scholarly journals ANALISIS STRUKTUR JEMBATAN BOX GIRDER DENGAN PENAMPANG KURVA PARABOLIK SINGLE CELL

2019 ◽  
Vol 2 (3) ◽  
pp. 255
Author(s):  
Jason Ongkosurya ◽  
FX Supartono
Keyword(s):  
Single Cell ◽  
Box Girder ◽  
Post Tension

Box Girder adalah salah satu kompenen penting dari sekian banyak komponen struktur dari pembuatan jembatan segmental box girder yang berperan dalam menyalurakan gaya yang diterima dari lapisan perkerasan ke pier (kolom). Bentuk dari box girder sangat mempengaruhi ketahanan dan kekuatan dari suatu jembatan, serta effisiensi dari jembatan. Merubah bentuk dari box girder akan mempengaruhi inersia, beban sendiri, perletakan tendon. Yang menjadi komponen utama dalam perancangan jembatan post – tension box girder. Dengan bantuan program MIDAS CIVIL 2019 akan dianalisa  gaya, berat sendiri. Lendutan dan jumlah tendon yang terjadi serta perubahannya akibat perubahan bentuk box girder.

Design of the Murray and Wolverine River rail bridges

1984 ◽  
Vol 11 (4) ◽  
pp. 701-708 ◽  
Author(s):  
G. W. Taylor
Keyword(s):  
Single Cell ◽  
Key Words ◽  
Continuous Steel ◽  
Box Girder ◽  
Railway Bridges ◽  
Branch Line ◽  
Steel Box Girder ◽  
Deck Plate ◽  
Bridge Steel

This paper describes the design of the Murray and Wolverine River rail bridges, two of the largest river crossings on British Columbia's Tumbler Ridge branch line. These unique railway bridges feature a single-cell, continuous steel box girder superstructure supported by pairs of steel delta legs. The top flange of the box girder is an orthotropic deck plate that is a part of the ballast containment trough. Stability of the delta legs is provided by posttensioning of their bases to the concrete substructure. Key words: rail bridge, steel box girder, steel delta legs, orthotropic deck, posttensioning.

Elastic behaviour of composite box girder bridges

1980 ◽  
Vol 7 (3) ◽  
pp. 492-501
Author(s):  
Karl Van Dalen ◽  
Sanivarapu V. Narasimham
Keyword(s):  
Single Cell ◽  
Elastic Behaviour ◽  
Structural Behaviour ◽  
Box Girders ◽  
Box Girder Bridges ◽  
Box Girder ◽  
Girder Bridges ◽  
Steel Sections ◽  
Observed Behaviour ◽  
Steel Section

The experimentally observed behaviour of five, one-twelfth scale, wide-flange single-cell composite steel–concrete box girders with both box- and trough-shaped steel sections is described and compared with the behaviour predicted by a folded plate analysis.The folded plate method accurately predicts the elastic strains in such girders when subjected to uniformly distributed load but seriously underestimates the elastic deflections.No significant differences were observed between the structural behaviour of composite box girders with a closed box steel section and girders with a trough-shaped steel section.Aspects of the design of single-cell composite box girders where existing standards result in satisfactory structural behaviour are identified. Tentative design guides are proposed for some aspects of the design of such girders where no guidelines appear to exist at present.

Transverse Shearing Strain Energy Calculation of Single Cell Box Girder

2010 ◽  
Vol 163-167 ◽  
pp. 1044-1052
Author(s):  
Jia Jian Zhao ◽  
De Min Wei
Keyword(s):  
Single Cell ◽  
Cross Section ◽  
Cross Sections ◽  
Calculation Method ◽  
Strain Energy ◽  
Energy Calculation ◽  
Box Girder ◽  
Calculation Results ◽  
Side Walls ◽  
Shearing Strain

Both the increasingly-thin walls of box girder cross-sections and the super-loads from trains or track vehicles make the behavior research on diaphragms and side walls become particularly important. According to the deformation of single cell box girder cross-section, the displacement parameters were designed, and the displacement modes of cross-section distortion angles were deduced. The schematic plans of diaphragms and side walls were simulated by rigid frames or plates. Both the shearing strain energy and the shearing stiffness of diaphragms and side walls were deduced on the basis of the principles of mechanics and finite element. The results show that the shearing strain energy increases with the displacement by a power function. And the method calculation results are close to the commercial FE software calculation results, which show that the calculation method of single cell box girder presented in this paper is correct and reliable. The calculation method is simpler than the commercial FE software calculation method. In the calculation method, whether diaphragms and side walls are calculated separately or calculated as some parts of the box girder or the vehicle - bridge system, the calculation precision of diaphragms and side walls remains unchanged.

scholarly journals Distributed Deformation Monitoring for a Single-Cell Box Girder Based on Distributed Long-Gage Fiber Bragg Grating (LFBG) Sensors

2018 ◽  
Author(s):  
Sheng Shen ◽  
Shao-fei Jiang
Keyword(s):  
Single Cell ◽  
Fiber Bragg Grating ◽  
Maximum Error ◽  
Deformation Monitoring ◽  
Strain Sensors ◽  
Bragg Grating ◽  
Shear Lag ◽  
Box Girder ◽  
Hollow Beam ◽  
Lag Effect

Distributed deformation based on Fiber Bragg Grating sensors or other kinds of strain sensors can be used to evaluate safety in operating periods of bridges. However, most of the published researches about distributed deformation monitoring are focused on solid rectangular beam rather than box girder—a kind of typical hollow beam widely employed in actual bridges. Considering that the entire deformation of a single-cell box girder contains not only bending deflection but also two additional deformations respectively caused by shear lag and shearing action, this paper again revises the improved conjugated beam method (ICBM) based on the LFBG sensors to satisfy the requirements for monitoring two mentioned additional deformations. The best choice for the LFBG sensor placement in box gilder is also proposed in this paper due to strain fluctuation on flange caused by shear lag effect. Results from numerical simulations show that most of the theoretical monitoring errors of the revised ICBM are 0.3%~1.5%, and the maximum error is 2.4%. A loading experiment for a single-cell box gilder monitored by LFBG sensors show that most of the practical monitoring errors are 6%~8%, and the maximum error is 11%.

scholarly journals Distributed Deformation Monitoring for a Single-Cell Box Girder Based on Distributed Long-Gage Fiber Bragg Grating Sensors

Sensors ◽  
2018 ◽  
Vol 18 (8) ◽  
pp. 2597 ◽  
Author(s):  
Sheng Shen ◽  
Shao-Fei Jiang
Keyword(s):  
Single Cell ◽  
Fiber Bragg Grating ◽  
Maximum Error ◽  
Deformation Monitoring ◽  
Bragg Grating ◽  
Shear Lag ◽  
Box Girders ◽  
Box Girder ◽  
Hollow Beam ◽  
Fiber Bragg Grating Sensors

Distributed deformation based on fiber Bragg grating sensors or other kinds of strain sensors can be used to monitor bridges during operation. However, most research on distributed deformation monitoring has focused on solid rectangular beams rather than box girders—a kind of typical hollow beam widely employed in actual bridges. The deformation of a single-cell box girder contains bending deflection and also two additional deformations respectively caused by shear lag and shearing action. This paper revises the improved conjugated beam method (ICBM) based on the long-gage fiber Bragg grating (LFBG) sensors to satisfy the requirements for monitoring the two additional deformations in a single-cell box girder. This paper also proposes a suitable LFBG sensor placement in a box girder to overcome the influence of strain fluctuation on the flange caused by the shear lag effect. Results from numerical simulations show that the theoretical monitoring errors of the revised ICBM are typically 0.3–1.5%, and the maximum error is 2.4%. A loading experiment for a single-cell box gilder monitored by LFBG sensors shows that most of the practical monitoring errors are 6–8% and the maximum error is 11%.

scholarly journals DESIGN OF PONDOK NONGKO BRIDGE BANYUWANGI USING BOX GIRDER

2019 ◽  
Vol 3 (1) ◽  
pp. 38
Author(s):  
Arifa An Nuur ◽  
Dewi Junita Koesoemawati ◽  
Winda Tri Wahyuningtyas
Keyword(s):  
Reinforced Concrete ◽  
Prestressed Concrete ◽  
Precast Concrete ◽  
Tidal Flow ◽  
Box Girder ◽  
Main Structure ◽  
Concrete Box Girder ◽  
Post Tension ◽  
Main Girder ◽  
O 10

Pondok Nongko bridge is a bridge that connects between Sukojati and Pondok Nongko villages in Kabat district Banyuwangi regency. This research aims to design the Pondok Nongko bridge by using a box girder as the main structure. This bridge is designed 50 m long, which consists of tidal flow in which each wide is 3,5 meters. The main structure of the Pondok Nongko bridge is redesign using precast prestressed concrete box girder, while the selected prestress method is the post-tension method. The basic planning refers to the SNI T-12-2004 and the calculation of load based on SNI 1725-2016. According to the calculation result, it is known the main girder is using precast concrete box girder as high as 2,5 m with 2,5 m span using four cable type 5-4 super wire strands of ASTM-A-416-06 grade 270. The pedestrian barrier consists of two pipes using circular hollow sections profile Ø 139,8 mm BJ-37, WF 200.200.8.12 steel column with 500 height, and reinforced concrete parapet with 25 cm thickness and 50 cm height. The landing plate uses steel with a size of 10x10x1 cm using bolt 8 Ø 10 mm. Protostar slab uses reinforced concrete with 25 cm thickness. The total loss of prestressing is 15,439 %. Therefore, this bridge has 53,585 mm ↓ deflection. Jembatan Pondok Nongko adalah jembatan penghubung Desa Sukojati dan Desa Pondok Nongko yang berada di Kecamatan Kabat, Kabupaten Banyuwangi. Jembatan Pondok Nongko ini akan direncanakan dengan bentang 50 meter yang terdiri dari 2 lajur 2 arah dengan lebar lajur per arahnya 3,5 meter. Struktur atas Jembatan Pondok Nongko akan direncanakan menggunakan box girder pracetak beton pratekan sementara metode prategang menggunakan metode pascatarik (post-tension method). Dasar-dasar perencanaan yang digunakan mengacu pada peraturan perencanaan struktur beton untuk jembatan SNI T-12- 2004 dan pembebanan jembatan SNI 1725-2016. Berdasarkan perencanaan yang telah dilakukan, diperoleh gelagar utama yang digunakan adalah precast concrete box girder setinggi 2,5 m dengan panjang span 2,5 m dan menggunakan 4 tendon jenis 5-43 wire super strands ASTM-A-416-06 grade 270. Sandaran terdri dari dua buah pipa sandaran menggunakan profil circular hollow sections Ø 139,8 mm BJ 37, tiang sandaran mengunakan profil baja WF 200.200.8.12 setinggi 50 cm dan dinding sandaran menggunakan beton bertulang dengan tebal 25 cm setinggi 50 cm. Plat landas direncanakan menggunakan plat baja dengan ukuran 10x10x1 cm dengan menggunakan 8 baut Ø 10 mm. Trotoar menggunakan beton bertulang dengan tebal 25cm. Kehilangan prategang yang terjadi adalah 15,239 %. Sementara, lendutan total yang terjadi 53,535 mm ↓.

Sign in / Sign up

Export Citation Format

Share Document