PRAMUDJI, TRESNA INSAN (2023) ANALISIS PERBANDINGAN LOSS OF PRESTRESS PCI GIRDER DENGAN LINTASAN TENDON STRAIGHT PARABOLIC PARABOLIC DAN LINTASAN TENDON STRAIGHT STRIANGLE PARABOLIC PADA SISTEM POST-TENSIONED BERDASARKAN ULTIMATE STRENGTH DESIGN. (STUDI KASUS JEMBATAN PROYEK PEMBANGUNAN JALAN TOL CIBITUNGCILINCING SEKSI 4). S1 thesis, Universitas Mercu Buana Bekasi.
|
Text
01 Cover .pdf Download (530kB) | Preview |
|
|
Text
02 Abstrak.pdf Download (114kB) | Preview |
|
![[img]](https://repository.mercubuana.ac.id/style/images/fileicons/text.png) |
Text
03 Bab 1.pdf Restricted to Registered users only Download (99kB) |
|
|
Text
04 Bab 2.pdf Restricted to Registered users only Download (1MB) |
|
|
Text
05 Bab 3.pdf Restricted to Registered users only Download (668kB) |
|
|
Text
06 Bab 4.pdf Restricted to Registered users only Download (4MB) |
|
|
Text
07 Bab 5.pdf Restricted to Registered users only Download (13kB) |
|
|
Text
08 Daftar Pustaka.pdf Restricted to Registered users only Download (79kB) |
|
|
Text
09 Lampiran.pdf Restricted to Registered users only Download (1MB) |
Abstract
ABSTRAK Judul: Analisis Perbandingan Loss Of Prestress Pci Girder Dengan Lintasan Tendon Straight Parabolic Parabolic Dan Lintasan Tendon Straight Triangle Parabolic Pada Sistem Post-Tensioned Berdasarkan Ultimate Strength Design (Studi Kasus Jembatan Proyek Pembangunan Jalan Tol Cibitung-Cilincing Seksi 4), Nama: Tresna Insan Pramudji, Nim: 41119210031, Dosen Pembimbing: Ivan Jansen Saragih S.T., M.T. (2023). Jalan Tol Cibitung-Cilincing (Seksi 4) merupakan salah satu proyek konstruksi dibidang transportasi yang bertujuan untuk mempermudah mobilisasi kendaraan dalam bidang industri, dimana kendaraan yang dominan melewati jalan tol ini merupakan kendaraan golongan 2 sampai 5. Pada penelitian ini jenis jembatan penghubung menggunakan PCI Girder dengan bentang 50m dan tinggi 2,1m yang berlokasi di BKT Timur, dimana salah satu hal yang perlu diperhatikan pada jembatan ini yaitu girder yang merupakan penopang beban diatasnya. Pada girder kehilangan prategang pada tendon merupakan suatu hal yang perlu diperhatikan karena akan berdampak pada kekuatan girder tersebut dalam menahan beban. Dimana kehilangan prategang dapat terjadi berdasarkan dua kejadian yaitu secara langsung sesaat setelah proses penarikan dilakukan, seperti: friksi, perpendekan elastis, dan slip pada baji angkur, dan terjadi seiring dengan berjalannya waktu, seperti: relaksasi pada baja, susut, dan rangkak beton. Tahap perencanaan pada penelitian ini meliputi penentuan dimensi penampang, pembebanan struktur jembatan yang mengacu pada SNI 1725-2016, letak aman tendon, perhitungan kehilangan prategang berdasarkan masing-masing bentuk lintasannya, tegangan dan lendutan yang terjadi pada girder, serta penentuan tulangan yang diperlukan pada girder tersebut, dan penggambaran. Hasil penelitian didapatkan girder dengan mutu fc= 71 MPa dan saat stressing fci 85%.fc, digunakan tiga buah tendon dengan eksentrisitas maksimal emaks = 898,08 mm, dengan masing-masing tendon terdiri dari 25 buah kawat untai yang berdiameter 15,24 mm spesifikasi VSL. Gaya prategang awal sebesar Pi =16069,66 kN kN, dan prategang efektif pada lintasan tendon parabola Pe =13744,38 kN dengan total kehilangan prategang sebesar 37,2%, prategang efektif pada lintasan tendon segitiga Pe =14729,45 kN dengan total kehilangan prategang sebesar 10,5%, dan prategang efektif pada lintasan tendon lurus Pe =14697,31 kN dengan total kehilangan prategang sebesar 15,1%. Nilai tegangan saat beban layan pada lintasan tendon parabola, parabola, lurus, pada bagian atas sebesar -36,53 MPa dengan batas ijin sebesar -42,6 MPa, dan pada bagian bawah sebesar 0,15 MPa dengan batas ijin sebesar 4,2 MPa, sehinggan penampang dalam keadaan aman dan tidak retak. Sementara nilai tegangan saat beban layan pada lintasan tendon parabola, segitiga, lurus, pada bagian atas sebesar -36,21 MPa dengan batas ijin sebesar -42,6 MPa, dan pada bagian bawah sebesar -0,95 MPa dengan batas ijin sebesar 4,2 MPa, sehinggan penampang dalam keadaan aman dan tidak retak. Momen ultimit pada lintasan tendon parabola, parabola, lurus akibat kombinasi pembebanan (Mu) sebesar 19370,75 kNm dan momen ultimit balok prategang (∅Mn) sebesar 81435,60 kNm dan Momen ultimit pada lintasan tendon parabola, segitiga, lurus akibat kombinasi pembebanan (Mu) sebesar 19370,75 kNm dan momen ultimit balok prategang (∅Mn) sebesar 74820,5 kNm. Tulangan yang dibutuhkan pada girder tersebut yaitu tulangan longitudinal tekan 4D32, tulangan longitudinal tarik 4D32, tulangan spalling 2D16+2D13 dengan jarak 150mm, tulangan bursting 2D16+2D13 dengan jarak 100mm, tulangan vertikal 5D16+5D13 dengan jarak 100mm, tulangan geser D16-600. Kata Kunci : Beton, Beton Prategang, PCI Girder, Lintasan Tendon, Kehilangan Prategang. ABSTRACT The title is "Analysis of Comparison of Loss of Prestress of PCI Girder with Straight Parabolic Parabolic Tendon Path and Straight Triangle Parabolic Tendon Path on the Post-Tensioned System Based on Ultimate Strength Design (Case Study of CibitungCilincing Toll Road Project Section 4)". The author's name is Tresna Insan Pramudji, student ID is 41119210031, and the supervisor is Ivan Jansen Saragih S.T., M.T. (2023). The Cibitung-Cilincing Toll Road (Section 4) is one of the construction projects in the transportation field which aims to facilitate the mobility of vehicles in the industrial field, where the dominant vehicles passing through this toll road are vehicles in group 2 to 5. In this research, the type of bridge used is PCI Girder with a span of 50m and height of 2.1m located in BKT Timur, where one of the things that need to be considered on this bridge is the girder which is the load bearing support above it. In the girder, the loss of prestress in the tendon is something that needs to be considered because it will have an impact on the strength of the girder in holding the load. Where the loss of prestress can occur based on two occurrences, namely directly after the pulling process is done, such as: friction, elastic shortening, and slip at the anchorage, and occurs as time goes by, such as: relaxation in the steel, shrinkage, and concrete creep. The planning stage in this research includes determining the dimensions of the cross section, the structure loading of the bridge which refers to SNI 1725-2016, the safe location of the tendon, the calculation of the loss of prestress based on each form of its path, the stress and strain that occurs on the girder, as well as determining the reinforcement needed on the girder, and drawing. The results of the study obtained a girder with fc quality = 71 MPa and at stressing fci 85%. fc, three tendons were used with a maximum eccentricity emaks = 898.08 mm, with each tendon consisting of 25 strands of wire with a diameter of 15.24 mm VSL specifications. The initial prestressing force is Pi = 16069.66 kN kN, and the effective prestressing on the parabolic tendon track is Pe = 13744.38 kN with a total prestressing loss of 37.2%, the effective prestressing on the triangular tendon track is Pe = 14729.45 kN with a total loss of prestress of 10.5%, and the effective prestress in the straight tendon path is Pe = 14697.31 kN with a total loss of prestress of 15.1%. The stress value at service load on the parabolic, parabolic, straight tendon path, at the top, is -36.53 MPa with an allowable limit of -42.6 MPa, and at the bottom, it is 0.15 MPa with an allowable limit of 4.2 MPa, so that the cross section is safe and not cracked. While the stress value at service load on the parabolic, triangular, straight tendon path, at the top is -36.21 MPa with an allowable limit of -42.6 MPa, and at the bottom is -0.95 MPa with an allowable limit of 4. 2 MPa, so that the cross section is safe and not cracked. The ultimate moment on the parabolic, parabolic, straight tendon trajectory is due to the loading combination (Min) of 19370.75 kNm and the ultimate moment of the prestressed beam (∅Mn) of 81435.60 kNm, and the ultimate moment on the parabolic, triangular, straight tendon path is due to the combination of loading (Min) of 19370.75 kNm and the ultimate moment of the prestressed beam (∅Mn) of 74820.5 kNm. The reinforcement required for these girders is 4D32 compression longitudinal reinforcement, 4D32 tensile longitudinal reinforcement, 2D16+2D13 spalling reinforcement with 150mm spacing, 2D16+2D13 bursting reinforcement with 100mm spacing, 5D16+5D13 vertical reinforcement with 100mm spacing, and D16-600 shear reinforcement. Keywords: Concrete, Prestressed Concrete, PCI Girder, Tendon Path, Loss Of Prestressed.
| Item Type: | Thesis (S1) |
|---|---|
| Call Number CD: | FT/SIP 23 024 |
| NIM/NIDN Creators: | 41119210031 |
| Uncontrolled Keywords: | Beton, Beton Prategang, PCI Girder, Lintasan Tendon, Kehilangan Prategang |
| Subjects: | 600 Technology/Teknologi > 620 Engineering and Applied Operations/Ilmu Teknik dan operasi Terapan > 624 Civil Engineering/Teknik Sipil |
| Divisions: | Fakultas Teknik > Teknik Sipil |
| Depositing User: | siti maisyaroh |
| Date Deposited: | 15 May 2023 07:42 |
| Last Modified: | 15 May 2023 07:42 |
| URI: | http://repository.mercubuana.ac.id/id/eprint/77114 |
Actions (login required)
 |
View Item |
