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Dissertations / Theses on the topic 'Girders – Design and construction'

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Published: 10 December 2022

Last updated: 28 January 2023

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1

Jimenez, Chong Juan Manuel. "Construction engineering of steel tub-girder bridge systems for skew effects." Diss., Georgia Institute of Technology, 2012. http://hdl.handle.net/1853/43583.

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The torsional rigidity of tub-girder makes them ideal for use in curved bridges. The use on skewed support applications by bridge designers is limited as the behavior is complex and requires the use of advanced analysis tools. In consequence, a simplified analysis method to account for the effects of skew on tub-girder twist rotations and internal torques and how these affect the internal component forces was proposed. The combined effects of skew and curvature are studied by examining the results for analysis with different levels of sophistication for 18 representative bridges. The data generated constitutes the first systematic study on a large set of curved and skewed tub-girder bridges using consistent, refined 3D FEA models to model construction forces and deformations. Comparisons of the simplified analysis method to the refined 3D FEA analysis display the limitations of the simplified analysis and present potential sources of error. Furthermore, the results from the 3D FEA helped identify interactions between components and, therefore, an improved simplified procedure was proposed to account for the effects of the resulting increased stresses. In addition, the bridge erection procedures are discussed and specific examples illustrating the calculation of the fit-up forces is presented. These findings provided additional tools for the analysis process and erection engineering to account for the effects of skew. Lastly, further research needs considering the analysis of additional loading conditions and construction procedures are described.

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2

Savic, Vesna. "Design optimization of thin-walled composite beams /." Thesis, Connect to this title online; UW restricted, 2000. http://hdl.handle.net/1773/7036.

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3

Richie, Matthew. "Fatigue Behavior of FRP-Reinforced Douglas-Fir Glued Laminated Bridge Girders." Fogler Library, University of Maine, 2003. http://www.library.umaine.edu/theses/pdf/RichieMC2003.pdf.

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4

Saber, Aziz. "High performance concrete : behavior, design, and materials in pretensioned AASHTO and NU girders." Diss., Georgia Institute of Technology, 1998. http://hdl.handle.net/1853/19095.

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5

Zhu, Jihua. "Behaviour and design of aluminum alloy structural members." Click to view the E-thesis via HKUTO, 2006. http://sunzi.lib.hku.hk/hkuto/record/B37201888.

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6

Zhu, Jihua, and 朱繼華. "Behaviour and design of aluminum alloy structural members." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2006. http://hub.hku.hk/bib/B37201888.

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7

Phoawanich, Narin. "Development of unified equations for design of curved and straight steel bridge I griders." Diss., Georgia Institute of Technology, 2001. http://hdl.handle.net/1853/20680.

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8

Almer, Kevin L. "Longitudinal seismic performance of precast girders integrally connected to a cast-in-place bentcap." abstract and full text PDF (UNR users only), 2008. http://0-gateway.proquest.com.innopac.library.unr.edu/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:3339092.

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9

Crane, Charles Kennan. "Shear and shear friction of ultra-high performance concrete bridge girders." Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/34745.

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Ultra-High Performance Concrete (UHPC) is a new class of concrete characterized by no coarse aggregate, steel fiber reinforcement, low w/c, low permeability, compressive strength exceeding 29,000 psi (200 MPa), tensile strength ranging from 1,200 to 2,500 psi (8 to 17 MPa), and very high toughness. These properties make prestressed precast UHPC bridge girders a very attractive replacement material for steel bridge girders, particularly when site demands require a comparable beam depth to steel and a 100+ year life span is desired. In order to efficiently utilize UHPC in bridge construction, it is necessary to create new design recommendations for its use. The interface between precast UHPC girder and cast-in-place concrete decks must be characterized in order to safely use composite design methods with this new material. Due to the lack of reinforcing bars, all shear forces in UHPC girders have to be carried by the concrete and steel fibers. Current U.S. codes do not consider fiber reinforcement in calculating shear capacity. Fiber contribution must be accurately accounted for in shear equations in order to use UHPC. Casting of UHPC may cause fibers to orient in the direction of casting. If fibers are preferentially oriented, physical properties of the concrete may also become anisotropic, which must be considered in design. The current research provides new understanding of shear and shear friction phenomena in UHPC including: *Current AASHTO codes provide a non-conservative estimate of interface shear performance of smooth UHPC interfaces with and without interface steel. *Fluted interfaces can be created by impressing formliners into the surface of plastic UHPC. AASHTO and ACI codes for roughened interfaces are conservative for design of fluted UHPC interfaces. *A new equation for the calculation of shear capacity of UHPC girders is presented which takes into account the contribution of steel fiber reinforcement. *Fibers are shown to preferentially align in the direction of casting, which significantly affects compressive behavior of the UHPC.

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10

Lam, Wai-yin, and 林慧賢. "Experimental study on embedded steel plate composite coupling beams." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2003. http://hub.hku.hk/bib/B26643352.

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11

Al-Shaleh, Khaled. "Optimum design of straight steel box girder bridges." Diss., Georgia Institute of Technology, 1993. http://hdl.handle.net/1853/15373.

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12

Dykas, Julia Catherine. "Behavior during construction of ramp B over I-40 in Nashville, TN." Thesis, Georgia Institute of Technology, 2012. http://hdl.handle.net/1853/43711.

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The construction of curved I-girder bridges generally requires detailed attention to the steel erection plan as well as the deck placement sequence. There is limited quantitative information available on the performance of large curved bridges under construction. This study seeks to address this limitation through the study of a curved ramp I-girder bridge. The bridge under study is the last of several bridges needed to complete the interchange between I-40 and Briley Parkway (TN SR155) in western Nashville, TN. The study consists of three parts. First, the bridge was instrumented and its behavior during construction was monitored using vibrating wire strain gages, clinometers, and a robotic total station. Through these technologies it was possible to monitor changes in strain/stress, angle of rotation, and deflections throughout the girder erection, installation of concrete formwork, and concrete placement. Second, a static load test of the completed bridge was conducted using ten trucks loaded to a total weight of 72 kips each, during which measurements of the stress/strain and deflections were acquired. Finally, the collected data was compared to analytical results obtained from a 3D finite element analysis (FEA) model to assess the correlation between measurements and refined analytical predictions. The refined 3D FEA predictions are used as a baseline for evaluation of various simplified analysis methods in a parallel National Cooperative Highway Research Program project, NCHRP 12-79, Guidelines for Analytical Methods and Construction Engineering of Curved and Skewed Steel Girder Bridges. Overall, the comparisons show that the 3D FEA model provides a reasonable approximation of the bridge's behavior in terms of both stresses and deflections.

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13

BOLDUC, MATTHEW W. "USE OF CARBON FIBER REINFORCED POLYMER PLATES FOR REPAIR OR RETROFIT OF PRESTRESSED AND REINFORCED CONCRETE GIRDERS." University of Cincinnati / OhioLINK, 2003. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1046870127.

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14

Nguyen, Thanh Van. "Fit condition and fit-up behavior - Impact on design and construction of steel I-girder bridges." Diss., Georgia Institute of Technology, 2015. http://hdl.handle.net/1853/54309.

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This research provides quantitative data to aid engineers in the selection of various attributes to facilitate fit-up during I-girder bridge construction. Concepts and procedures for explicit calculation of locked-in forces due to cross-frame detailing are developed and discussed. Fit-up forces are evaluated and discussed for a suite of bridge cases analyzed in this research. Bridge cases with difficult fit-up are highlighted. Recommendations for erection procedures are provided to facilitate fit-up. The research investigates and recommends beneficial staggered cross-frame framing arrangements that are applicable to straight skewed bridges, framing arrangements with liberal offsets around bearing lines at interior pier in continuous spans bridges, and the use of staggered versus lean-on cross-frame arrangements in straight skewed bridges. The research also addresses the impacts of cross-frame detailing methods, that is, the “fit condition” of the structure, on cross-frame forces, girder elevations, girder layovers, girder stresses, and vertical reactions in the completed bridges.

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15

Warmoth, Francis James. "Floor Vibrations: Girder Effective Moment of Inertia and Cost Study." Thesis, Virginia Tech, 2002. http://hdl.handle.net/10919/41005.

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Studies on the effective moment of inertia of girders that support concrete slabs using joist seats as the horizontal shear connections, and a cost efficiency analysis comparing composite and non-composite floor systems that meet vibrations design standards, were conducted. The first study was undertaken because over-prediction of girder effective moment of inertia was the suspected cause of several recent vibration problems in floors supported by widely spaced LH-series joists. Eight purpose-built floors of the type in question were subjected to experimental tests of girder effective moment of inertia and girder frequency. Frequencies were tested for two live loading cases. Three separate test configurations were made with each floor by changing the seat-to-girder connections between bolted, welded, and reinforced. In the study, 1) the accuracy of the current design practice is assessed, 2) a new relationship was proposed, and 3) suggestions for finite element modeling are made. In recent years, composite construction has been used to improve cost efficiency by reducing structural weight and in some cases by reducing story height. However, vibration problems are a design consideration in composite floors because lighter floors tend to be more lively. It is not clear if cost savings can be made with composite construction if vibrations are considered in the design. To compare the cost of composite and non-composite floors that satisfy AISC/CISC Design Guide criterion for walking excitation, four typical size bays were analyzed using commercial design software that finds the least expensive member configuration for a given bay size. All acceptable bay configurations of member sizes and spacing were evaluated for least non-composite and composite costs, then these results were compared. The findings show that composite construction can be more economical when initial dead load deflections do not control the design.
Master of Science

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16

Hartnagel, Bryan A. "Inelastic design and experimental testing of compact and noncompact steel girder bridges /." free to MU campus, to others for purchase, 1997. http://wwwlib.umi.com/cr/mo/fullcit?p9841147.

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17

Bausch, Ulrich Karl. "A finite element meshing method for the analysis of posttensioned concrete box girder bridges." Thesis, Georgia Institute of Technology, 1988. http://hdl.handle.net/1853/20678.

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18

Spittka, Berndt F. (Berndt Friedrich) 1980. "Analysis of headless shear stud connections." Massachusetts Institute of Technology, 2012. http://hdl.handle.net/1721.1/74404.

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Thesis (S.M.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2012.
Cataloged from PDF version of thesis.
Includes bibliographical references (p. 115-117)
Highway bridges are exposed to numerous elemental and loading issues that are extremely difficult for a designer to anticipate and account for during design. The current state of practice is to design a bridge deck for a certain life span and then turn the bridge over to maintenance personnel who attempt to prolong the life of the deck through a variety of repair and rehabilitation measures. These repair measures are rarely, if ever, considered during the design process of the bridge deck. Numerous researchers have looked at making bridges, specifically decks, more repairable. The majority of these research efforts have focused on the bridge deck system as a whole. Other researchers have looked at individual elements of the bridge deck to girder connection to see if the required strength could be achieved while making the connections easier to take apart. One of the main components in the bridge deck to girder system is the steel shear stud connection, which is used to create composite action between the deck and the girder. Numerous researchers have studied this connection from a strength perspective, and the strength equations for the shear connection have been codified. Shear connections using headless studs have been researched as well, but always as a part of a larger deck to girder connection system. The headless stud has never been researched to see how it responds to a shear loading. This study looks at headless studs with varying levels of debonding along the stud shaft to analyze the impact on the load resistance that the levels of debonding would have. Granular materials for the shear transfer of load are also looked at. The results show that, as expected, the headless, debonded shear studs can carry less load than a bonded stud, but the difference in load carrying capacity is within the suggested over-estimation range of the codes that other researchers have suggested. These results suggest that the use of headless, debonded shear studs in a deck to girder connection is a feasible way to make that connection more repairable.
Funded by the U.S. Dept. of the Army.
by Berndt F. Spittka
S.M.

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19

Linzell, Daniel Gattner. "Studies of a full-scale horizontally curved steel I-girder bridge system under self-weight." Diss., Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/18342.

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20

Senthilvasan, Jeevanandam. "Dynamic response of curved box girder bridges." Thesis, Queensland University of Technology, 1997.

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21

Herman, Reagan Sentelle. "Behavior of stiffened compression flanges of trapezoidal box girder bridges." Access restricted to users with UT Austin EID Full text (PDF) from UMI/Dissertation Abstracts International, 2001. http://wwwlib.umi.com/cr/utexas/fullcit?p3035950.

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22

Jung, Se-Kwon. "Inelastic Strength Behavior of Horizontally Curved Composite I-Girder Bridge Structural Systems." Diss., Georgia Institute of Technology, 2006. http://hdl.handle.net/1853/11618.

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This research investigates the strength behavior of horizontally curved composite I-girder bridge structural systems, and the representation of this behavior by the AASHTO (2004b) LRFD provisions. The primary focus is on the design of a representative curved composite I-girder bridge tested at the FHWA Turner-Fairbank Highway Research Center, interpretation of the results from the testing of this bridge, including correlation with extensive linear and nonlinear finite element analysis solutions, and parametric extension of the test results using finite element models similar to those validated against the physical tests. These studies support the potential liberalization of the AASHTO (2004b) provisions by the use of a plastic moment based resistance, reduced by flange lateral bending effects, for composite I-girders in positive bending.

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23

Hindi, Waleed A. "Behaviour and design of stiffened compression flanges of steel box girder bridges." Thesis, University of Surrey, 1991. http://epubs.surrey.ac.uk/843763/.

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The objective of the work reported in this thesis is to study the behaviour of stiffened compression flanges of steel box girder bridges. Various collapse modes and many different parameters that effect the behaviour of the stiffened panels which make up the flanges have been considered. In order to achieve this, a series of three parametric studies have been carried out using a finite element package (LUSAS), which allows for both material and geometric non-linearities. The aim of the work was, in the main, to provide a datum for assessing design recommendations being prepared for the ECCS (European Convention for Constructional Steelwork), and to help in their development. The recommendations were developed as part of this research programme. The first parametric study looked at a range of isolated stiffened panels subjected to uniform uniaxial compression, representing the compression flange of a box girder subjected to pure moment. This validated the basic requirements within the recommendations for the strength of longitudinally stiffened flange panels. The second study was aimed at examining the effect of the shear flexibility of the flange of a girder loaded by vertical shear. In order to study the influence of this flexibility which results in a lag in stresses across the box width relative to the edges (shear lag), finite element results were generated for panels loaded along their longitudinal edges by in-plane uniform shear stress. A new model has been established from these results to predict the effect of shear lag. The model consists of two equations. The first is concerned with the prediction of the elastic shear lag effective breadth ratio while the second is concerned with the effect of shear lag at collapse. The latter is substantially different because of the ability for plastic redistribution of direct stress to occur across the flange prior to collapse. Finally, a third study looked at the forces on, and the behaviour of the cross-frames in orthogonally stiffened flanges. The results of the study showed that the flange applied a more complex lateral load distribution to these stiffeners than currently considered in design practice with, for some parameters, substantially higher load levels than required in the strength requirement of the British code for the design of bridges. A modification is proposed to the rules to provide transverse stiffeners which satisfy both stiffness and strength considerations.

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24

Widjaja, Matius Andy. "The Influence of the Recommended LRFD Guidelines for the Seismic Design of Highway Bridges on Virginia Bridges." Thesis, Virginia Tech, 2003. http://hdl.handle.net/10919/31453.

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The influence of the recommended LRFD Guidelines for the seismic design of highway bridges in Virginia was investigated by analyzing two existing bridges. The first bridge has prestressed concrete girders and is located in the Richmond area. The second bridge has steel girders and is located in the Bristol area. The analysis procedure for both bridges is similar. First the material and section properties were calculated. Then the bridge was modeled in RISA 3D. Live and dead load were imposed on the bridge to calculate the cracked section properties of the bridge. The period of vibration of the bridge was also calculated. After the soil class of the bridge was determined, the design response spectrum curve of the bridge was drawn. The spectral acceleration obtained from the design spectrum curve was used to calculate the equivalent earthquake loads, which were applied to the superstructure of the bridge to obtain the earthquake load effects. Live and dead loads were also applied to get the live and dead load effects. The combined effects of the dead, live and earthquake loads were compared to the interaction diagram of the columns and moment strength of the columns. The details of the bridge design were also checked with the corresponding seismic design requirement.A parametric study was performed to explore the effects of different column heights and superstructure heights in different parts of Virginia. The column longitudinal reinforcing was increased to satisfy the bridge axial loads and moments that are not within the column interaction diagram.
Master of Science

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25

Ozgur, Cagri. "Behavior and Analysis of a Horizontally Curved and Skewed I-girder Bridge." Thesis, Georgia Institute of Technology, 2007. http://hdl.handle.net/1853/14637.

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This thesis investigates the strength behavior of a representative highly skewed and horizontally curved bridge as well as analysis and design procedures for these types of structures. The bridge responses at and above a number of limits in the AASHTO (2007) Specifications are considered. The study includes the evaluation of various attributes of the elastic analysis of the subject bridge. These attributes include: (1) the accuracy of 3-D grid versus 3-D FEA models, (2) first-order versus second-order effects during the construction, (3) the ability to predict layover at bearing lines using simplified equations and (4) the benefit of combining the maximum and concurrent major-axis and flange lateral bending values due to live load compared to combining the maximums due to different live loads when checking the section resistances. The study also addresses the ability of different AASHTO 2007 resistance equations to capture the ultimate strength behavior. This is accomplished by comparing the results from full nonlinear 3-D FEA studies to the elastic design and analysis results. Specifically the use of the 2007 AASHTO moment based one-third rule equations is evaluated for composite sections in positive bending.

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26

Han, Hyoseop. "LRFD design of plate girders for buildings." Thesis, Kansas State University, 1985. http://hdl.handle.net/2097/9846.

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27

Mokhtari, A. R. "An assessment of alternative methods of construction for plate girders." Thesis, Cardiff University, 1990. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.316335.

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28

Tong, Wenxia 1958. "Finite element analysis of continuous prestressed composite girders." Thesis, The University of Arizona, 1990. http://hdl.handle.net/10150/277224.

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Prestressing a steel girder reduces the required structural steel weight, limits tension stresses in the section, increases the ultimate strength, and increases the fatigue resistance. The technique of prestressing with tendons can be used for strengthening of existing bridges as well as for construction of new bridges. This thesis presents an analytical study of the behavior of simply-supported and continuous prestressed composite girders and describes the benefits of prestressing steel in composite construction. Analytical models are developed and used as a basis for a computer program that calculates the stresses and displacements in the cables and the girder at discrete number of nodes along the length of the girder. The effects of design variables such as prestress force, tendon profile, eccentricity and tendon length are studied. The results indicate that prestressing is an effective means of increasing the load carrying capacity of simple-span as well as continuous composite girders.

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29

Abdelnaser, Ahmad Shehadeh. "Random vibrations of composite beams and plates /." This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-05042006-164514/.

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30

Kayser, Caroline Rose. "High performance steel bridge girders performance & design /." Cincinnati, Ohio : University of Cincinnati, 2005. http://www.ohiolink.edu/etd/view.cgi?acc%5Fnum=ucin1138240938.

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Thesis (Ph. D.)--University of Cincinnati, 2005.
Title from electronic thesis title page (viewed Aug. 7, 2006). Includes abstract. Keywords: High Performance Steel; HPS; Bridge; Steel Bridge; Girder; HPS-70W; bolt; weld; NGI-ESW; SAW; fatigue; tensile; toughness; inelastic; moment redistribution; autostress. Includes bibliographical references.

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31

KAYSER, CAROLINE ROSE. "HIGH PERFORMANCE STEEL BRIDGE GIRDERS: PERFORMANCE & DESIGN." University of Cincinnati / OhioLINK, 2006. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1138240938.

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32

Rex, Clinton O. "Behavior of composite semi-rigid beam-to-girder connections." Thesis, This resource online, 1994. http://scholar.lib.vt.edu/theses/available/etd-07102009-040338/.

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33

Weaver, Craig Aaron. "Behavior of FRP-Reinforced Glulam-Concrete Composite Bridge Girders." Fogler Library, University of Maine, 2002. http://www.library.umaine.edu/theses/pdf/WeaverCA2002.pdf.

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34

Lagerqvist, Ove. "Patch loading : resistance of steel girders subjected to concentrated forces." Doctoral thesis, Luleå, 1995. http://epubl.luth.se/avslutade/0348-8373/159/index.html.

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35

Smrčka, Václav. "Autosalon." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-372131.

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The aim of the thesis is to design and appreciation steel load-bearing structure of motor show. The object is situated in Brno. The Structure consist of tubes and rolling sections. The breadth of construction is 36,5m, lenght 42m and height in the heihest point is 13,2m. The structrure is consists of three parts. Show room, offices and workshop. The height of show room is 20m, offices 8,5m and workshop 8m. The show room consist of arched truss girder. The distance of each cross links is 6 m. Structural design were perfomered by Scia Engineer 2017 and hand computation.

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36

Khorasani, Milad. "Rapid design of steel monosymmetric plate and box girders." Thesis, University of British Columbia, 2010. http://hdl.handle.net/2429/28007.

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This thesis deals with the design process for steel plate girders and box girders. The design of plate girders is quite prescriptive. A more fundamental approach is required for the design of box girders. Equations explicitly for the design of plate and box girders are heavily influenced by empirical data. This work considers pure steel box girders only, and does not include the design of composite box girder sections. CAN/CSA-S6-00 “Canadian Highway Bridge Design Code” provides detailed design requirements for these composite girders. The design of plate girders follows mostly the requirements specified in the “Handbook of Steel Construction” CAN/CSA-S16.1. However, the S16.1 clauses relating to bending capacity are not well suited for the design of monosymmetric plate girders. Therefore, the code recommends a rational method of analysis such as methods explained in the Structural Stability Research Council’s Guide to Stability Design Criteria for Metal Structures. In addition, “Canadian Highway Bridge Design Code” CAN/CSA-S6-00 provides additional design information for monosymmetric sections. A steel box girder excluding composite design, hereon simply referred to as a box girder, is a purely steel section that could be designed in accordance with CAN/CSA-S16 “Limit States Design of Steel Structures”. However, this standard focuses on clauses for plate girder design, with little specific reference to box girders. Therefore, additional reference materials such as: 1) Guide to Stability Design Criteria for Metal Structures, 2) Crane Manufacturer’s Association of America (CMAA 74-2) standards, and 3) Canadian Highway Bridge Design Code are used for the design of monosymmeteric box girders. An integrated design and analysis environment in a form of formatted spreadsheet is implemented to ease the design process. The spreadsheet checks for both strength and serviceability requirements according to the applicable codes and standards. Included with this project is a clear procedure manual in chapter 7, so that the spreadsheet can be utilized for commercial design.

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37

Labonte, Ted. "Construction and testing of Type II AASHTO girders using self-consolidating concrete." [Gainesville, Fla.] : University of Florida, 2004. http://purl.fcla.edu/fcla/etd/UFE0007000.

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38

Lemay, Lionel. "Repair of prestressed concrete bridge girders for shear." Thesis, McGill University, 1986. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=65943.

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39

Sathiraju, Venkata Sai Surya Praneeth. "Lateral Stability Analysis of Precast Prestressed Bridge Girders During All Phases of Construction." University of Cincinnati / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1553252005286553.

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40

Messalti, Mansour. "Viscoelastic damping of beams /." Online version of thesis, 1988. http://hdl.handle.net/1850/10414.

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41

West, Ray A. "Damping of elastic-viscoelastic beams /." Online version of thesis, 1992. http://hdl.handle.net/1850/11111.

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42

Gasztowtt, Pierre. "CAD files and the computerized design of beams and girders." Thesis, Massachusetts Institute of Technology, 1986. http://hdl.handle.net/1721.1/15038.

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Thesis (M.S.)--Massachusetts Institute of Technology, Dept. of Civil Engineering, 1986.
MICROFICHE COPY AVAILABLE IN ARCHIVES AND ENGINEERING
Folded sheets in pockets. Includes index.
Bibliography: leaf 193.
by Pierre Gasztowtt.
M.S.

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43

Gamache, Christopher P. "Preliminary Investigation on the Durability of FRP Reinforced Glulam Bridge Girders." Fogler Library, University of Maine, 2001. http://www.library.umaine.edu/theses/pdf/GamacheCP2001.pdf.

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44

Roberts, Nicholas R. "Evaluation of the ductility of composite steel I-girders in positive bending." Morgantown, W. Va. : [West Virginia University Libraries], 2004. https://etd.wvu.edu/etd/controller.jsp?moduleName=documentdata&jsp%5FetdId=3687.

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Thesis (M.S.)--West Virginia University, 2004.
Title from document title page. Document formatted into pages; contains xiii, 153 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 151-153).

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45

Rahal, Kassem N. "The behaviour and design of transverse web stiffeners in bridge girders." Thesis, University of Surrey, 1989. http://epubs.surrey.ac.uk/1041/.

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Crispino, Eric Daniel. "Anchorage Zone Design for Pretensioned Bulb-Tee Bridge Girders in Virginia." Thesis, Virginia Tech, 2007. http://hdl.handle.net/10919/31454.

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Precast/Prestressed concrete girders are commonly used in bridge construction in the United States. The application and diffusion of the prestress force in a pretensioned girder causes a vertical tension force to develop near the end of the beam. Field surveys of the beam ends of pretensioned bridge girders indicate that many of the PCBT beams used in the Commonwealth of Virginia develop cracks within the anchorage zone region. The lengths and widths of these cracks range from acceptable to poor and in need of repair. Field observations also indicate deeper cross sections, very heavily prestressed sections, and girders with lightweight concrete tend to be most susceptible to crack formation. This research examined a new strut-and-tie based design approach to the anchorage zone design of the PCBT bridge girders used in Virginia. Case study girders surveyed during site visits are discussed and used to illustrate the nature of the problem and support the calibration of the strut-and-tie based model. A parametric study was conducted using this proposed design model and the results of this study were consolidated into anchorage zone design tables. The results of the parametric study were compared to the results obtained using existing anchorage zone design models, international bridge codes, and standard anchorage zone details used by other states. A set of new standard details was developed for the PCBT girders which incorporates elements of the new design approach and is compatible with the anchorage zone design aids. A 65 ft PCBT-53 girder was fabricated to verify the new strut-and-tie based design model. This girder contained anchorage zone details designed with the new model. The new anchorage zone details were successful at controlling the development of anchorage zone cracks. The new design approach is recommended for implementation by the Virginia Department of Transportation.
Master of Science

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Barr, Paul J. "Consistent crudeness in prestressed concrete girder design /." Thesis, Connect to this title online; UW restricted, 2000. http://hdl.handle.net/1773/10128.

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Mohammed, Safiuddin Adil. "Impact of AASHTO LRFD bridge design specifications on the design of Type C and AASHTO Type IV girder bridges." Texas A&M University, 2005. http://hdl.handle.net/1969.1/4841.

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This research study is aimed at assisting the Texas Department of Transportation (TxDOT) in making a transition from the use of the AASHTO Standard Specifications for Highway Bridges to the AASHTO LRFD Bridge Design Specifications for the design of prestressed concrete bridges. It was identified that Type C and AASHTO Type IV are among the most common girder types used by TxDOT for prestressed concrete bridges. This study is specific to these two types of bridges. Guidelines are provided to tailor TxDOT's design practices to meet the requirements of the LRFD Specifications. Detailed design examples for an AASHTO Type IV girder using both the AASHTO Standard Specifications and AASHTO LRFD Specifications are developed and compared. These examples will serve as a reference for TxDOT bridge design engineers. A parametric study for AASHTO Type IV and Type C girders is conducted using span length, girder spacing, and strand diameter as the major parameters that are varied. Based on the results obtained from the parametric study, two critical areas are identified where significant changes in design results are observed when comparing Standard and LRFD designs. The critical areas are the transverse shear requirements and interface shear requirements, and these are further investigated. The interface shear reinforcement requirements are observed to increase significantly when the LRFD Specifications are used for design. New provisions for interface shear design that have been proposed to be included in the LRFD Specifications in 2007 were evaluated. It was observed that the proposed interface shear provisions will significantly reduce the difference between the interface shear reinforcement requirements for corresponding Standard and LRFD designs.The transverse shear reinforcement requirements are found to be varying marginally in some cases and significantly in most of the cases when comparing LRFD designs to Standard designs. The variation in the transverse shear reinforcement requirement is attributed to differences in the shear models used in the two specifications. The LRFD Specifications use a variable truss analogy based on the Modified Compression Field Theory (MCFT). The Standard Specifications use a constant 45-degree truss analogy method for its shear design provisions. The two methodologies are compared and major differences are noted.

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Bryant, Cameron L. "Web crippling of hot-rolled beams at stiffened-seat connections." Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-12052009-020154/.

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Westerhoff, Kevin M. (Kevin Matthew) 1978. "Construction based design." Thesis, Massachusetts Institute of Technology, 2002. http://hdl.handle.net/1721.1/84827.

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