Thermal Activity of Geosynthetic Reinforced Soil Piers

Adams, Michael T.; Nicks, Jennifer; Stabile, Thomas

doi:10.1061/9780784479087.241

Cited by 4 publications

(6 citation statements)

References 1 publication

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“…The specific requirements for the integrated approach are outlined in the most recent interim implementation guide for this technology (Adams et al, 2011a), and the details of the GRS IBS construction process for this bridge are outlined by Warren et al (2013) and Warren et al (2010). Based on on-going GRS IBS performance monitoring conducted by the FHWA, there is no requirement of an expansion joint or approach slab.…”

Section: Fig 1 Grs Ibs Constructed In Defiance Ohio (2009): (A) Dementioning

confidence: 99%

“…In general, the structural components of a GRS IBS include a tightly spaced reinforced soil foundation, the GRS abutment (i.e. reinforcement placed every block height), and the GRS integrated approach as displayed in Figure 1(a) and outlined by Adams et al (2011a), Adams et al (2011b), and Adams et al (2007). It is important to use quality backfill and ensure excellent compaction.…”

Section: Introductionmentioning

confidence: 99%

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Three-Year Evaluation of Thermally Induced Strain and Corresponding Lateral End Pressures for a GRS IBS in Ohio

Warren

Whelan

Hite

et al. 2014

Geo-Congress 2014 Technical Papers

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Geosynthetic-Reinforced Soil (GRS) Integrated Bridge Systems (IBS) integrate conventional bridge superstructures with a GRS abutment foundation and GRS approach for a cost effective, rapid construction alternative. A 42.7 m long single span GRS IBS was constructed and instrumented to monitor the thermally induced behaviors and better understand the interaction between the superstructure and substructure within the limits of this system. Strain gages were attached to the steel girders and lateral end pressures were monitored using earth pressure cells to determine the level of stress thermally induced in the GRS approach over a 3.5 year monitoring period and evaluate the rigidity of the boundary conditions that exist at the interface. During this 3.5 year monitoring period, the data show that the GRS approach is engaged with the superstructure, and experiences both active and passive lateral pressures during each thermal cycle without displaying an increase in passive pressure with time. The stress-strain data acquired during this project indicate that the GRS IBS is behaving significantly more like a system with unrestrained boundaries due to the flexibility of the GRS approach at each end. The tightly spaced reinforcements create a composite material at the ends of the superstructure that enable the approach fill to move successfully with thermally induced superstructure deformations without creating a failure within the soil or at the surface of the roadway (interface included).

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Section: Fig 1 Grs Ibs Constructed In Defiance Ohio (2009): (A) Dementioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Three-Year Evaluation of Thermally Induced Strain and Corresponding Lateral End Pressures for a GRS IBS in Ohio

Warren

Whelan

Hite

et al. 2014

Geo-Congress 2014 Technical Papers

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“…A side view of the testbed structure (with a 20 cm slab on top of each girder) is shown in Figure 2 (a). After being transferred to the TFHRC, each girder was placed on two 1×1 𝑚 2 bearing pads on top of two 2.3×1.6×1.6 𝑚 3 geosynthetic reinforced soil (GRS) piers [38]. These can be seen in Figure 2 (b) and (c).…”

Section: Testbed Structurementioning

confidence: 99%

A Two-step FE Model Updating Approach for System and Damage Identification of Full-Scale Prestressed Bridge Girders

Malekghaini¹,

Ghahari²,

Ebrahimian³

et al. 2022

Preprint

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The average age of in-service bridges has increased in recent years in the United States. To address this issue, structural health monitoring and damage identification approaches can be employed to prioritize maintenance/replacement of aging bridges. Among the damage identification and operational health monitoring approaches, finite element (FE) model updating methods can offer a solution to evaluate the mechanics-based characteristics of bridges. However, in a real-world setting, unidentifiability and mutual dependency between model parameters, modeling errors, especially due to boundary conditions, as well as ill-conditioning of updating algorithms can pose challenges to the application of FE model updating methods. To address these challenges, this study presents a two-step FE model updating approach. In the first step, modal-based model updating is used to estimate linear model parameters mainly related to the stiffness of boundary conditions and material properties. In the second step, in order to refine parameter estimation accounting for nonlinear response behavior of the bridge, a time-domain model updating is carried out. In this step, boundary conditions are fixed at their final estimates using modal-based model updating. To prevent the convergence of updating algorithm to local solutions, the initial estimates for nonlinear material properties are selected based on their corresponding final estimates in the modal-based model updating. To validate the applicability of the two-step FE model updating approach, a series of forced-vibration experiments are designed and carried out on a pair of decommissioned and deteriorated prestressed bridge I-girders. After carrying out the two-step FE model updating, the final estimates of concrete compressive strength are shown to provide reasonable assessment of the damage extent in the girders.

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“…As shown in Figure 2.4, the available capacity of a GRS abutment is significantly higher that the traditionally mechanically stabilized earth (MSE) substructures (Adams 2011).…”

Section: Figure 24: Comparison Of Surcharges On Mse and Grs Structurmentioning

confidence: 99%

“…GRS is also used to construct the integrated approach to transition to the superstructure. This bridge system therefore alleviates the "bump at the bridge" problem caused by differential settlement between bridge abutments and approach roadways (Adams 2011).…”

Section: Figure 23: Grs-ibs Cross-section (Adams 2011)mentioning

confidence: 99%

Evaluation of modular press-brake-formed tub girders With UHPC joints

Kozhokin¹

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The Short Span Steel Bridge Alliance (SSSBA) is a group of bridge and culvert industry leaders (including steel manufacturers, fabricators, service centers, coaters, researchers, and representatives of related associations and government organizations) who have joined together to provide educational information on the design and construction of short span steel bridges in installations up to 140 feet in length. From within the SSSBA technical working group, a modular, shallow press-brake-formed steel tub girder was developed. This new technology consists of cold-bending standard mill plate width and thicknesses to form a trapezoidal box girder. The steel plate can either be weathering steel or galvanized steel, each an economical option. Once the plate has been press-brake formed, shear studs are then welded to the top flanges. A reinforced concrete deck is then cast on the girder in the fabrication shop and allowed to cure, becoming a composite modular unit. The composite tub girder is then shipped to the bridge site, allowing for accelerated construction and reducing traffic interruptions. The use of prefabricated bridge elements and systems has led to the recognition that durable connections are the key components in this type of construction. An ultra-high performance concrete (UHPC), which is a steel fiber reinforced, portland cement-based product with advantageous fresh and hardened properties is used for creating robust connections between the prefabricated components. The use of the UHPC as a joint media is becoming more popular during bridge construction. However, the majority of the prefabricated bridge elements and systems are of traditional structural shapes. Therefore, structural performance of the UHPC joint connecting prefabricated composite tub girders needs to be evaluated. The scope of this project was to test a bridge model system comprised of two composite modular press-brake-formed tub girders connected with an UHPC joint. This was accomplished by, constructing two modular units and joining them with an UHPC joint. The system was then fatigue loaded simulating 75-year traffic conditions in a rural environment. A Service II limit state moment was induced into the system at predetermined numbers of cycles in order to monitor performance of the specimen. Data obtained from strain gages installed on the webs and bottom flanges was used to determine the actual moments induced into the system, as well as the load distribution factors. Experimental results were used to evaluate reliability of the longitudinal UHPC joint in a composite tub girder system. iii ACKNOWLEDGEMENTS I would like to thank Dr. Karl Barth for his guidance and support throughout my graduate career. I would also like to thank Dr. Udaya Halabe and Dr. Gregory Michaelson for serving as members on this thesis' graduate advisory committee. Additionally, I would like to thank Dr. Michaelson for providing support throughout this research. I would like to thank my fellow graduate student Bryan Gallion for a great input into this researc...

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Thermal Activity of Geosynthetic Reinforced Soil Piers

Cited by 4 publications

References 1 publication

Three-Year Evaluation of Thermally Induced Strain and Corresponding Lateral End Pressures for a GRS IBS in Ohio

Three-Year Evaluation of Thermally Induced Strain and Corresponding Lateral End Pressures for a GRS IBS in Ohio

A Two-step FE Model Updating Approach for System and Damage Identification of Full-Scale Prestressed Bridge Girders

Evaluation of modular press-brake-formed tub girders With UHPC joints

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