Integral bridges

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The use of ‘integral bridge’ construction has grown to cover a large proportion of new-build highway bridge construction in the UK. Indeed, consideration of integral construction is required by highway authorities[1] for all bridges with an overall length up to 60m and no more than 30° skew. This article provides a general overview of integral construction for composite bridges. The effects of the soil pressures on the design of the bridge girders are also briefly reviewed.

A34 Chieveley-1.JPG

Integral bridge at A34/M4 Junction 13, Chieveley

Contents

[top] Forms of integral bridge

There are four basic ways that a bridge can be made integral, depending on the abutment detail. The four forms of abutment can be referred to as:


The forms of construction and some of the design issues are discussed below. For simplicity, the images show only the details at the abutments. The forms are equally appropriate to single span and to multiple span bridges; with multiple spans, the deck beams will be continuous over the intermediate supports.

[top] Frame abutments (fully integral bridges)

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Fully integral bridge using high modulus sheet piling

A frame abutment effectively creates a portal frame with the bridge superstructure and retains the backfill behind the abutment. There is full moment continuity between the deck beams and the supporting structure at the ends. The supporting structure is founded well below the beams, either on a spread footing or on an embedded wall. Thermal expansion and contraction of the deck beams give rise to horizontal displacements at the top of the supporting elements, but at the base of these elements there is no horizontal sliding at the interface with the soil; the supporting elements must therefore flex. The presence of intermediate supports, in a multi-span bridge, does not alter the basic portal-type configuration.

For a retaining wall configuration, the supporting structure to a composite deck could be a relatively conventional reinforced concrete abutment (on either a piled or a spread footing), but such supports are stiff and could be subject to relatively large forces (due to the stiffness of the frame against horizontal expansion and contraction of the deck). An alternative for an embedded wall abutment would be the use of steel sheet piles, which offer an effective form of support and a more flexible frame, and thus minimises restraint forces and moments, but few examples of this form have been built.

Soil pressures behind frame abutments can be determined by limit equilibrium methods but soil-structure interaction needs to be considered for embedded wall abutments and thus there is an iterative procedure to determine soil pressures for design situations, although in practice the axial stiffness of the deck is usually so great that the displacements are not significantly modified by the interaction.

[top] Bank pad abutments

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Bank pad abutment

One alternative to the creation of a stiff portal frame is to use bank pad abutments, in which the end supports are fully integral with the deck beams but are able to slide and rotate on the soil. Since the interface between the structure and the soil has to accommodate sliding (due to the thermal expansion contraction) and rotation (due to the bending of the deck beams), the soil bearing pressures at SLS will need to be limited to less than the normal ‘static’ values, to avoid the risk of degrading the bearing strength. A typical arrangement for a bank pad abutment is shown right.

The abutment forms an ‘end screen’ wall that extends the full width of the road formation. Soil pressure on the end screen can be determined by limit equilibrium methods; soil-structure interaction only needs to be considered if the bank pad is supported on piles (and the piles are fully embedded in the soil). The allowance for movements between structure and pavement at road level are not significantly modified by any axial compressive strain in the deck. The image (above right) shows provisions for drainage behind the end screen wall and an asphaltic plug joint in the pavement. (Similar details are required behind the framed abutment configuration described earlier).

According to the Design Manual for Roads and Bridges BD 70/03[2] (clause 6.1), for bridges up to 18m overall length, bank pads can be used on top of a reinforced earth wall. However, no guidance on such a configuration is given in PD 6694-1[3].

R4 Fig3.png

Bank pad abutment on piled foundation

Bank pad abutments can also be supported on piles that are fully embedded in the soil, in which case soil-structure interaction will need to be considered. However, in practice, for this configuration designers have normally chosen to place the piles in sleeves (see later discussion).

Whether a simple bank pad or a bank pad supported on piles is used, the lower part of the end screen wall is usually concreted first, leaving a horizontal construction joint. The main girders sit on this interface and are usually supported on ‘temporary bearings’. Typically, a pocket is left for the casting-in of a seating plate, which can be accurately levelled to suit the girders. Temporary restraint of the main girders, both laterally and longitudinally, needs to be provided, since the simple bearing detail does not provide restraint. The remainder of the end screen wall (around the main girders) is usually cast after the deck slab, to minimize the restraint moment due to permanent actions.

For the in-service condition, moment continuity from the main girders is achieved by the use of shear connectors on both flanges of the main girders, sometimes also on the webs of the girders, and sometimes by passing reinforcement through the webs. Hoops are often used because they have greater shear resistance. Shear connection on the underside of the bottom flange should be avoided, because it causes difficulties during construction.

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Typical girder end detail

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Use of hoops and rebar passed through the girder web
(Image courtesy of Atkins)

[top] Flexible support abutments

Although the soil resistance to the longitudinal displacement of fully embedded piles (due to expansion and contraction) is modest, many designers have chosen to avoid this interaction, and the tendency to create ‘post holes’ around them piles by creating an annular space around them, between the underside of the end screen wall and original formation level (or the level of the roadway below). This is achieved by forming sleeves of precast concrete manhole rings around the piles or, for smaller piles, of polythene or UPVC piping. The buckling resistance of the pile over the length within the annulus then needs to be considered. To improve confidence about the durability of the columns within the annulus, some Technical Approval Authorities require provision for the annulus to be inspectable (by boroscope or similar instrument) – this can be achieved by providing a duct from the end screen wall.

The sleeves should not be filled (or there is no benefit at all in providing them) and must be disconnected from the end screen wall at the top (or they will be dragged sideways by any movement); a movement interface must be created. Careful detailing is needed to ensure that the top of the annulus is sealed against soil ingress (a suitable detail is given in SCI P356). During construction, backfilling must be carried out in such a way as not to displace the sleeves and make contact with the pile.

The diagrammatic arrangement of these sleeved, piled, bank pad abutments (termed flexible support abutments in PD 6694-1[3]) is shown in the two images below, the first for where there are conventional earth slopes in front of the abutment and the second for where reinforced earth is used with a vertical facing. Determination of effects due to expansion/contraction and flexure of the piles associated with bending of the beams can be modelled using a 3D frame model(see later discussion).

R4 Fig11.png

Bank pad abutment on sleeved piled foundation

R4 Fig12.png

Piled bank pad abutment in reinforced earth

Generally, piles need to be as flexible as possible in bending. This leads to the use of small, heavily reinforced, concrete columns/piles (circular or square section) or heavy serial size steel H piles.

Where reinforced earth abutments are used, an alternative to surrounding the piles with fill is to locate them in front of the reinforced earth wall. This is a more buildable option, but may not always be acceptable visually.

R4 Fig13.png

Flexible support abutment in front of reinforced earth retaining wall

With each of the above alternatives, the lower part of the end screen wall forms a capping beam to the piles. The top of this capping beam is a construction joint for the casting of the remainder of the wall around the main girders, as described previously.

Moment continuity from reinforced concrete piles requires that the pile reinforcement extends well into the end screen wall. Continuity from steel H piles also requires significant length of embedment; shear connectors can be used to enhance the load transfer but are difficult to weld after driving. (An alternative that avoids welding in situ is the use of plunge columns, lengths of 'H' pile cast into the top of a bored/cast in place concrete pile).

The upper capping beam is usually quite heavily reinforced. Where there are tie beams between the main girders, care must be taken in detailing, to avoid congestion and to avoid creating difficult fixing details (for example, ties inside a cage of hooped bars). An alternative that avoids this conflict is to use bracing just in front of the end screen wall; if this is left in place it will need to be painted, otherwise removal is an additional site activity.

Concreting the upper part of the diaphragm wall after the deck slab will ensure that there is no moment transferred into the piles/columns due to concrete self weight.

[top] Semi-integral end screen abutments

In this configuration there is an end screen wall that is integral with the deck beams, but the wall does not provide support to the beams. Support is provided from some other structural arrangement, and with bearings that accommodate horizontal displacement.

The image below shows a semi-integral abutment supported on a simple bank pad. A piled bank pad or a retaining wall type support could alternatively be provided. In either case, the supporting structure is not displaced or subjected to rotation by the movements of the deck beams: the usual soil bearing pressures can be mobilised and there is no need to design for flexure or temperature effects. BD 70/03[2] would permit this type of bank pad to sit on top of a reinforced earth retaining wall.

R4 Fig16.png

Semi integral abutment

The movement joint between the bank pad and the underside of the end screen wall does merit careful consideration. The vertical interface in the arrangement shown in the above image can be relatively easily filled (and replaced in time) with a flexible filler but is rather difficult to construct. A simpler interface, between horizontal surfaces (with no vertical step) is easier to construct but may be more demanding on the filler detail. Also, although a drainage layer similar to that for the bank pad integral bridge is shown, the upper part is displaced by the expansion/contraction of the bridge and must de detailed accordingly (possibly with a flexible layer between it and the wall).

The connection between girders and the end screen wall can be achieved by the use of an end plate and shear connectors. The end screen wall will provide lateral and torsional restraint to the beams in service but some form of tie or bracing will still be required during construction. Examples of endplate connections are shown below.

Since conventional bearings are used, provision for bearing replacement must be considered. It is relatively straightforward to add stiffeners at jacking positions on the girders and to make space on the bearing shelf for jacks but the consequence on the retaining wall and pavement must also be considered. Vertical movement of about 5mm is needed to remove mechanical bearings and about 10mm for elastomeric bearings. A flexible layer between end screen wall and backfill should be provided to accommodate this movement and it must be recognised that the asphaltic plug joint will need to be renewed at the time the bearings are replaced. Nevertheless, the need to replace the bearings, with the consequent damage to the plug joint means that this is now a less favoured solution and may not be acceptable to some client authorities.

[top] Intermediate supports

An integral bridge is necessarily continuous over intermediate supports (there are to be no provisions for movement joints at these locations) but does not need to be integral with the columns or piers beneath. The girders can simply sit on ordinary bearings. Eliminating the bearings by casting in the main girders or steel crosshead girders does not bring major benefits and does increase complexity in construction; the tendency to attract moment may also develop potential fatigue problems. The use of a reinforced concrete crosshead might be more amenable to achieving continuity with columns but substantial shear connection to the main girders is needed and temporary support of the main girders is needed while such a crosshead is being cast.

[top] Dealing with skew

R4 Fig19.png

Soil pressures tending to cause plan rotation of the bridge deck

BD 57[1] says that integral construction should be considered for skews up to 30° and the design guidance given in PD 6694-1[3] is valid for skews up to this value. Recent experience shows that designers are designing fully integral bridges with skews up to or slightly above this value but semi-integral bridges are rarely designed with skews above about 20°. With semi-integral bridges there is less restraint from the soil to the lateral component of earth pressure on the end screen wall; restraint will have to be provided by guided bearings; they would need to be designed for these restraint forces.

[top] Pavement at the ends of the bridge

At the transition between the surfacing on the bridge deck and the pavement beyond the bridge, expansion/contraction is usually accommodated by an asphaltic plug joint. The maximum total movement range for such joints is stated in BD 33/94[4] as 40mm, which effectively limits the length of an integral bridge to around 80m.

The use of approach slabs would move the location of the plug joint away from the end screen wall (with potential benefit, should there be significant failure and leakage of the joint) but there are difficulties in designing satisfactory approach slabs and they are not currently favoured by many client authorities.

Additional support beneath a plug joint can be provided by a small mass concrete block above a blockwork drainage layer, as shown previously for the bank pad abutment.

Wing walls should either be entirely separate structures to the integral abutment, so allowing relative movement between abutment and wing wall, or, if there is little skew, can be joined to the end screen wall, provided that they are aligned to be a continuation of the bridge deck parapet line (i.e. in the direction of bridge deck movement) and kept as small as practicable.

[top] Designing to the Eurocodes

[top] Soil pressures

For design to the Eurocodes, BS EN 1997-1[5] does not provide detailed rules for the evaluation of forces due to soil pressures in integral bridges but this deficiency has been remedied in the UK by the publication of non-contradictory complementary information (NCCI) in the form of PD 6694-1[3].

For determining the soil pressure behind the abutment wall, research has shown that after many cycles of thermal expansion and contraction, integral bridges follow a cycle of earth pressures that range up to a maximum value dependent on the 50-year return period characteristic value of displacement due to thermal expansion. The cycle is illustrated graphically below: daily variations cycle clockwise within the limits of the envelope. For unfavourable effects it should be assumed that the relationship is that for the upper line of the envelope.

R4 Fig20.png

Variation of soil pressure coefficient K with abutment position

For the maximum pressures at ULS, with the design value of expansion (greater than the characteristic by the partial factor γQ), the pressure coefficient can be considered to remain at the maximum value, K*. For further guidance, see PD 6694-1[3].

[top] Modelling structural continuity in global analysis

[top] Frame abutments

Framed abutments need to be modelled with full moment continuity at the connection between the deck and the supporting structure. The endscreen walls are subject to soil pressure from the retained fill and the pressures are related to displacements, as noted above. If the columns are in contact with the soil, they too will be subject to earth pressure related to displacements, although the forces involved should be relatively small.

[top] Sleeved pile abutments

The deck can be modelled as a conventional grillage, but it is essential to represent the physical depth and stiffness of the end diaphragm in order to obtain realistic pile head displacements/rotations. This is because as well as the horizontal movements induced by shrinkage and thermal expansion/ contraction, the pile head will also kicked out with rotation of the end diaphragm. Pile bending moments are induced by the horizontal displacement and rotation of the pile head at the underside of the diaphragm, so it is essential that the global analysis model captures this behaviour as realistically as possible. In the global model the piles can be modelled either with lateral springs along their length or as an ‘equivalent cantilever’, of length and stiffness determined from a soil structure interaction analysis using an appropriate pile analysis program. Where piles are inside rings or pipes, there is no need to model the soil resistance over that length.

[top] Effects of soil pressure on girder design

The soil pressure behind the abutment varies linearly with depth, so the centre of pressure on an end screen wall is at approximately 2/3 the distance from the top of the slab to the underside on the wall. For a semi-integral bridge or a fully integral bridge on relatively flexible piles, the centre of pressure is thus below the centroid of the girder cross section and induces hogging moments as well as axial forces. With continuous spans, the moment due to the pressure is thus sagging at the first support from the abutment and an additional sagging moment is introduced when the centroid of the cracked section is lower than that of the uncracked section at the abutment.

R4 Fig21.png

Effect of axial force due to soil pressure

[top] References

  1. ^ 1.0 1.1 BD 57/01 Design for Durability. The Design Manual for Roads and bridges. TSO
  2. ^ 2.0 2.1 BD 70/03 Strengthened/Reinforced Soils and Other Fills for Retaining Walls and Bridge Abutments: Use of BS 8006: 1995 (Incorporating Amendment No 1, Issue 2 March 1999). The Design Manual for Roads and Bridges. TSO
  3. ^ 3.0 3.1 3.2 3.3 3.4 PD 6694-1: 2011 Recommendations for the design of structures subject to traffic loading to BS EN 1997-1:2004. BSI
  4. ^ BD 33/94 Expansion Joints for Use in Highway Bridge Decks. The Design Manual for Roads and bridges. TSO
  5. ^ BS EN 1997-1:2004+A1:2013 Eurocode 7. Geotechnical design. General rules. BSI

[top] Resources

[top] See also

[top] External links