BRIDGE DECK PANEL
A prefabricated bridge deck panel can be affixed to pre-existing bridge girders. The bridge deck panel includes an elongated metal deck plate stiffened longitudinally by longitudinal stiffening metal ribs. The bridge deck panel also has at least one inverted Tee rib underneath the deck plate. The vertical web member of the inverted Tee rib has its upper end structurally secured to the deck plate of the bridge deck panel. The panel also includes spaced-apart transverse floor beams underneath the deck plate. The vertical web member of the transverse floor beams has recesses fitted over the longitudinal stiffening metal ribs, and interfits with the vertical web member of the inverted Tee rib. The upper end of the transverse floor beams is structurally secured to the deck plate. In use, the inverted Tee rib is laid on and secured to a pre-existing bridge girder.
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This application claims benefit of U.S. application Ser. No. 60/960,236, filed 21 Sep. 2007, and which application is incorporated herein by reference. To the extent appropriate, a claim of priority is made to the above disclosed application.
FIELD OF THE INVENTIONThe present invention generally relates to metal plate decks for bridges. More particularly, it concerns a bridge deck panel for use in short span bridges, multiple girder bridges or for rehabilitating existing concrete deck bridges.
DESCRIPTION OF THE PRIOR ARTAlready known in the prior art are orthotropic bridge deck panels. A conventional orthotropic bridge deck consists of a longitudinally stiffened steel deck plate supported by a series of regularly spaced transverse floor beams. The stiffened deck plate is designed as a continuous member spanning between the transverse floor beams. The transverse floor beams span the width of the bridge and are supported by a pair of main longitudinal bridge members, such as deep plate-girders, box girders, steel trusses, steel or concrete arches, cable suspended bridge members or other suitable structural members.
Orthotropic bridge decks consist of flat, thin steel plates stiffened by a series of closely spaced longitudinal ribs at right angles, or orthogonal, to the floor beams. The rigidities of the ribs and floor beams are usually of unequal magnitude and their elastic behaviour is different in each of the two principal axes. This is called structural anisotropy. Due to the orthogonal nature of the beams and the anisotropic structural behaviour, the bridge deck system became known as orthogonal-anisotropic, or in short orthotropic.
Steel orthotropic decks are relatively costly solutions as bridge decks, resulting in their limited use to date. Their initial construction cost is usually at least twice that of an equivalent concrete slab bridge deck. Fewer than one hundred of the more than one half million bridges in North America have been constructed using this type of bridge deck system. The overall weight of an orthotropic deck is however much lighter, generally in the range of 25% to 40% of the weight of a comparable concrete deck slab. Orthotropic decks are typically utilized on very long span bridges where the strength and size of the supporting members is governed more by the dead weight of the bridge than the traffic load it is designed to carry. Thus on long span bridges, the lighter weight of orthotropic bridge decks result in significant overall savings in the bridge's main supporting member's strength demand, resulting in a lower structural cost that offsets the deck's higher initial cost.
Steel orthotropic decks are shop assembled into long panels spanning several transverse floor beams and transported by land or water to the bridge site. These panels usually require a significant amount of field welding to incorporate them as a structural unit with the transverse floor beams and to develop the continuity of both the top plate as well as the stiffening ribs. Much of the field welding is in the overhead position that is difficult to accomplish and must be completed using manual welding techniques.
Already known to the Applicant are U.S. Pat. No. 2,645,985 (BEEBE et al.), U.S. Pat. No. 4,831,675 (NEDELCU), U.S. Pat. No. 5,144,710 (GROSSMAN), U.S. Pat. No. 5,463,786 (MANGONE et al.), U.S. Pat. No. 5,664,378 (BETTIGOLE et al.), U.S. Pat. No. 5,806,121 (MANGONE), U.S. Pat. No. 5,987,680 (SAKAYA), JP 11021819 (SUGIZAKI), JP 8209628 (SUGIZAKI) and JP 7018630 (MORI et al.).
U.S. Pat. No. 4,831,675 (NEDELCU) discloses a double rib system formed by a steel deck plate, closed steel ribs and open steel ribs. The open steel ribs are connected to the closed steel ribs, rather than to the steel deck plate, therefore increasing the strength of the rib system and allowing a larger spacing of the transverse floor girders. This double rib system does not act compositely with the deck plate and does not provide a single bi-flexural structural unit.
Japanese patents JP 11021819 (SUGIZAKI) and JP 8209628 (SUGIZAKI) both disclose a steel floor plate formed by a deck plate, vertical ribs and transverse girders and ribs. The steel floor plate also includes a bridge main girder to be mounted directly on bridge pillars. This solution however does not provide a composite action between the bridge main girder and the deck plate and cannot be used to rehabilitate existing bridges.
Thus, there is still a need for an improved, lighter and more economically viable bridge deck panel suitable for use in shorter span bridges or multiple girder bridges that can be easily transported to bridge sites overland or by water and field assembled with a minimum amount of field welding. Lighter deck panels may allow for increase of the load capacity of an existing bridge and removal of load restrictions from existing bridges.
It would also be desirable to have a deck panel acting compositely with the bridge structure, providing a bi-flexural action that would allow for a thinner steel deck plate resulting in a lower steel deck cost and that would increase the composite main bridge girder depth.
It would also be desirable to have a deck panel that may be used to rehabilitate existing concrete bridge decks, be erected rapidly and that can reduce the duration of a temporary bridge closure.
SUMMARY OF THE INVENTIONAn object of the present invention is to propose a bridge deck panel that satisfies at least one of the above-mentioned needs.
In accordance with the invention, that object is achieved with a prefabricated bridge deck panel that can be affixed to at least one pre-existing bridge girder. The bridge deck panel comprises an elongated metal deck plate stiffened longitudinally by longitudinal stiffening metal ribs, such as closed or open metal ribs. The bridge deck panel also comprises at least one inverted Tee rib extending longitudinally underneath the deck plate. The Tee rib has a vertical web member and a flange plate. The vertical web member of the inverted Tee rib has its upper end structurally secured to the deck plate of the bridge deck panel. The bridge deck panel also comprises spaced-apart transverse floor beams extending transversally underneath the deck plate, in an interfit relationship with the inverted Tee rib. Each transverse floor beam comprises a vertical web member and a flange plate. The vertical web member of the transverse floor beams has recesses fitted over the longitudinal stiffening metal ribs. The upper end of the vertical web of the transverse floor beams is structurally secured to the deck plate. In use, the flange plate of the inverted Tee rib is laid on and secured to the at least one pre-existing bridge girder.
The inverted Tee ribs allow for a positive connection between the top deck plate and the pre-existing bridge girders resulting in a composite action between the top deck plate and the bridge girder. When in use, the top deck plate acts compositely with all of the bridge girders increasing their structural properties. In addition, inverted Tee ribs provide a continuous support to the deck plate directly over the bridge girders thus creating biaxial bending in the deck plate. The top deck plate also acts as the top flange of the transverse floor beams making the panels much stiffer. Finally, the bridge deck panels can accommodate roadway surface cross slopes, vertical curves in bridges, super-elevation and long vertical curves.
In accordance with a first preferred embodiment, the inverted Tee rib and the transverse floor beams of the deck panel are of substantially equal depth; wherein in use, the flange plate of the inverted T rib is laid on and secured to a main longitudinal one of the pre-existing girders.
In accordance with a second preferred embodiment, the inverted Tee rib is deeper than the transverse floor beams; and in use, the flange plate of the inverted Tee rib is laid on and secured to pre-existing spaced apart transverse bridge girders.
In accordance with a third preferred embodiment, the transverse floor beams are deeper than the inverted Tee rib; and in use, the flange plate of the inverted Tee rib is laid on and secured to pre-existing transverse bridge girders.
The present invention also concerns a method for installing a new deck on pre-existing main longitudinal bridge girders; the method comprises the steps of:
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- a) providing a plurality of prefabricated bridge deck panels as described in the first preferred embodiment;
- b) mounting the bridge panels side-by-side or end-to-end on the main longitudinal bridge girders with the flange plate of the inverted T rib of each of said bridge deck panels laying on top of a portion of one of the main longitudinal girders; and
- c) securing the flange plate of inverted T ribs to the main longitudinal girder.
Preferably, the method may further comprise the step of:
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- d) securing adjacent transverse floor beams and end to end inverted Tee ribs of the bridge deck panels using connecting plates; and
- e) connecting end to end stiffening closed metal ribs of the bridge deck panels and sealing the void using press fit closure blocks.
The present invention further concerns a method for installing a deck on pre-existing transverse bridge girders, the method comprises the steps of:
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- a) providing a plurality of prefabricated bridge deck panels as described in the second or third preferred embodiment; and
- b) mounting the bridge panels side-by-side or end-to-end on the main transverse bridge girders with the flange plate of the inverted T rib of each of said bridge deck panels bridging a plurality of following ones of the transverse girders.
This method may further comprise the steps of:
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- d) securing adjacent transverse floor beams and end to end inverted Tee ribs of the bridge deck panels using connecting plates; and
- e) connecting end to end stiffening closed metal ribs of the bridge deck panels and sealing the voids using press fit closure blocks.
Further aspects and advantages of the present invention will be better understood upon reading of preferred embodiments thereof with respect to the appended drawings.
All the objectives and advantages of this invention will become more apparent from the specifications taken in conjunction with the accompanying drawings in which:
While the invention will be described in conjunction with example embodiments, it will be understood that it is not intended to limit the scope of the invention to such embodiments. On the contrary, it is intended to cover all alternatives, modifications and equivalents as may be included as defined by the present description and appended claims.
DETAILED DESCRIPTION OF THE DRAWINGSIn the following description, similar features in the drawings have been given similar reference numerals and in order to lighten the figures, some elements are not referred to in some figures if they were already identified in a precedent figure.
Throughout the present description, by existing bridge girders, it is meant either the longitudinal main girders, or the transverse girders lying over main longitudinal girders, of the structure of a pre-existing bridge. Although the present invention was primarily designed to rehabilitate existing bridges, it may also be used for the construction of new metal bridges having new pre-existing main longitudinal girders. In other words, depending of the application, the bridge girders may be longitudinal or transversal girders. The bridge girders may have an “I” shape cross-section, a “U” shape cross-section, or any other shape as long as they have a top portion on which a flange of the inverted Tee rib can be laid on and secured to.
Referring to
Referring also to
As can be appreciated, the bridge deck panel 1 shown in
Still referring to
As shown in
Open ribs can be of various shapes including a straight flat plate, a bent plate with a 90° bend forming an “L” shape or bent at some other angle, an inverted Tee, a bulb angle, or a combination of a vertical plate element and a bottom flange element such as a solid round or hollow pipe.
Referring to
Referring to
In this preferred embodiment, the stiffening open rib 7 is designed to support two types of continuous jersey type barriers that may be used to act as bridge barriers or guardrails, either a poured in place concrete barrier or a precast concrete barrier. Both of these require anchorages to be fastened to the top of the top deck plate 3. Several different types of anchorages are recommended and these would normally be shop installed and delivered to the bridge site ready for installation of the barriers. The stiffening open rib 7 is sized and positioned to eliminate the possibility of a permanent deformation occurring in the top deck plate 3 should a vehicular impact occur. Additionally, the stiffening open rib 7 can de designed with local stiffening elements (not shown) to accommodate the attachment of mileage marker posts, highway road sign posts, steel or aluminum barriers or guardrails or any other type of attachment that may be required.
Turning now to
Referring to
Referring to
This second preferred embodiment of the bridge deck panels is used principally in the rehabilitation of existing bridges. Many existing bridges were built using two main longitudinal support members that in turn support a series of transverse girders 2 spaced at approximately equal intervals. These pre-existing transverse girders 2 support longitudinal stringers that carry a concrete slab (not shown in
Referring now to
The second and third embodiment can be used with connecting plates and elements such as flange moment splice plates, shear splice plates, ceramic backing bars and closure blocks such as described above. Preferably, the upper ends 53 and 65 of the inverted Tee rib 5 and transverse floor beams 6 are also welded to the deck plate 3, and the flange plate 52 of the inverted Tee ribs 5 has fastener receiving holes to be bolted to the top portion of the bridge transverse girders 2 (not shown in
Referring to
In use, the top deck plate 3 has smaller local deflections, rib to rib, caused by concentrated wheel loads when compared to orthotropic decks due to the beneficial action of biaxial bending. The top deck plate 3 is in biaxial bending due to the short spacing of the transverse floor beams 6 and the two way action caused by the rigidity of the longitudinal inverse Tee rib 5 connected continuously to the pre-existing bridge girders 2. The longitudinally stiffened deck top plate 3 has smaller longitudinal deflections compared to orthotropic decks due to their inherent shorter span and the combined effects of biaxial bending and the composite action of the top deck plate 3 with the longitudinal bridge girders 2 decreases the overall deflection of the bridge.
Although the present invention has been explained hereinabove by way of a preferred embodiment thereof, it should be understood that the invention is not limited to this precise embodiment and that various changes and modifications may be effected therein without departing from the scope or spirit of the invention.
Claims
1. A prefabricated bridge deck panel to be affixed to at least one pre-existing bridge girder, the bridge deck panel comprising: whereby in use, the flange plate of the inverted Tee rib is laid on and secured to said at least one pre-existing bridge girder.
- an elongated metal deck plate stiffened longitudinally by stiffening closed metal ribs;
- at least one inverted Tee rib extending longitudinally underneath the deck plate, said Tee rib having a vertical web member and a flange plate, the vertical web member having an upper end structurally secured to the deck plate; and
- spaced-apart transverse floor beams extending transversally underneath the deck plate in an interfit continuous relationship with the inverted Tee rib, each transverse floor beam comprising a vertical web member and a flange plate, the vertical web member having recesses fitted over the closed metal ribs and an upper end structurally secured to the deck plate,
2. A bridge deck panel according to claim 1, further comprising a stiffening open rib along a longitudinal edge of the metal deck plate.
3. A bridge deck panel according to claim 2, wherein the stiffening open rib has an L shape formed by a vertical web member and an inward flange plate, the vertical web member of the L shape stiffening open rib thereby closing the deck panel.
4. A bridge deck panel according to claim 1, wherein said upper ends of the inverted Tee rib and of the transverse floor beams are welded underneath the deck plate.
5. A bridge deck panel according to claim 1, wherein each of said transverse floor beams has two opposite side ends, at least one of said side ends being provided with at least one fastener receiving hole used for connecting the bridge deck panel to a side end of a similar one of said bridge deck panel.
6. A bridge deck panel according to claim 1, wherein each of the stiffening closed metal ribs has opposite front and rear ends, each provided with at least one fastener receiving hole used for connecting the bridge deck panel to a rear end or a front end of a similar one of said bridge deck panel.
7. A bridge deck panel according to claim 6, comprising closure blocks press-fitted in said front and rear end of the closed metals ribs.
8. A bridge deck panel according to claim 1, wherein the flange plate of the inverted Tee rib is provided with at least one fastener receiving hole used for securing the inverted Tee rib to at least one pre-existing bridge girder.
9. A bridge deck panel according to claim 1, wherein the inverted Tee rib and the transverse floor beams of the deck panel are of substantially equal depth; and wherein in use, the flange plate of the inverted T rib is laid on and secured to a main longitudinal one of said pre-existing girders.
10. A bridge deck panel according to claim 1, wherein said at least one pre-existing girder comprises a plurality of spaced apart transverse girders; said inverted Tee rib is deeper than the transverse floor beams; and wherein in use, the flange plate of the inverted Tee rib is laid on and secured to said plurality of spaced apart transverse bridge girders.
11. A bridge deck panel according to claim 1, wherein said at least one pre-existing girder comprises a plurality of spaced apart transverse girders, said transverse floor beams are deeper than the inverted Tee rib; and wherein in use, the flange plate of the inverted Tee rib is laid on and secured to the transverse bridge girders.
12. A bridge deck comprising a plurality of said prefabricated bridge deck panels according to claim 1 mounted side by side or end to end on pre-existing girders of a bridge.
13. A method for installing a deck on pre-existing main longitudinal bridge girders, the method comprising the steps of:
- a) providing a plurality of prefabricated bridge deck panels as defined in claim 9;
- b) mounting said bridge panels side-by-side or end-to-end on said main longitudinal bridge girders with the flange plate of the inverted T rib of each of said bridge deck panels laying on top of a portion of one of said main longitudinal girders; and
- c) securing the flange plate of inverted T ribs to the main longitudinal girder.
14. A method as defined in claim 13, further comprising the step of;
- d) securing adjacent transverse floor beams and end to end inverted Tee ribs of the bridge deck panels using connecting plates; and
- e) sealing end to end stiffening closed metal ribs of the bridge deck panels using press fit closure blocks.
15. A method for installing a deck on pre-existing transverse bridge girders, the method comprising the steps of:
- a) providing a plurality of prefabricated bridge deck panels as defined in claim 10; and
- b) mounting said bridge panels side-by-side or end-to-end on said main transverse bridge girders with the flange plate of the inverted T rib of each of said bridge deck panels bridging a plurality of following ones of said transverse girders.
16. A method as defined in claim 15, further comprising the step of:
- d) securing adjacent transverse floor beams and end to end inverted Tee ribs of the bridge deck panels using connecting plates; and
- e) sealing end to end stiffening closed metal ribs of the bridge deck panels using press fit closure blocks.
17. A prefabricated bridge deck panel to be affixed to at least one pre-existing bridge girder, the bridge deck panel comprising: whereby in use, the flange plate of the inverted Tee rib is laid on and secured to said at least one pre-existing bridge girder.
- an elongated metal deck plate stiffened longitudinally by longitudinal stiffening metal ribs;
- at least one inverted Tee rib extending longitudinally underneath the deck plate, said Tee rib having a vertical web member and a flange plate, the vertical web member having an upper end structurally secured to the deck plate; and
- spaced-apart transverse floor beams extending transversally underneath the deck plate in an interfit continuous relationship with the inverted Tee rib, each transverse floor beam comprising a vertical web member and a flange plate, the vertical web member having recesses fitted over the longitudinal stiffening metal ribs and an upper end structurally secured to the deck plate,
Type: Application
Filed: Sep 19, 2008
Publication Date: Mar 26, 2009
Applicant: GROUPE CANAM INC. (Boucherville)
Inventor: Richard Vincent (Westmont)
Application Number: 12/234,434