meningkat menjadi 28 tiang. Dalam metode Reese & Wright, diperoleh kapasitas dukung aksial tunggal sebesar 15840,309 ton, sementara sebelum penambahan tiang, kapasitas dukung aksial kelompok adalah 13970,006 ton, dan setelah penambahan tiang, kapasitasnya meningkat menjadi 14487,414 ton. Didapatkan daya dukung lateral tunggal (metode Broms) sebesar 320,961 ton, sedangkan daya dukung lateral kelompok sebelum penambahan tiang sebesar 6939,79 ton, dan setelah penambahan menjadi 7196,82 ton. Penurunan tiang tunggal sebesar 0,0173 cm, sedangkan penurunan sebelum penambahan kelompok tiang adalah 0,00249 cm, dan setelah penambahan menjadi 0,00259 cm. Berdasarkan penelitian, diketahui bahwa daya dukung fondasi tiang bor pada P14 Jembatan Kedondong, baik sebelum dan setelah penambahan tiang, mampu menopang beban sendiri dan beban yang ditempatkan di atasnya dengan tambahan biaya sebesar Rp 45.458.343,04. 
Co-Authors Ahmad Yasin Al Harits Aisyah Salimah Arliandy Pratama Arbad Azzahra Nadia Putri Diana Aulia Fahrita Sari Fina Mayumi Boangmanalu Handi Sudardja Rizal, Rikki Sofyan Yelvi Yelvi Yuwono Yuwono Zuhri, Zulhady Zulhady Zuhri