Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections (2022) / Chapter Skim
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1 1.1 Introduction Prefabricated bridge elements and systems (PBES) offer significant time savings, cost savings, improved safety, and convenience for the traveling public.
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2 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections bar spacing, bar detailing, type of reinforcement, ange thickness, and closure pour materials. Typical DBT girders connected by welded ties across grout- lled longitudinal joints are not performing well (French et al.
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Background 3 H (in.)
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4 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections State transportation departments have also developed DBT sections. Washington state has developed a wide range of sections, including DBT girders, wide-flange thin-deck girders, and wideflange deck girders (WFDG)
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Background 5 Source: WSDOT 2016. Figure 1.4.
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6 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections 2021. Tolerances of products are covered in Appendix B of the manual.
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Background 7 occur for girders in skewed bridges even if all members have the same camber profile, because the ends of the girders are offset by the skew distance. Though concrete overlays and composite decks have been used to smooth elevation differences caused by differential camber, this option defeats the purpose of accelerated bridge construction.
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8 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections shrinkage does not induce tension and cause cracking at the interface of the girder and joint. However, magnesium phosphate-based patching grouts have been also investigated to take advantage of their rapid setting and early strength gain properties (Li et al.
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Background 9 This allows placement on decks with up to 10% slope. A fast-setting mix can also achieve 12 ksi compressive strength within 12 hours after placing.
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10 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections The first use of UHPC for a bridge project in the United States was the Wapello County Bridge in Iowa. Constructed in 2005, the bridge consisted of a conventional concrete deck placed on top of three 110-ft.-long modified Iowa bulb tee sections made with UHPC.
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Background 11 strand capacity (270 ksi)
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12 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections bars spaced along the joint, and (2) distributed reinforced joints.
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Background 13 These details required field welding and had a 5-in. width at the top.
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14 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections details were investigated. One design used headed bar reinforcement with different lap lengths of 6, 4, and 2.5 in.
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Background 15 and (3) one moment-transferring connection that included lateral restraint of girder rotation.
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16 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections Bridge Name or Route Feature Location Year SR 31 (Forgham Street) Canandaigua Outlet Lyons, NY 2009 Fingerboard Road Staten Island Expressway Staten Island, NY 2011 SR 248 Bennetts Creek Greenwood, NY 2011 SR 10 (Northampton Street)
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Background 17 UHPC longitudinal joints created the superstructure. The beams were 55 in.
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18 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections lap splice.
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Background 19 localized cracking a er pullout tensile capacity of bers in the UHPC and yielding of the panel reinforcement had occurred. Overall, the behavior of the precast panel with transverse connection exceeded the behavior of the monolithic deck.
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20 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections which included headed black bars and black straight bars. All specimens had a concave diamondshaped shear key with 6-in.
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Background 21 information is available about the performance of UHPC field connections. In addition to instrumentations installed on the bridge girders (Steinberg et al.
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22 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections procedures assume grade 60 non-epoxy-coated reinforcement and a 22 ksi compressive strength for the UHPC in the joint. AASHTO criteria are limited to 15 ksi but were assumed to apply.
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Background 23 10-in. extension.
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24 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections Two conditions are presented in the specifications to calculate the moment LLDFs. The first condition is used if the structure is sufficiently connected to act as a unit.
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Background 25 singe-lane and multilane conditions. The commentary to Article 4.6.2.2.1 states that the use of transverse mild steel rods secured by nuts or similar unstressed dowels should not be considered sufficient to achieve full transverse flexural continuity unless demonstrated by testing or experience.
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26 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections (decked precast/prestressed concrete) girder bridges; new equations were therefore developed by Millam and Ma (2005)
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Background 27 diaphragms had lower LLDFs compared to a bridge with no diaphragms. However, increasing the number diaphragms to five had a minimal effect on the magnitude of the LLDF.
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28 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections method, the cracks were determined to have completely penetrated one shear key at midspan and partially penetrated another shear key near the abutment. For these keys, when the bridge was subjected to a cyclic load, the initial cracks from the temperature effects propagated with no new cracks appearing due only to loading.
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Background 29 from top to bottom through the deck thickness and over the shear keys. It should be noted that no instrumentation was used to identify the causes for the cracks.
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