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Ester Priskasari
Institut Teknologi Nasional Malang
Civil Engineering, Building, Construction & Architecture Engineering Environmental Science Transportation

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PENGARUH PENAMBAHAN KARET ALAM PADA CAMPURAN ASPAL BETON LAPIS AUS DENGAN FILLER FLY ASH Andi Afriaziz; Nusa Sebayang; Ester Priskasari
STUDENT JOURNAL GELAGAR Vol. 1 No. 1 (2019): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

Karet alam dapat meningkatkan nilai stabilitas yang tinggi, tetapi semakin bertambahnya kadar karet alam pada campuran perkerasan menyebabkan nilai flow yang semakin tinggi, sedangkan penggunaan filler abu terbang batu bara menghasilkan nilai flow yang semakin rendah di setiap penambahan kadar filler abu terbang batu bara, oleh karena itu penelitian ini mengkombinasikan dari beberapa penelitian terdahulu agar mendapatkan hasil yang lebih memuaskan, maka penelitian ini menambahkan karet alam dengan menggunakan filler abu terbang batu bara pada campuran perkerasan AC–WC. Metode penelitian yang digunakan adalah penelitian eksperimen yang dilakukan di laboratorium. Pada penelitian ini menggunakan variasi kadar aspal 5%, 5,5%, 6%, 6,5% dan 7%. Sampel benda uji yang dibuat berjumlah 5 benda uji tiap kadar aspal dan didapatkan Kadar Aspal Optimum (KAO) sebesar 6% kemudian di variasikan dengan kadar karet alam sebesar 6%, 7%, 8%, 9%, dan 10. Hasil pengujian mendapatkan Kadar Karet Alam Optimum (KKAO) sebesar 8%. Dari KKAO tersebut didapatkan nilai Stabilitas 1191,2 kg, Flow 3,55%, VIM 3,98%, VMA 17,61%, Marshall Quotient 335,8 kg/mm, VFA 77,35%. Semua hasil pengujian pada KKAO memenuhi persyaratan spesifikasi AC–WC yang telah ditetapkan oleh peraturan Dinas Pekerjaan Umum Bina Marga 2018.
STUDI ALTERNATIF STRUKTUR ATAS JEMBATAN DENGAN BALOK GIRDER PRATEGANG TIPE I : Studi Kasus : Jembatan Langgaliru Kecamatan Umbu Ratunggay Kabupaten Sumba Tengah Yustika Haning; Ester Priskasari; Muhammad Erfan
STUDENT JOURNAL GELAGAR Vol. 2 No. 2 (2020): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

Concomitant the times and considering the increasing flow of traffic that will through the Langgaliru Bridge, it is important to plan an alternative structure for the Langgaliru Bridge using prestressed girder beams. Post-Tensioning method in which compressive force is induced into the concrete structure using high strength steel tendons that are embedded in ducts inside the concrete. Tendons stressed after the concrete has been cast and cured until the required compressive strength of the concrete. The number of tendons used is 3 pieces, each tendon consisting of 15 strands. The shear reinforcement used is D 19 - 250, the shear connector used is D 19 - 700, the vertical direction of the explosive break return used is D 10 - 550, the horizontal direction of the clot breaking reinforcement used is D 10 - 550, the vertical direction of the block fracture reinforcement used is D 36 - 60, the horizontal direction of the clot breaking reinforcement used is D 36 – 240.
STUDI ALTERNATIF PERENCANAAN STRUKTUR ATAS FLYOVER MANAHAN DENGAN KONSTRUKSI BOX GIRDER PRATEGANG METODE SPAN-BY-SPAN: Studi kasus : Jalan layang / flyover Manahan, Surakarta, Jawa Tengah NOVANDA ERWAN SAPUTRA; Ester Priskasari; Mohammad Erfan
STUDENT JOURNAL GELAGAR Vol. 2 No. 2 (2020): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

The design of the Manahan flyover uses a prestressed box girder with an external tendon system to streamline the combination of the relatively small volume of concrete and the prestressing force of the tendons so that a relatively small deflection is obtained in the span. The use of prestressed box girders is more profitable than the I-girder beam at a level crossing of the Solo - Yogyakarta railroad track after the Jl. Adi Sucipto - Jl. MT Hariyono towards Jl. Dr. Moewardi, Surakarta City because the method of implementing the I-girder beam causes more traffic jams. Statics analysis uses certain static and segmental implementation methods (span-by-span method) to obtain section properties of the box girder cross section. The rules that the author uses in the calculation are SNI 1725-2016, SNI 2847-2013. The discussion materials include tendon layout planning, loss of prestressed force, control of stress and deflection, box girder-shear reinforcement, and end block. The prestressed cable used is the VSL tendon type GC Grade 270, low relaxation strand type 6-37 units. The results obtained from the pre-stressed box girder planning are used 20 segmentals which are divided into 3 types of segments, namely the pedestal segment, the deviator segment, and the standard segment. Using 12 VSL type GC tendons with 35 strands per tendon. The deflection that occurs is 5.194 cm ( ) and there is no tensile stress.
PERENCANAAN STRUKTUR TAHAN GEMPA BETON BERTULANG : Perencanaan : Gedung Rusunawa Universitas Teknologi Sumbawa Ade Koswandi; Agus Santosa; Ester Priskasari
STUDENT JOURNAL GELAGAR Vol. 2 No. 2 (2020): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

The State Ministry for Public Housing, Housing Provision Work Unit, intends to provide comfortable and safe housing for students, but limited space is an obstacle in itself, the University has a large enough area, so the University of Technology of Sumbawa took the initiative to build Rusunawa (Simple Rental Flats) in the University area. To minimize infrastructure damage and the increase in casualties due to earthquakes, the buildings in the Rusunawa Building, University of Technology, Sumbawa, were designed to use the Special Moment Bearer Frame System (SRPMK). Earthquake loads are designed using the response spectrum which refers to SNI 1726 2019. Modeling and structural analysis uses the 2016 ETABS V.16.2.1 auxiliary program. The design of beam, column, and column beam reinforcement (HBK) is based on SNI 2847 2013. From the calculation results obtained beam B197 with dimensions 30/60 obtained longitudinal / bending reinforcement of left support: upper 5D19, bottom 4D19 and middle 4D16, field reinforcement: top 3D19, bottom 4D19 and middle 4D16, shear reinforcement of plastic hinge area: 4ø10-80 and outer plastic hinge: ø10-120. Column C30 with dimensions of 70/70 and total reinforcement of 28 D25, obtained plastic hinge area shear reinforcement: 4ø12-60, outer area of ​​plastic hinge: 4ø12-140, column joint area: 4ø12-100. Control Design Capacity Σ Mnc ≥ 1.2 Σ Mnb with a value of 4434790293,747 Nmm> 690757290,029 Nmm. From the results of the beam and column planning it can be concluded that: "Strong Column Weak Beam" requirements have been fulfilled. In the bore pile reinforcement with dimensions of 30 cm diameter, 8D16 principal reinforcement and ø10-50 shear reinforcement are obtained.
PENGARUH PENAMBAHAN LIMBAH SERABUT KELAPA PADA CAMPURAN (ASPHLAT TREATED BASE) ATB DITINJAU DARI NILAI PARAMETER MARSHALL TEST Yusril Yahya; Ester Priskasari; Eding Iskak Imananto
STUDENT JOURNAL GELAGAR Vol. 2 No. 2 (2020): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

Increased activity of the oil palm plantation industry in Muara Wahau village, East Kutai Regency, East Kalimantan Province, which has resulted in piles of waste, one of which is palm oil fiber waste. This research carried out the utilization of oil palm fiber waste that has not been optimized with the aim of knowing the effect of adding palm fiber waste to the ATB foundation layer on the characteristic value of the Marshall Test and knowing the feasibility of palm oil fiber waste as an additive to the ATB mixture. The research was conducted by looking for the value of KAO with asphalt content variants of 4%, 4.5%, 5%, 5.5%, and 6% with each of the variations in asphalt content made by 5 specimens, and obtained KAO of 5.43%.The planning for hot mix again used KAO asphalt levels and the addition of palm oil waste with variations in levels of 1.5%, 3%, 4.5% and 6% for each grade made of 3 objects. From the results of the research, the added material for palm oil fiber waste mixed with ATB affects the characteristic value of Marshall significantly. From the results of testing the hypothesis Stability Fcount = 12.71, Flow Fcount = 5.47, VIM Fcount = 3344.49, VMA Fhitung = 3347.46, MQ Fcount = 65.89, VFA Fcount = 3582.70> Ftable = 3.478. And based on the research results, it is stated that palm oil fiber waste is not suitable for use as an added material, because the results of VIM and VFA have decreased which do not meet the requirements of the 2018 Highways Specifications.
STUDI ALTERNATIF GEDUNG ATTIC SHOWROOM SURABAYA: studi : Gedung Attic Showroom Surabaya Menggunakan Shear Wall Oky Deniar Firmana Yuansyah; Bambang Wedyantadji; Ester Priskasari
STUDENT JOURNAL GELAGAR Vol. 2 No. 2 (2020): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

The Surabaya Attic Showroom Building is a multi-storey building located in the city of Surabaya. Currently, the construction of multi-storey buildings is becoming a trend in line with the density of construction, in which the risk due to earthquakes also increases given the sudden earthquake. A shear wall structure was added to this building to assist the frame in resisting lateral forces. The construction of high-rise buildings must be balanced with an understanding of the structural system for earthquake-resistant buildings. To minimize infrastructure damage and increase in casualties due to the earthquake, the Surabaya Attic Showroom building was designed using a Special Moment Bearer Frame System (SRPMK) and Structural Walls. Frames in which the Structural components and joints resist bending, shear and axial forces. The moment frame and structural walls are designated as earthquake-resisting systems in this 12-storey Attic Showroom building. Earthquake loads are designed using a response spectrum that refers to SNI 1726 2019. Structural modeling and analysis uses the 2016 ETABS auxiliary program. The design of the reinforcement for the structure of beams, columns, and beam column relationships (HBK) is based on SNI 2847 2013. As for the design of structural wall reinforcement refers to SNI 2847 2019. Based on the results of analysis and design of structural beams, columns and walls that have been designed to have earthquake resistance. The earthquake resistance can be seen from the fulfillment of the Strong Column Weak Beam condition, namely ΣMnc ≥ 1,2 ΣMnb. The nominal base shear load due to the effect of the design earthquake that is borne by the shear walls holds 74.6016%, and the frame holds 25.3984%
STUDI ALTERNATIF PERENCANAAN STRUKTUR ATAS JEMBATAN MENGGUNAKAN DESAIN A HALF THROUGH ARCH: Studi Kasus : Jembatan Soekarno-Hatta, Kota Malang Wahyu Kurniawan; Ester Priskasari; Sudirman Indra
STUDENT JOURNAL GELAGAR Vol. 2 No. 2 (2020): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

Soekarno-Hatta Bridge in Malang City, which has a level of traffic density in its development until now, has undergone strengthening due to structural fatigue and almost entering the fatigue age of a bridge. With this in view of the fairly dense function of transportation facilities, the Soekarno-Hatta Bridge was built to support access in the city of Malang. In this planning, Soekarno Hatta Bridge is planned using the construction method A Half Through Arch with Hanging Cables in a span of 100 meters without central pillars and the Load and Resistance Factor Design method (DFBK) and refers to the latest SNI rules. This planning is assisted by using thestructural application program StaadPro V8i SS6 to analyze the structure of the bridge.After analyzing the upper structure of this bridge, the dimensions of the steel structure for the main girder were obtained using a WF profile 400.400.45.70, longitudinal girder WF profile 400.200.8.13, transverse girder under profile WF 850.350.16.36, upper transverse girder WF 350.350.12.19, Wire hanging cables 6x37 IWRC Ø38 ropes, 2L 150.150.19 atss wind tie girders, and 2L 250,250.35 downwind bond girders.
STUDI PERENCANAAN STRUKTUR ATAS GEDUNG MENGGUNAKAN SISTEM GANDA (DUAL SYSTEM): Studi Kasus : Gedung Apartemen Begawan Malang Pilar Saktiawan; Ester Priskasari; Mohammad Erfan
STUDENT JOURNAL GELAGAR Vol. 3 No. 1 (2021): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

Indonesia is one of the countries that is very prone to earthquakes, one of the causes is that Indonesia is sandwiched between 3 earth plates which allows a shift between these plates so that it can cause earthquakes. Therefore it is necessary to anticipate efforts to improve the quality of infrastructure development such as high-rise buildings that are designed to be able to withstand the forces of the earthquake that occur in order to minimize structural damage to the building and the presence of casualties. The building to be reviewed is the Begawan Malang apartment building. In connection with this, the authors try to conduct a planning study on the Begawan Malang apartment building using a dual system (Dual System), namely a special moment-bearing frame system and structural or shear walls. In which this paper will focus on the planning of the reinforcement of structural elements of beams, columns and walls as well as knowing the detailed drawings of the reinforcement in the structure of beams, columns, beam column relationships, and shear walls of the plan. Where are the results of the planning, with the reinforcement design obtained on beams with dimensions of 450 mm x 750 mm with longitudinal reinforcement in the right and left support areas, namely 4D29 tensile reinforcement and 3D29 compression reinforcement and in the field area with 2D29 tensile reinforcement and 3D29 compression reinforcement. For column elements with dimensions of 900 mm x 900 mm, longitudinal reinforcement is obtained 28D32 and transverse reinforcement in the plastic hinge area 4 ∅ 12 - 80 mm, the outer area of ​​the plastic hinge: 4 ∅ 12 - 100 mm, and the area of ​​the through connection: 4 ∅ 12 - 100 mm. And the structural wall (shearwall) has dimensions of 4200 mm x 450 mm with 40D32 longitudinal reinforcement and transverse reinforcement in the boundary area ∅ 12 - 120 mm and in the area of ​​the shear wall 12 - 300 mm.
PERANCANGAN ULANG STRUKTUR ATAS JEMBATAN BAJA TIPE SUBDIVIDED WARREN: Studi Kasus : Jembatan Kelutan - Papar Andri yogo; Ester Priskasari; Sudirman Indra
STUDENT JOURNAL GELAGAR Vol. 3 No. 1 (2021): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

The Kelutan - Papar Bridge was built across the Brantas River to connect the Nganjuk and Kediri borders. Intends to redesign the bridge with the title "Redesign of the Upper Structure of the Subdivided Warren Type Steel Bridge on the Kelutan - Papar Bridge". The purpose of this re-planning is as an alternative to the bridge design if there is a redesign of the Kelutan - Papar bridge.Re-planning the upper structure of the bridge from previously using 3 superstructures to 2 superstructure and using 1 pillar, in order to find bridge efficiency. Using the Load and Resistance Factor Design (LRFD) method and refers to the latest SNI rules. This planning is assisted by using the StaadPro V8i SS6 structural application program to analyze the structure of the bridge.The structure of the superstructure of the Subdivided Warren Truss type bridge consists of several main parts, namely the elongated girder with a bolt size of Ø24 mm with a connecting plate L 100 x 100 x 10 mm, a transverse girder and a main bolt measuring Ø24 mm with a connecting plate L 100 x 100 x 10 mm , The connection between the join of the main girder and wind ties with a diameter of Ø24 mm with a plate thickness of 21 mm. As for the results of the planning and analysis obtained, the structure of the structure of the bridge uses WF profiles 350 x 175 x 7 x 11 (longitudinal girder), WF 900 x 300 x 16 x 28 (lower transverse girder), WF 350 x 350 x 12 x 19 (top girder), WF 400 x 400 x 13 x 21 (main girder), 2L 250 x 250 x 25 (wind bond).
PERENCANAAN STRUKTUR BAWAH (ABUTMENT) PADA PEMBANGUNAN JEMBATAN PETAK, KABUPATEN NGANJUK: Studi Kasus : Pembangunan Jembatan Petak, Kabupaten Nganjuk Sandika Prasetyo; Ester Priskasari; Mohammad Erfan
STUDENT JOURNAL GELAGAR Vol. 3 No. 1 (2021): JURNAL GELAGAR
Publisher : TEKNIK SIPIL S-1 ITN MALANG

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Abstract

Borepile foundation is a type of deep foundation, which has several advantages compared to pile foundation. The advantage of the borepile foundation is that it does not provide ground vibrations, can penetrate rocks, and does not cause land level rise, considering that the area around the bridge is a densely populated settlement. With the existing steep river conditions, a strong abutment planning is also required to withstand the soil pressure behind the abutment. This planning aims to determine the dimensions and amount of reinforcement in the abutment and borepile foundation according to the needs. The structural loads of the bridge that work on the abutment refer to SNI-1725-2016 and SNI-2833-2016. The method used to calculate the bearing capacity of the bored pile foundation is the Mayerhoff method. From the planning results, the dimensions of the abutment are 6.5 m high, 6 m wide, and 12 m long. From the calculation results, the basic reinforcement of the abutment body is D29 - 100 with dividing reinforcement D19 - 200 and shear reinforcement D13 - 400. Whereas the x direction pilecap reinforcement is installed with D25 - 125 and the y direction reinforcement D25 - 165 with dividing reinforcement D16 - 200. used is the bored pile foundation D = 80 cm with a depth of 14 m. For the bearing capacity of a single pile foundation Qa = 3896.25 kN while the bearing capacity of the pile group of Qpg = 39411.556 kN. The reinforcement used for the foundation is 14 D22 with spiral reinforcement D12-80. The result of a single pile settlement is 7.14 cm> 8 cm. It can be concluded that the abutment design and bored pile foundation can be used in the construction of the Petak Bridge, Nganjuk Regency.
Co-Authors Ade Koswandi Agus Prajitno Agus Santosa Ahmad Fajar Sofwan Al Imran Andi Afriaziz Andri yogo Annarose Arif Rizky Andika Pratama Armadi Kilimondu Bambang Wedyantadji Deviani Kartika Eding Iskak Imananto Eri Andrian Eri Andrian Yudianto Eri Ardian Y, ST.,MT Guruh Narendra Sukmana Hadi Surya Wibawanto Sunarwadi Ir. Agus Santosa, MT Justino Dos Santos Lorenzo Fernandito Moruk M. Alfin Fikri Mahesa Bayu Permana Mohamad Erfan Mohammad Erfan Muhammad Erfan Nando Risky Rahmadhani Nendro Saktining Sukmoyudho NOVANDA ERWAN SAPUTRA Nusa Sebayang Oky Deniar Firmana Yuansyah Pilar Saktiawan Rendy Setiawan Ang Sandika Prasetyo Sudirman Indra Vega Aditama Vega Aditama Vincentius Ivan Gandhi Wahyu Bangkit Pangestuaji Wahyu Kurniawan Widya Ayu Mayasari Yosimson P Manaha Yusril Yahya Yustika Haning Yustika Hubertha Haning