The shear connection between precast composite concrete bridge decks and girders is receiving renewed attention as precast concrete deck panels have become an alternative to cast-in-place decks in accelerated bridge construction. Shear connections are commonly made in precast concrete deck panels by using steel connectors, such as studs or bars.

Rather, cast-in place solutions or non-prestressed filigree slabs (half slabs) with a cast-in place topping are used with the economical and timely benefits of precast construction vanishing. In Scandinavia and Benelux today, smooth and joint-free ceiling are primarily reserved for "luxury" projects.

Figure 5. Typical insulating roof deck form planks manufactured in North America and designed for cast-in-place reinforced concrete roof decks. Figure 6. Cross-section of a typical cast-in-place reinforced concrete roof deck formed with one of the typical ICF planks shown in figure above.

these deck systems in the form of the panel joints. Precast deck panels, including Exodermic deck panels, are typically joined together with cast-in-place concrete. Since the Pulaski deck was designed to be composite with the stringers, full rebar development is required between adjacent panels.

Prestressed deck panels have the advantages of having no shrinkage cracks, which could result in longer life of the deck and less maintenance cost compared to the full-depth cast-in-place system. Recently Tadros, Badie and Kamel (2002) proposed a debonded shear key system for prestressed concrete girders with cast-in-place bridge decks.

Precast concrete barriers are certain to have better appearance and quality than cast-in-place concrete barriers. • Bridge barrier walls can be installed in as little as one day. • No protruding reinforcing cages or shear keys interfere with the finished bridge deck surface. Figure 1. Proposed precast concrete barrier wall.

case of cast-in-place concrete except for some skeletal props to support the oor when spreading the concrete topping. e reinforcement in precast oor is small as compared to cast-in-place concrete, where reinforcement is required for beams and the slab; hence, the cost is small as compared to cast-in-place oor slab. Precast beams and hollow blocks

Barriers can be cast-in-place after placement of the deck panels, precast separate from the panels and connected to them during construction, or integrally cast with the deck panels (for bridges with a single panel used for the bridge width). An example of a barrier cast integrally with the precast deck panel is shown in Figure 3.10 for a deck

precast-prestressed concrete i-beam bridges by paul h. kaar and alan h. mattock 0 forms of continuity connection c( tl pl stage m -deck and diaphragms cast in place. conventional deformed bar reinforcement now bonded to precast girders

Concrete/steel hybrid deck panels are used as an alternative to cast-in-place concrete decks. They provide a driving surface for traffic. To connect the separate panels to one another, bolted or welded connections are used. Since the deck is very similar to a full depth precast concrete depth, welded stud shear connectors are used to connect

deck slab elevation notes cast-in-place concrete notes (1) cast-in-place concrete strength f'c = 4,000 psi at 28 days top mat reinforcing shown on the deck reinforcing sheet. (2) cast-in-place reinforcing shall conform to and follow the layout of the girder haunch detail this sheet.

Development and study of deck joints in prefabricated concrete bulb-tee bridge girders: Experimental evaluation. By Hamdy Afefy and Khaled Sennah. AASHTO LRFD Bridge Design Specifications SI Units 4th Edition 2007. By Mary Paz. AASHTO LRFD BridgeDesignSpecifications 6th Ed (US).PDF.

Cast-in-Place Concrete Connections for Precast Deck Systems. This report contains recommended design specifications, construction specifications, and five illustrative examples of durable cast-in-place (CIP) reinforced concrete connections for precast deck systems that emulate monolithic construction, considering issues including speed of construction, durability, and fatigue.

The precast seating deck used in the study was designed according to the requirements of BS 8110-1:1997 with a design live load of 4 kN/m 2 for an assembly area with fixed seating. The live load was increased to 5 kN/m 2 to allow for dynamic magnification (Browning, ). The model was observed to have an empty natural frequency of 6.47 Hz.

and a concrete diaphragm between the ends of the girders at interior supports. This type of connection has been used successfully in several states for many years. Fig. 1 shows the sequence of construction. The girders act as simple span members for dead loads, before the continuity connection is cast. Once the continuity diaphragm and deck are

connection for precast decks and GCIP for cast-in-place concrete decks (Shim, Kim ). The effect of stud spac-ing need to be estimated when concrete slab has a sig-nificant damage in bearing zone or splitting cracks in the direction of shear force, which is shown in Fig. 1b. S speci-mens had larger stud spacing in order to neglect effects