US20090077758A1 - Bridge deck panel - Google Patents

Bridge deck panel Download PDF

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Publication number
US20090077758A1
US20090077758A1 US12/234,434 US23443408A US2009077758A1 US 20090077758 A1 US20090077758 A1 US 20090077758A1 US 23443408 A US23443408 A US 23443408A US 2009077758 A1 US2009077758 A1 US 2009077758A1
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US
United States
Prior art keywords
bridge
rib
deck
bridge deck
plate
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Abandoned
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US12/234,434
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English (en)
Inventor
Richard Vincent
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Groupe Canam Inc
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Groupe Canam Inc
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Groupe Canam Inc filed Critical Groupe Canam Inc
Priority to US12/234,434 priority Critical patent/US20090077758A1/en
Assigned to GROUPE CANAM INC. reassignment GROUPE CANAM INC. ASSIGNMENT OF ASSIGNORS INTEREST (SEE DOCUMENT FOR DETAILS). Assignors: VINCENT, RICHARD
Publication of US20090077758A1 publication Critical patent/US20090077758A1/en
Abandoned legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
    • E01D19/125—Grating or flooring for bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/30—Metal

Definitions

  • 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.
  • U.S. Pat. No. 4,831,675 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.
  • JP 11021819 SUGIZAKI
  • JP 8209628 SUGIZAKI
  • 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.
  • 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.
  • 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 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.
  • 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:
  • FIG. 1 is a perspective view of four longitudinal steel bridge girders on which bridge deck panels are mounted, according to a first preferred embodiment of the invention
  • FIG. 3 is a cross section view of one of the longitudinal stiffening ribs of the panel shown in FIG. 2 taken between two adjacent transverse floor beams;
  • FIG. 7 is an elevation view of a transverse floor beam at a location where it crosses over a longitudinal bridge girder
  • FIG. 9B is a cross-section view taken along line A-A in FIG. 9A , showing the transverse splice between two adjacent bridge deck panels;
  • FIG. 11C is a cross-section view taken along line C-C in FIG. 11B ;
  • FIG. 15 is a close-up view of the interlocking of one inverted Tee rib shown in FIG. 14 with a transverse floor beam;
  • 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.
  • 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.
  • 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.
  • each of the bridge deck panels 1 comprises an elongated metal deck plate 3 stiffened longitudinally by longitudinal stiffening metal ribs 4 .
  • At least one inverted Tee rib 5 extends longitudinally underneath the deck plate 3 .
  • Each Tee rib 5 has a vertical web member 51 and a flange plate 52 , the vertical web member 51 having an upper end 53 structurally secured to the deck plate 3 .
  • the bridge deck panel 1 also has spaced-apart transverse floor beams 6 extending transversally underneath the deck plate 3 .
  • the inverted Tee ribs 5 advantageously make a positive connection between the top deck plates 3 and the main longitudinal girders 2 resulting in composite action between the two elements 3 , 2 .
  • the top deck plates 3 act compositely with the longitudinal girders 2 increasing their structural properties.
  • the inverted Tee ribs 5 also provide continuous support to the deck plate 3 directly over the main longitudinal girders 2 thus creating biaxial bending in the deck plate 3 .
  • 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 main girders 2 .
  • the top deck plate 3 acts as the top flange of the transverse floor beams 6 making these bridge deck panels 1 much stiffer.
  • the bridge deck panel 1 shown in FIG. 2 is an edge panel such as the ones 1 a, 1 c shown on the right end side and left end side of the assembly of FIG. 1 .
  • Such an edge panel is further provided with a stiffening open rib 7 along a longitudinal edge of the metal deck plate 3 , and is devised to be installed at a lateral end of the bridge deck.
  • the edge bridge deck panels 1 a and 1 c have one inverted Tee rib 5 while the center deck panel 1 b has two.
  • the top deck plate 3 is stiffened longitudinally by the longitudinal stiffening ribs 4 , by the longitudinal inverted Tee rib 5 and at the outer edge of the panel by the stiffening open rib 7 .
  • the upper ends 53 , 65 of the inverted Tee rib 5 and of the transverse floor beams 6 are welded underneath the deck plate. This should also be the case for the stiffening open rib 7 .
  • all three types of longitudinal stiffening ribs 4 , 5 & 7 are preferably continuously welded to the underside of the top deck plate 3 .
  • the top deck plate 3 is stiffened longitudinally by the longitudinal stiffening metal ribs 4 , the inverted Tee rib 5 and the stiffening open rib 7 .
  • the longitudinal stiffening metal ribs 4 preferably have trapezoidal cross section and are continuously welded to the top deck plate 3 with longitudinal stiffening metal rib partial penetration welds 8 .
  • the longitudinal stiffening metal ribs 4 can be of either closed or open shape and are depicted in FIG. 3 as a closed trapezoidal rib.
  • a rib is defined as closed when the rib welded to a top plate 3 forms a closed hollow shape with the plate 3 .
  • a trapezoidal closed metal rib will form a trapezoidal hollow.
  • Closed ribs are generally composed of three segments, two web segments that are either vertical or more often at some other angle, usually between 0° and 30°, from the vertical and a third segment that acts as the bottom flange of the rib and may be either a straight element or a curved element in the form of an arc. Closed ribs are usually manufactured on a cold formed rolling line or by a brake press operation. Both these manufacturing methods will produce a curved radius at the joints between the web and flange segments. Closed ribs are preferred as they are more torsionally stiff and are capable of distributing a concentrated wheel load rolling on the top deck plate 3 over a larger proportion of the plate.
  • a longitudinal inverted Tee rib 5 is always located directly over the top flange of each supporting longitudinal steel bridge girder 2 .
  • the longitudinal inverted Tee rib 5 can be manufactured from two plates creating a vertical web 51 and a bottom flange 52 to form a Tee section, or can be cut from a hot rolled “I” type beam section by splitting the “I” type section along the web into two sections.
  • a split Tee 5 from a wide flange beam section is illustrated in FIG. 4 .
  • the web 51 of the inverted Tee rib 5 is continuously welded with a partial penetration weld 9 to the underside of the top deck plate 3 .
  • the bottom flange 52 of the longitudinal inverted Tee rib 5 has a series of matching fastener holes (such as bolt holes) with the longitudinal steel bridge girder 2 allowing the bridge deck panel 1 to be bolted with high strength bolts 10 to the top flange of the longitudinal steel bridge girder 2 located directly under it.
  • the high strength bolts 10 allow the top deck plate 3 to act compositely with the longitudinal steel bridge girder 2 greatly increasing its stiffness and load capacity by increasing the effective depth “dg” of the longitudinal steel bridge girder 2 by the depth of the deck panel “dp” for a total effective composite dept of “dc”.
  • each transverse floor beam 6 is preferably a Tee section built up from a vertical web plate 61 and a bottom flange plate 62 .
  • the top of the vertical web plate 65 is continuously welded with two partial penetration welds 14 to the top deck plate 3 and the bottom of the vertical web plate 61 is continuously welded with fillet welds 15 to the bottom flange plate 62 .
  • the transverse floor beams 6 are spaced at approximately 3 meter centers and this is designed to enable the bridge rail or barrier guard post connections to be framed directly into the end of the transverse floor beam 6 . This feature protects the deck plate 3 from being damaged by the barrier post connection due to a vehicle impact to the barrier. As shown in FIG.
  • the block 30 is made out of a compressible material (similar to a hard sponge) allowing it to be compressed to fit into the joint and spring back to completely fill the space (as shown in FIGS. 11A , 11 B and 11 C).
  • a compressible material similar to a hard sponge
  • FIG. 14 an assembly of three deck bridge panels 1 according to a second preferred embodiment of the invention, is shown mounted on spaced apart pre-existing transverse bridge girders 2 (two being shown on FIG. 14 ).
  • the inverted Tee ribs 5 of the bridge deck panels 1 are deeper than the transverse floor beams 6 .
  • the flange plate 52 of the inverted Tee rib 5 is laid on and secured to the plurality of spaced apart transverse bridge girders 2 .
  • FIG. 15 it can be appreciated that as in the first preferred embodiment, the inverted Tee ribs 5 and the transverse floor beams 6 which are crossing each other are always in an interfit or interlock relationship with each other. In this second embodiment, this interlocking relationship is obtained by using cut outs made in the web member 51 of the inverted Tee ribs 5 that allow the transverse floor beams 6 to pass continuously through the vertical web plate 51 of the inverted Tee rib 5 .
  • FIGS. 14 & 15 show this variation of the deck panel, where the deeper inverted Tee rib 5 incorporates the longitudinal girder.
  • FIG. 15 is a close-up view of the interlocking of one inverted Tee rib 5 with a transverse floor beam 6 .
  • FIG. 16 an assembly of three deck panels 1 according to a third preferred embodiment of the invention is shown mounted on pre-existing transverse girders 2 .
  • the bridge deck panel 1 has transverse floor beams 6 deeper than the inverted Tee rib 5 .
  • the flange plate 52 of the inverted Tee rib 5 is laid on and secured to the transverse bridge girders 2 (two being shown on FIG. 16 ).
  • This third preferred embodiment of the bridge deck panels 1 is also used for the rehabilitation of the same type of existing bridge as described above. Bridge deck panels 1 having deeper transverse floor beams 6 are used when the existing bridge needs to be widened to add traffic lanes, sidewalks or cycle paths.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)
US12/234,434 2007-09-21 2008-09-19 Bridge deck panel Abandoned US20090077758A1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
US12/234,434 US20090077758A1 (en) 2007-09-21 2008-09-19 Bridge deck panel

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
US96023607P 2007-09-21 2007-09-21
US12/234,434 US20090077758A1 (en) 2007-09-21 2008-09-19 Bridge deck panel

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CA (1) CA2639701C (fr)

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US20100170050A1 (en) * 2007-06-13 2010-07-08 Kotaro Inose Welded Joint, Steel Deck, and Process for Producing The Steel Deck
US8321985B2 (en) * 2010-07-05 2012-12-04 John Reginald Newton Support platform and method of construction thereof
CN103758036A (zh) * 2014-01-23 2014-04-30 长安大学 薄壁肋板式超高强混凝土整体桥面板
US20150240493A1 (en) * 2011-11-08 2015-08-27 Sejong R&D Co., Ltd. Shear reinforcement for reinforced concrete structure
JP2016069808A (ja) * 2014-09-26 2016-05-09 片山ストラテック株式会社 鋼床版の補強構造体
CN105583500A (zh) * 2014-11-14 2016-05-18 任丘市永基建筑安装工程有限公司 一种桥板现场组焊技术
JPWO2015108103A1 (ja) * 2014-01-16 2017-03-23 日之出水道機器株式会社 道路橋の金属製床版
US20170129055A1 (en) * 2014-06-18 2017-05-11 Bae Systems Plc Test Plate for Approving Steel or Metal Welding Parameters; Method of Approving Steel and Metal Welding Parameters: Under Matched Butt Welded Plates
JP2017110394A (ja) * 2015-12-16 2017-06-22 日本鉄塔工業株式会社 鉄骨床版橋
KR101779959B1 (ko) * 2015-09-22 2017-10-23 박상현 형고를 유지하면서 단면강성이 향상된 강상자형 거더 및 이의 제작방법
JP2017198003A (ja) * 2016-04-28 2017-11-02 日立造船株式会社 充填方法
KR101801370B1 (ko) * 2017-04-20 2017-11-27 (주) 대현이엔씨 전단응력이 향상된 자전거도로용 교량 및 그 시공방법
JP2017218824A (ja) * 2016-06-09 2017-12-14 東日本旅客鉄道株式会社 桁の補強構造
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CN107653779A (zh) * 2017-09-19 2018-02-02 中国公路工程咨询集团有限公司 一种钢‑超高韧性混凝土轻型组合梁墩顶桥面连续构造及其施工方法
US9890505B2 (en) 2013-12-11 2018-02-13 Quickcell Technology Pty Ltd Precast concrete beam
JP2018059312A (ja) * 2016-10-04 2018-04-12 Ｊｆｅエンジニアリング株式会社 新設鋼床版と既設桁との連結構造
JP2018059359A (ja) * 2016-10-07 2018-04-12 新日鐵住金株式会社 鋼床版の疲労亀裂発生抑制方法および鋼床版の製造方法
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JP2019052432A (ja) * 2017-09-13 2019-04-04 新日鐵住金株式会社 鋼床版で使用される押圧装置の制御装置、その制御装置を備えた押圧装置、および押圧装置の制御方法
JP2019143368A (ja) * 2018-02-21 2019-08-29 公益財団法人鉄道総合技術研究所 鋼桁の支承部周辺の補強方法及び補強構造
JP2020016055A (ja) * 2018-07-24 2020-01-30 Ｊｆｅエンジニアリング株式会社 拡幅ブラケット構造体および床版拡幅構造体
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CN110847036A (zh) * 2019-12-19 2020-02-28 西南交通大学 一种倒置肋正交异性复合桥面钢桥
CN111519528A (zh) * 2020-06-02 2020-08-11 北京市市政专业设计院股份公司 一种正交异性钢桥面板
CN111560846A (zh) * 2020-04-30 2020-08-21 中交路桥华南工程有限公司 桥面系钢纵横梁的安装方法
CN111910517A (zh) * 2020-08-06 2020-11-10 湖南大学 一种uhpc矮肋桥面板的纵桥向接缝连接构造和钢-uhpc组合桥梁
JP2021025218A (ja) * 2019-07-31 2021-02-22 本州四国連絡高速道路株式会社 鋼橋の鋼製閉断面部材の座屈防止構造
US20210372142A1 (en) * 2020-05-29 2021-12-02 RWS Design and Controls, Inc. Platform stringer and deck support frame
CN113832849A (zh) * 2021-08-31 2021-12-24 任小强 一种连续刚构钢桁组合的桥梁结构
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US20220127802A1 (en) * 2020-10-28 2022-04-28 South China University Of Technology Combined Plate-Beam Unit Analysis Method Considering Residual Stress Effect of Orthotropic Plate
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