WO2020225930A1 - 橋梁の構造および床版取替え方法 - Google Patents

橋梁の構造および床版取替え方法 Download PDF

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Publication number: WO2020225930A1
Authority: WO; WIPO (PCT)
Prior art keywords: main girder; bridge; slab; steel; mounting member
Prior art date: 2018-05-24

Application number

PCT/JP2019/029007

Other languages

English (en)

French (fr)

Japanese (ja)

Inventor

冨永　知徳

耕一横関

和彦瀬谷

竹内　大輔

太郎利根川

健岡部

Original Assignee

日本製鉄株式会社

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.)

2018-05-24

Filing date

2019-07-24

Publication date

2020-11-12

2019-07-24 Application filed by 日本製鉄株式会社 filed Critical 日本製鉄株式会社

2020-11-12 Publication of WO2020225930A1 publication Critical patent/WO2020225930A1/ja

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Classifications

- 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
- 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

Definitions

the present invention relates to a bridge structure and a method for replacing a floor slab.
the present application claims priority based on Japanese Patent Application No. 2019-087851 filed in Japan on May 7, 2019, the contents of which are incorporated herein by reference.
the conventional construction method has the following problems. (1) It takes a lot of labor and time to remove the reinforced concrete slab with studs. (2) When removing the concrete between the studs, noise, vibration and dust problems can occur. (3) When the reinforced concrete slab is completely removed, buckling may occur at the upper flange of the main girder, especially in the case of a synthetic slab. (4) When the reinforced concrete slab is removed, the dead load of the bridge is reduced to less than half, so that the deflection of the girder is reduced and various dimensional adjustments are required to maintain the same planned height as the original. (5) If a new floor slab is installed according to the current standards, the weight will increase compared to the original structure. This requires reinforcement of girders, piers and, in some cases, piles (not only thickness but also width).
Patent Document 1 the method described in Patent Document 1 is known as an example of a method for replacing a floor slab of a bridge in order to solve such a problem.
the steel floor slab in order to replace the reinforced concrete floor slab supported and laid by the main girder of the bridge with the steel floor slab, the steel floor slab is arranged at the position where the reinforced concrete floor slab is removed.
a slab support bracket is attached to the main girder at appropriate intervals below the reinforced concrete slab, and the reinforced concrete slab of the portion located on the upper flange of the main girder is attached.
the other portion removed is removed to provide a residual portion on the upper flange portion of the main girder, and instead of the removed reinforced concrete slab, the lateral side of the steel slab having a lateral rib arranged so as to avoid the residual portion.
the ribs are arranged, and the horizontal ribs are placed and attached to the floor slab support bracket.
the lateral rib is difficult to design as a continuous beam, a larger cross section may be required. Further, since it is attached to the main girder only via the floor slab support bracket, it is difficult to transmit the shear force in the bridge axial direction between the main girder and the steel deck slab. Therefore, it is difficult to form a bridge having an integrated structure in which the steel plate and the main girder are combined, and there is a risk that the strength of the bridge will be insufficient. Also, in order to place the horizontal ribs on the bracket, if the deflection of the bridge is reduced and the installation height of the horizontal ribs is increased when the concrete floor slab is removed, the position of the horizontal ribs cannot be adjusted downward. It may be possible.
the present invention has been made in view of the above circumstances, and can easily and firmly connect the lateral ribs of the steel deck slab to the main girder web, secure the rigidity and strength as a bridge, and further, the main girder and the steel floor.
the girder and the slab can be combined, and the structure of the bridge and the slab replacement method that facilitates the position adjustment of the lateral ribs during construction.
the purpose is to provide.
the structure of the bridge of the present invention is a structure of a bridge constructed by replacing a part of a reinforced concrete slab supported by the main girder of the bridge with a steel slab.
the reinforced concrete floor slab the remaining reinforced concrete that is left by removing the portion other than the portion provided on the upper surface side of the main girder upper flange of the main girder, and
a steel slab arranged so as to cover the remaining reinforced concrete is attached to a removing portion formed by removing a portion other than the portion provided on the upper surface side of the main girder upper flange of the main girder.
the steel deck has lateral ribs arranged in the bridge width direction on the lower surface side of the deck plate.
At least a part of one end surface or both end surfaces of the lateral rib in the bridge width direction faces the web surface of the main girder web of the nearest main girder.
the lateral rib is rigidly coupled to the main girder web closest to the end.
the main girder and the steel deck slab are connected by a shear force transmission member that transmits a shear force in the direction of the bridge axis.
the bridge slab replacement method of the present invention is a bridge slab replacement method in which a part of a reinforced concrete slab supported and laid by the main girder of the bridge is replaced with a steel slab.
the steel deck has lateral ribs arranged in the bridge width direction on the lower surface side of the deck plate, and at least a part of one end surface or both end surfaces of the lateral ribs in the bridge width direction is the nearest main girder. Facing the web surface of the main girder web, By removing the portion of the reinforced concrete floor slab other than the portion provided on the upper surface side of the main girder upper flange of the main girder, a removing portion is provided and the remaining reinforced concrete is left on the upper surface side of the main girder upper flange.
the steel deck slab is arranged in the bridge width direction on the lower surface side of the deck plate, and at least a part of one end surface or both end surfaces in the bridge width direction is the web surface of the main girder web of the main girder closest to the bridge.
the lateral ribs are rigidly coupled to the main girder web closest to the end at the end of the lateral rib in the bridge width direction, that is, unlike the conventional steel deck. Since the ends of the lateral ribs of the plate are rigidly coupled directly to the main girder web without the need for a plate support bracket, the steel deck can be designed with a reasonable lateral rib cross section.
the overlaid concrete on the upper part of the residual reinforced concrete may be removed. Further, in the floor slab replacement method of the present invention, the covering concrete on the upper part of the residual reinforced concrete may be removed in the reinforced concrete floor slab removing step.
the structure of the bridge and the method of replacing the floor slab it is not necessary to remove the concrete between the studs erected on the upper flange of the main girder because it is only necessary to remove the overlaid concrete on the upper part of the remaining reinforced concrete. .. Since it takes a lot of time and effort to remove the concrete between the studs, it is possible to significantly reduce the time and effort of the removal work by leaving the concrete.
the purpose of removing the overlaid concrete at the upper part is to secure a space for adjusting the road surface height and to facilitate the removal of the asphalt portion existing on the steel plate slab.
a height adjusting bolt capable of adjusting the height of the steel slab may be screwed onto the steel slab so as to be in contact with the remaining reinforced concrete.
a height adjusting bolt capable of adjusting the height of the steel slab is screwed into the steel slab so as to be in contact with the remaining concrete, and the steel slab is screwed. After the disposition step, the height of the steel plate bridge may be adjusted by turning the height adjusting bolt.
the height of the steel deck can be adjusted by turning the height adjusting bolt, so that the height of the steel deck can be replaced at a target position, for example. Can be equal to the height of the previous reinforced concrete plate bridge. That is, the planned road surface height can be adjusted at the site.
an amorphous material may be filled between the steel deck slab, the main girder upper flange, and the remaining reinforced concrete.
an amorphous material may be filled between the steel slab, the main girder upper flange, and the remaining reinforced concrete after the steel slab arrangement step. The filling of the amorphous material may be performed before or after the steel plate bridge joining process as long as it is after the steel plate slab arrangement process.
an amorphous material is filled between the steel deck, the upper flange of the main girder, and the remaining reinforced concrete, so that the reinforcing bars of the remaining reinforced concrete, the space between them, are filled. Corrosion of the exposed lower surface of the steel plate and the upper surface of the upper flange of the main girder can be prevented. It is not necessary to require a large strength for this amorphous material.
the remaining reinforced concrete part is also concrete that was cast in an era when there was not enough construction technology, and since it was shared for a long time, it is difficult to guarantee the strength enough to enable reliable design. Therefore, it is not necessary to require a large strength for the amorphous material to be filled therein.
a paving portion is preliminarily constructed on the steel deck slab arranged in the removal portion, and the steel deck slab is adjacent to the steel deck slab and the steel deck slab is adjacent to the steel deck slab.
a temporary fixing plate is bridged between the reinforced concrete slab and the reinforced concrete slab that has not been replaced, and the temporary pavement portion is substantially flush with the pavement portion and the pavement portion on the reinforced concrete slab on the upper surface side of the temporary fixing plate. It may have been constructed.
a pavement portion is preliminarily constructed on the steel deck slab disposed in the removal portion, and after the steel deck slab arrangement step, the steel deck and the steel deck A temporary fixing plate is bridged between the steel slab and the reinforced concrete slab adjacent to the steel slab, and the temporary pavement portion is placed on the upper surface side of the temporary fixing plate substantially flush with the paving portion and the pavement portion on the reinforced concrete slab. It may be constructed in.
the temporary pavement is constructed on the upper surface side of the temporary fixing plate almost flush with the pavement of the steel slab and the pavement on the existing reinforced concrete slab. Therefore, the pavement of the existing reinforced concrete slab and the pavement of the renewed (replaced) steel slab can be made continuous. Therefore, it is possible to temporarily drive the vehicle by removing the lane regulation that was performed when the floor slab was replaced.
the horizontal rib mounting member may be bolted to the main girder web, and the end of the horizontal rib may be bolted to the horizontal rib mounting member. Further, in the floor slab replacement method of the present invention, the horizontal rib mounting member is bolted to the main girder web, and after the steel deck slab disposing step, the horizontal rib is bolted to the horizontal rib mounting member. You may.
the end of the horizontal rib is bolted to the horizontal rib mounting member bolted to the main girder web, the end of the horizontal rib is bolted to the end. Can be easily and reliably rigidly coupled to the nearest main girder web.
the vertical length of the main girder web between the main girder upper flange and the lateral rib mounting member may be 224 mm or more.
the vertical length of the main girder web between the main girder upper flange and the lateral rib mounting member may be 224 mm or more.
the stress range in the portion of the main girder web joined to the upper flange of the main girder can be reduced, and the fatigue resistance characteristics of the main girder can be improved.
the horizontal rib mounting member and the end portion of the horizontal rib are sandwiched by a splice plate and fastened by a high-strength bolt to be friction-welded to the splice.
the joint surface around the bolt hole through which the high-strength bolt of the plate is inserted may be subjected to a friction surface treatment by metal spraying.
the horizontal rib mounting members and the ends of the horizontal ribs are sandwiched by a splice plate and high-strength bolts are used.
High-strength bolts may be friction-welded by fastening with metal, and the joint surface around the bolt holes through which the high-strength bolts of the splice plate are inserted may be subjected to friction surface treatment by metal spraying in advance.
the friction surface required for high-strength bolt friction welding is secured by applying friction surface treatment by metal spraying to the joint surface around the bolt holes of the splice plate. , The number of high-strength bolts can be minimized.
a plurality of the lateral rib mounting members may be provided.
a plurality of the horizontal rib mounting members are bolted to the main girder web, and after the steel plate slab arrangement step, the horizontal ribs are attached to the plurality of horizontal rib mounting members. May be bolted together.
the entire plurality of lateral rib mounting members can be configured to have a predetermined bending strength and shear strength, so that the mass per one of the plurality of horizontal rib mounting members can be obtained. Can be lightened. As a result, the operator can easily carry each lateral rib mounting member manually.
the horizontal rib mounting member includes a first horizontal rib mounting member and a second horizontal rib mounting member arranged below the first horizontal rib mounting member.
a first splice plate that joins the horizontal ribs and the first horizontal rib mounting member to each other, and a second splice plate that joins the horizontal ribs, the first horizontal rib mounting member, and the second horizontal rib mounting member to each other. May be provided.
the first horizontal rib mounting member which is the horizontal rib mounting member, and the second horizontal rib arranged below the first horizontal rib mounting member on the main girder web.
the mounting members are bolted together, and in the lateral rib rigid coupling step, the lateral ribs and the first lateral rib mounting members are joined to each other by the first splice plate, and the lateral ribs and the first lateral ribs are joined by the second splice plate.
the horizontal rib mounting member and the second horizontal rib mounting member may be joined to each other.
the first splice plate and the second splice plate in the horizontal rib are joined. It is possible to avoid stress concentration in the portion located between the splice plate and the splice plate.
the horizontal rib mounting member includes a first horizontal rib mounting member and a second horizontal re-mounting member arranged below the first horizontal rib mounting member.
a first splice plate that joins the horizontal rib, the first horizontal rib mounting member, and the second horizontal rib mounting member to each other, and a second splice plate that joins the horizontal rib and the second horizontal rib mounting member to each other. May be provided.
the first horizontal rib mounting member which is the horizontal rib mounting member, and the second horizontal rib arranged below the first horizontal rib mounting member on the main girder web.
the mounting members are bolted together, and in the lateral rib rigid coupling step, the lateral ribs, the first lateral rib mounting member and the second lateral rib mounting member are joined to each other by the first splice plate, and the second splice plate is used. , The lateral rib and the second lateral rib mounting member may be joined to each other.
the first splice plate and the second splice plate in the lateral rib are joined. It is possible to avoid stress concentration in the portion located between the splice plate and the splice plate.
the shearing force transmitting member is attached to the first piece fixed to the main girder web by the first fixing member and the rib joined to the lower surface of the deck plate. 1.
a second piece fixed by a second fixing member arranged at the same position in the vertical direction as the fixing member, and a connecting piece connected to the first piece and the second piece, respectively, may be provided.
the first piece of the shear force transmission member in the steel slab joining step, is fixed to the main girder web by the first fixing member, and is attached to the lower surface of the deck plate.
the second piece of the shearing force transmitting member is fixed to the attached rib by a second fixing member arranged at the same position in the vertical direction as the first fixing member, and the connecting piece of the shearing force transmitting member is fixed.
the first piece and the second piece may be connected to each other.
a position where the first piece is fixed to the main girder web by the first fixing member and a position where the second piece is fixed to the rib by the second fixing member. are equivalent in the vertical direction, so that a moment around the axis along the horizontal plane is suppressed in the shear force transmitting member. Therefore, it is less necessary for the shear force transmitting member to withstand the moment, and the weight of the shearing force transmitting member can be reduced.
the steel deck is formed in a flat plate shape, extends in a direction intersecting the lateral ribs, is arranged below the deck plate, and is joined to the deck plate.
the vertical rib is provided, and the vertical rib is inserted into a notch formed in the upper end portion of the web of the horizontal rib, and is joined to the end portion of the notch and the vertical rib of the horizontal rib, respectively. It may be provided with a connection that seals the notch.
the steel floor slab is formed in a flat plate shape, extends in a direction intersecting the lateral ribs, is arranged below the deck plate, and is joined to the deck plate.
the vertical rib is inserted into a notch formed in the upper end of the web of the horizontal rib, and is joined to the end of the notch and the vertical rib of the horizontal rib, respectively.
connection that seals the notch.
stress is less likely to be concentrated because there is no notch in the horizontal rib at the intersection of the vertical rib and the horizontal rib. Therefore, it is possible to prevent cracks from being generated from the horizontal ribs or the vertical ribs. Therefore, the durability of the steel deck slab can be enhanced, and the durability as a bridge can be enhanced.
the lateral ribs of the steel deck slab can be easily and firmly connected to the web of the main girder, the rigidity as a bridge can be secured, and further, in the bridge axial direction between the main girder and the steel deck slab. Shear force can be reliably transmitted.
the horizontal rib mounting member is shown, (a) is a perspective view of the horizontal rib mounting member, and (b) is a view taken along the arrow A in (a).
the same is a cross-sectional view of a main part showing a state in which the horizontal rib mounting member is mounted on the main girder web.
the same shows a state in which a part of the reinforced concrete floor slab is removed, and is a perspective view of the bridge viewed from diagonally above.
the same shows a state in which a part of the reinforced concrete floor slab is removed, and is a perspective view of the bridge viewed from diagonally below.
the same is a cross-sectional view showing a state in which the upper part of the remaining concrete is removed.
FIG. 10B It is a plan sectional view of the main part in FIG. 12A.
the shear force transmission member is shown, (a) is a cross-sectional view of a main part showing a state in which the shear force transmission member is attached, (b) is a perspective view of the shear force transmission member, and (c) is a shear force transmission member.
a front view of the member is a side view of the shear force transmitting member, and (e) is a bottom view of the shearing force transmitting member.
(a) is a cross-sectional view of a main part showing a steel plate and an adjacent reinforced concrete plate, and (b) is a temporary pavement by temporarily installing a temporary fixing plate between the steel plate and the reinforced concrete plate. It is sectional drawing of the main part which showed the state which gave. It is sectional drawing which shows the main part of the structure of the bridge which concerns on 1st Embodiment of this invention. In the first embodiment of the present invention, it is for demonstrating the method of installing the next steel plate slab, and is the perspective view seen from diagonally above which shows the state which provided the removal part.
the same is a perspective view seen from diagonally below showing a state in which the removal portion is provided.
the same is a perspective view seen from diagonally above showing a state in which the following steel plate slab is installed. It shows a state in which a part of the reinforced concrete floor slab of the other lane is removed, and is a perspective view of the bridge viewed from diagonally above. It shows a state in which a part of the reinforced concrete floor slab of the other lane is removed, and is a front sectional view of the removed portion.
the same shows a state in which a steel deck is installed on the other lane side, and is a perspective view of the bridge viewed from diagonally above.
the same shows a state in which the steel slab is installed on the other lane side, and is a front sectional view of the steel slab. It is a regular cross-sectional view showing a state in which a temporary fixing plate is temporarily installed between a steel floor slab and a reinforced concrete floor slab and temporarily paved. It is a regular cross-sectional view showing a state in which steel deck slabs adjacent to each other in the bridge axis direction are joined by an inter-panel joint. It is a regular cross-sectional view showing a state in which adjacent steel deck slabs are joined in the direction orthogonal to the bridge axis by an inter-panel joint. The same is a perspective view seen from diagonally below showing a state in which the following steel plate slab is installed.
the same shows the state where the steel deck slab is installed, and is a perspective view of the bridge viewed from diagonally below.
the same shows a state in which a further part of the reinforced concrete floor slab is removed, and is a perspective view of the bridge viewed from diagonally above.
the same shows a state in which a further part of the reinforced concrete floor slab is removed, and is a perspective view of the bridge viewed from diagonally below.
It shows the state where the following steel plate slab is installed, and is a perspective view of the bridge viewed from diagonally above.
It is the cross-sectional view which shows the main part of the floor slab replacement structure of a bridge.
FIGS. 2A and 2B show the bridge before the replacement of the floor slab (however, only one lane (two lanes on each side in the case shown in the figure)), FIG. 2A is a perspective view seen from diagonally above, and FIG. 2B is a perspective view. It is a perspective view seen from diagonally below. As shown in FIGS.
the bridge (bridge structure) 10 includes a main girder 11, a cross girder 12, an anti-tilt structure 13, and a reinforced concrete slab 14.
the main girder 11 is formed of H-shaped steel or I-shaped steel, and is provided extending in the bridge axis direction (Z direction in FIG. 2A). In the case of the one shown in the figure, of the six main girders provided in total for both lanes, only three lanes on one side are shown. These main girders 11 are arranged at predetermined intervals in the bridge width direction (horizontal direction orthogonal to the bridge axis direction (so-called bridge axis orthogonal direction; X direction in FIG. 2A)).
the main girder 11 has a main girder web 11a, a main girder upper flange 11b, and a main girder lower flange 11c.
the main girder 11 is erected between a bridge pier and a pier (not shown).
the cross girder 12 is formed of H-shaped steel or I-shaped steel, extends in the bridge width direction, and is erected between adjacent main girders 11 and 11, and the end of the cross girder 12 is welded to the main girder web 11a. It is connected by bolting or the like. Further, although a plurality of cross girders 12 are arranged at predetermined intervals in the bridge axis direction, since a part of the bridge 10 is shown in FIG. 2B, two horizontal girders extending coaxially in the bridge axis orthogonal direction A digit 12 is provided.
the anti-tilt structure 13 is for resisting lateral loads such as wind and earthquake, and has a truss structure composed of an upper chord member, a lower chord member, a vertical member, an oblique member, and the like.
the anti-tilt structure is erected between adjacent main girders 11 and 11 and is connected to the main girder 11 by a gusset or the like.
a plurality of anti-tilt structures 13 are arranged at predetermined intervals in the bridge axis direction, since a part of the bridge 10 is shown in FIG. 2B, two anti-tilt structures extending coaxially in the direction orthogonal to the bridge axis 13 is provided, and the anti-tilt structure 13 is provided at a position separated in the bridge axis direction and sandwiching the cross girder 12.
Reinforced concrete floor slab 14 has reinforcing bars arranged vertically and horizontally inside the reinforced concrete floor slab 14, and ridges (haunch portions) 14a protruding from the lower surface extend in the bridge axis direction on the lower surface of the reinforced concrete floor slab 14.
ridges 14a are formed at predetermined intervals in the bridge width direction. The three ridges 14a are located directly above the three main girders 11 and are installed and fixed to the main girder upper flange 11b.
a plurality of studs (not shown) are erected on the upper surface of the main girder upper flange 11b at predetermined intervals in the bridge width direction and the bridge axis direction, respectively, and these studs are joined to the concrete of the reinforced concrete slab 14.
the reinforced concrete floor slab 14 is provided with ground coverings 14b at both ends in the bridge width direction, and balustrades 14c are provided at one end.
a pavement portion 15 formed of asphalt or the like is constructed between the ground covers 14b and 14b.
step S1 in FIG. 1 When replacing a part of the reinforced concrete scaffold 14 laid supported by the main girder 11 of the bridge 10 having such a configuration with a new steel scaffold, first, as a preparatory step (step S1 in FIG. 1), the bridge 10 A full-scale suspension scaffold (not shown) will be installed underneath, and members that interfere with the installation (replacement) of the new steel plate slab will be removed, improved, and finished (partially grinder work) from this full-scale suspension scaffold. If a full-scale scaffold is installed in advance for inspection or the like, the same work can be performed using the scaffold. Next, as shown in FIG. 3, the lateral rib mounting member 16 is bolted to the upper part of the main girder web 11a with high-strength bolts.
FIG. 3B is a cross-sectional view of the right main girder 11 in FIG. 3A including the lateral rib mounting member 16.
the right side as used herein means the right side when facing the display surface of the present specification. The same applies to the left side.
the lateral rib mounting member 16 is formed in a T-shaped cross section, and is perpendicular to the rectangular plate-shaped fixing plate 16a and the central portion of the fixing plate 16a in the width direction from the plate surface of the fixing plate 16a.
the horizontal rib mounting member 16 is a member for making the horizontal rib 33 and the main girder web 11a continuous, and is attached to the main girder web 11a by tension bolt joining, and the horizontal rib 33 of the steel deck 30 is It is connected by frictional joining of two-sided shear.
the fixing plate 16a is provided with a plurality of bolt holes 16c
the connecting plate 16b is provided with a plurality of bolt holes 16d.
Such a horizontal rib mounting member 16 is mounted by bringing the fixing plate 16a into contact with the web surface of the main girder web 11a located below the portion where the newly installed steel plate is replaced and bolting it.
a part of the reinforced concrete floor slab 14 is replaced with a steel floor slab between the main girder 11 on the right side and the main girder 11 in the central portion in FIG. 3A. Therefore, as shown in FIG.
the horizontal rib mounting members 16 are mounted substantially symmetrically on both web surfaces of the main girder web 11a of the main girder 11 on the right side with the central portion in the thickness direction of the main girder web 11a as a boundary, and the main girder 11 in the central portion is attached.
the horizontal rib mounting member 16 is attached to the web surface of the main girder web 11a facing the right main girder 11 side.
the right side horizontal rib mounting member 16 is longer in the vertical direction than the left side horizontal rib mounting member 16, and the lower end of the right side horizontal rib mounting member 16 is the left side horizontal rib mounting member. It protrudes downward from the lower end of 16. This is because the vertical length of the end of the horizontal rib 33A on the main girder web 11a side is longer than the vertical length of the end of the horizontal rib 33B on the main girder web 11a side, and the horizontal rib 33A This is because the lower end of the horizontal rib 33B protrudes downward from the lower end (see FIG. 10B).
the right horizontal rib mounting member 16 may be equal to the vertical length of the left lateral rib mounting member 16.
the main girder web 11a is provided with a bolt hole 11d at a position corresponding to the bolt hole 16c, and is brought into contact with both the bolt hole 11d and both web surfaces of the main girder web 11a.
the high-strength bolt 18 is inserted into the bolt holes 16c and 16c of the fixing plates 16a of the horizontal rib mounting members 16 and 16, and the nut 18a is screwed into the high-strength bolt 18 and tightened to tighten the web of the main girder web 11a.
the horizontal rib mounting member 16 is connected to the surface.
the fixing plate 16a of the horizontal rib mounting member 16 is pre-drilled at the factory and provided with the bolt holes 16c, while the main girder web 11a is in the stage before the joining work is performed.
the bolt hole 11d is not provided.
the lateral rib mounting member 16 is temporarily installed at an appropriate position, and the bolt hole 16c is used as a template to drill holes in the main girder web 11a using an instrument such as a portable drilling machine (not shown).
an instrument such as a portable drilling machine (not shown).
misalignment may occur between the members, and it is necessary to adjust the position of the bolt holes.
the relative of the bolt holes between the horizontal rib mounting member 16 and the main girder web 11a Position adjustment is possible. Further, the same applies when the lateral rib mounting member 16 is connected to the web surface of the main girder web 11a in the central portion.
FIG. 6 shows a regulation of one lane on the right side, in which the left side of the temporary guard 17 is the vehicle traffic zone and the right side is the construction zone.
a part of the reinforced concrete slab 14 other than the part provided on the upper surface side of the main girder upper flange 11b within a predetermined width in the bridge axis direction (Z direction) is removed.
a removal portion 20 is provided in a part of the reinforced concrete slab 14, and the remaining reinforced concrete 21 is left on the upper surface side of the main girder upper flange 11b in the removal portion 20 (reinforced concrete slab removal step).
a predetermined portion of the reinforced concrete slab 14 located between the main girder 11 located on the right side in the bridge width direction and the main girder 11 located in the center portion in the bridge axial direction is defined.
Cut and remove with a concrete cutter according to the plan view shape and size of the steel plate slab (in the case of this embodiment, the plan view substantially rectangular shape) described later step S4 in FIG. 1).
the removing portion 20 is provided at a predetermined portion (part) of the reinforced concrete floor slab 14 by removing the portion other than the portion provided on the upper surface side of the main girder upper flange 11b to form a space.
the remaining reinforced concrete 21 is left on the entire upper surface of the main girder upper flange 11b of the main girder 11 on the right side, and is left on approximately half of the upper surface (half in the bridge width direction) of the main girder upper flange 11b of the main girder 11 in the central portion. Reinforced concrete 21 is left behind.
the portion of the reinforced concrete floor slab 14 adjacent to the removal portion 20 in the bridge width direction is on the upper surface side of the main girder upper flange 11b of the main girder 11.
a part of the pavement portion 15 is removed along the bridge axis direction to expose the edge portion along the removing portion 20.
the pavement portion 15 is removed along the bridge width direction, and a pair along the removal portion 20. Exposing the edges of the bridge.
the length of the rectangular removing portion 20 formed by cutting a predetermined portion of the reinforced concrete slab 14 into a substantially rectangular shape in a plan view is replaced with a new steel slab in which the length in the bridge axis direction is replaced. It is set slightly longer than the length in the direction of the bridge axis in the plan view of. Further, when a predetermined portion of the reinforced concrete floor slab 14 is cut into a substantially rectangular shape in a plan view, the ground cover 14b and the balustrade 14c on the right side are also cut, so that the outside (right side) of the removal portion 20 in the bridge width direction is opened. There is.
the overlaid concrete 22 on the upper part of the remaining reinforced concrete 21 on the main girder upper flange 11b of the right main girder 11 and the pavement portion 15 on the upper part are hammered. It is removed by manual work such as striking (step S5 in FIG. 1).
the overlaid concrete 22 above the upper reinforcing bar 21a of the remaining reinforced concrete 21 is removed, but steel materials such as studs (not shown) and slab anchors (not shown) standing on the upper surface of the main girder upper flange 11b are left behind. To do.
the newly installed steel plate 30 is arranged on the removal portion 20 so as to cover the remaining reinforced concrete 21, and temporarily placed (steel plate arrangement step). ..
the remaining reinforced concrete 21 is arranged so as to be sandwiched between the downward extending vertical ribs 32A and 32A described later in the bridge width direction, and the lower surface of the deck plate 31 is brought into contact with the upper surface of the remaining reinforced concrete 21 to bring the steel floor.
Temporarily place the plate 30 (step S6 in FIG. 1). As shown in FIG.
the steel deck 30 includes a deck plate 31, a plurality of vertical ribs 32 joined to the lower surface of the deck plate 31 by welding or the like, and horizontal ribs arranged at right angles to the vertical ribs 32. 33 is provided, and a pavement portion 34 is previously constructed on the upper surface of the deck plate 31.
the outer peripheral edge portion 31a of the deck plate 31 projects outward from the outer peripheral edge portion of the pavement portion 34.
the vertical rib 32 is inserted into a notch formed in the upper end of the web of the horizontal rib 33, and is joined to the end of the notch of the horizontal rib 33 and the vertical rib 32 to seal the notch.
a connecting portion preferably a welded portion, may be provided.
the plurality of vertical ribs 32 extend in the bridge axis direction and are provided in parallel at predetermined intervals in the bridge width direction. As shown in FIGS. 10B, 11 and 17, of these plurality of vertical ribs 32, the two vertical ribs 32 arranged so as to sandwich the main girder upper flange 11b in the bridge width direction are other vertical ribs. In a state where the lower surface of the deck plate 31 of the newly installed steel deck 30 is in contact with the upper surface of the remaining reinforced concrete 21 while projecting downward from 32, the lower end portion extends sufficiently below the lower surface of the main girder upper flange 11b.
the downward extending vertical ribs (ribs) 32A and 32A are provided.
the downward extending vertical ribs 32A and 32A act as the vertical ribs of the steel plate 30 as a mechanical action, and as a part of the web of the main girder 11, the steel plate 30 and the steel plate 30 through the shear force transmission member 50. It has the function of transmitting the shear force in the bridge axial direction between the main girders 11. In addition, as another function, it covers the periphery of the remaining reinforced concrete 21 and functions as a part of a formwork for filling the amorphous material 47 described later with the steel deck 30.
the downward extending vertical ribs 32A and 32A are the main girder upper flanges of the right main girder 11.
11b is arranged so as to be sandwiched in the bridge width direction.
a height adjusting bolt 40 capable of adjusting the height of the steel plate 30 is screwed into the steel plate 30 so as to be in contact with the remaining reinforced concrete 21. .. That is, a screw hole 41 is provided in the portion of the deck plate 31 located above the remaining reinforced concrete 21 on the main girder upper flange 11b of the main girder 11 on the right side, and the height adjusting bolt 40 is provided in the screw hole 41. Is screwed in, and the tip end portion (lower end portion) of the height adjusting bolt 40 is in contact with the upper surface of the remaining reinforced concrete 21. A plurality of such height adjusting bolts 40 are provided at the edge of the deck plate 31 in the bridge axis direction and above the main girder 11.
the height adjusting bolt 40 is appropriately turned in the forward and reverse directions to raise and lower the steel plate 30 to adjust the height. That is, the height of the steel plate 30 is adjusted so that the upper surface of the pavement 34 of the steel plate 30 and the upper surface of the pavement 15 of the reinforced concrete plate 14 are substantially flush with each other (step S7 in FIG. 1). ).
the lateral rib 33 of the steel deck slab 30 is rigidly coupled to the main girder web 11a closest to the end at the end of the lateral rib 33 in the bridge width direction (lateral rib rigid coupling step) (FIG. 1).
Step S8 the steel deck 30 is arranged on the lower surface side of the deck plate 31 in the bridge width direction, and at least a part of one end surface or both end surfaces in the bridge width direction is the nearest main girder 11. It has a lateral rib 33 facing the web surface of the main girder web 11a.
two lateral ribs 33 (33A, 33B) extending in the bridge width direction are joined to the lower surface of the deck plate 31 by welding or the like with the main girder 11 on the right side interposed therebetween.
the horizontal rib 33A on the right side in the bridge width direction in the steel deck 30 of the present embodiment has a lower end formed in a substantially horizontal direction from the main girder 11 to a certain distance, and further, the main girder.
the lower end portion is formed in a plate shape in an inclined manner so as to gradually approach the deck plate 31 side as the distance from the main girder 11 increases.
a part of one end surface 33a (that is, the end surface on the main girder side) of the lateral rib 33A in the bridge width direction faces the web surface on the right side of the nearest (right side) main girder web 11a.
the flange 33b is fixed to the lower end surface of the horizontal rib 33A which is inclined (inclined with respect to the horizontal plane).
Such horizontal ribs 33A are arranged substantially at the center of the short side of the deck plate 31 in the length direction (bridge axis direction), and the vertical ribs 32 are arranged orthogonally to the horizontal ribs 33A. The intersection is welded.
the surface opposite to the main girder upper flange 11b faces the one end surface 33a of the horizontal rib 33A, and the extending direction of the downward extending vertical rib 32A and the horizontal rib 33A.
the lateral rib 33A is brought into contact with one end surface 33a so as to be orthogonal to the extending direction of the lateral rib 33A, and then joined to the lateral rib 33A by welding. Further, a part of the lower side of one end surface 33a of the downward extending vertical rib 32A extends below the lower surface of the main girder upper flange 11b, and the surface on the nearest main girder 11 side is the main girder web 11a. It is in a state of facing the web surface.
the lateral ribs 33B on the left side of the steel deck 30 in the bridge width direction are formed at the base formed in a rectangular plate shape and at both ends in the bridge width direction. It is formed in a plate shape that is provided and integrally has protruding portions 33c that protrude downward from the base portion.
the lower end side of the protruding portion 33c is formed in a plate shape that gradually protrudes downward toward both ends in the extending direction of the lateral rib 33B. Therefore, both ends of the lateral rib 33B and its vicinity have a shape in which the length in the vertical direction increases toward both ends in the extending direction due to the protruding portions 33c.
both end faces of the horizontal ribs 33B face each other with the web faces of the nearest main girder web 11a. That is, substantially the lower half of one end surface (left end surface) 33d of the horizontal rib 33B faces the web surface of the main girder web 11a of the main girder 11 in the central portion, and the other end surface (right end surface) 33d of the horizontal rib 33B. The lower half faces the web surface of the main girder web 11a of the right main girder 11.
Such a horizontal rib 33B is arranged at a substantially central portion in the length direction of the short side of the deck plate 31, that is, is arranged on an extension of the horizontal rib 33A, and the vertical rib 32 is arranged orthogonally to the horizontal rib 33B. And their intersections are welded.
the bridge width of the lateral ribs 33A and 33B is rigidly coupled to the nearest main girder webs 11a, 11a.
the stress generated due to the traffic load due to the slab action of the steel deck 30 can be reduced. That is, even with the horizontal ribs 33 having the same height, the stress generated in the steel plate bridge 30 is reduced by rigidly coupling to the main girder webs 11a and 11a, and it is possible to sufficiently secure the fatigue life.
the end portion 33e and the connecting plate 16b are spliced from both sides thereof after being brought into contact with the tip surface of the connecting plate 16b of the lateral rib mounting member 16 fixed to the main girder web 11a of the main girder 11 in the central portion. It is sandwiched between the plates 42 and 42 and frictionally joined by the high-strength bolt 45 and the nut 45a.
the lateral rib 33B is rigidly coupled to the main girder web 11a closest to the end 33e at the left end 33e of the lateral rib 33B in the bridge width direction.
the right end 33e of the horizontal rib 33B in the bridge width direction is attached to the tip of the connecting plate 16b of the horizontal rib mounting member 16 fixed to the main girder web 11a of the right main girder 11.
Rigid coupling is performed using 42, 42 and high-strength bolts 45 and nuts 45a.
a plurality of bolt holes 16d are formed in advance in the connecting plate 16b at a factory or the like, and a plurality of bolt holes 16d are previously formed in the splice plate 42 in a factory or the like as shown in FIGS. 13 and 14. 42c is formed. Then, using the bolt hole 42c of the splice plate 42 as a template, a hole is made using an instrument such as a portable drilling machine (not shown), and a bolt hole 33g is formed at the end 33e of the lateral rib 33B in the bridge width direction. To do. Alternatively, a bolt hole 33g can be formed at the end 33e of the lateral rib 33B in the bridge width direction by using a plurality of drilling tools (not shown).
a bolt hole 33g is formed at the end 33e while inserting a dawn tool.
the working time can be significantly reduced as compared with a normal one portable drilling machine.
the positions of the bolt holes may be displaced between the members, and it may be necessary to adjust the positions of the bolt holes.
the bolt holes of the splice plate 42 and the lateral ribs 33B are connected. Relative position adjustment can be easily performed.
the nut 45a is screwed into the high-strength bolts 45 and tightened.
the lateral rib 33B is rigidly coupled to the nearest main girder web 11a at the end 33e of the lateral rib 33B in the bridge width direction by friction welding. Note that in FIGS. 12 and 13, the high-strength bolt 45 is not shown.
the surface of the splice plate 42 to which the surface of the end portion 33e of the lateral rib 33B in the bridge width direction is joined and the surface of the connecting plate 16b are joined to the splice plate 42.
the surface is treated by a factory or the like by spraying a metal such as aluminum.
the surface of the splice plate 42 is ground-treated to the extent that the sprayed metal is fixed, and then the aluminum sprayed layer, which is a low-strength metal, is sprayed in a molten state to form an aluminum sprayed layer.
the base treatment is, for example, blasting so that the surface roughness (maximum height Rz) is 50 ⁇ m or more.
the aluminum sprayed layer (metal sprayed layer) is formed in the circumference on the joint surface centered on the bolt hole 42c through which the high-strength bolt 45 is inserted.
the diameter of this circumference is set to, for example, about three times the shaft diameter of the high-strength bolt 45.
the thickness of the sprayed aluminum layer is set within the range of 200 ⁇ m or more and 500 ⁇ m or less, for example, 300 ⁇ m.
the right main girder is in a state where one end surface 33d of one end portion 33e in the bridge width direction faces the web surface of the main girder web 11a.
the end portion 33e and the connecting plate 16b are sandwiched between the splice plates 42 and 42 from both sides thereof.
the lateral rib 33B is rigidly coupled to the main girder web 11a closest to the end 33e at the end 33e of the lateral rib 33A.
the surface of the splice plate 42 to which the surface of the end portion 33e of the lateral rib 33A in the bridge width direction is joined and the surface of the connecting plate 16b are joined to the splice plate 42.
the surface is treated by a factory or the like with a friction surface treated by spraying a metal such as aluminum.
drilling is performed using an instrument such as a portable drilling machine (not shown) or a multiple drilling tool, and the end portion of the lateral rib 33A in the bridge width direction is drilled.
the fact that the bolt hole 33g may be formed in 33e is the same as in the case of the above-mentioned connection between the splice plate 42 and the lateral rib 33B.
an amorphous material 47 is filled between the steel plate 30, the main girder upper flange 11b, and the remaining reinforced concrete 21. That is, after removing the height adjusting bolt 40 from the screw hole 41, the height adjusting bolt 40 is placed in the space between the downward extending vertical ribs 32A and 32A in which the main girder upper flange 11b and the remaining reinforced concrete 21 are housed.
the amorphous material 47 is filled (step S9 in FIG. 1).
the downward extending vertical ribs 32A and 32A are arranged so as to sandwich the main girder upper flange 11b in the bridge width direction, and in the gap between the main girder upper flange 11b and the downward extending vertical ribs 32A and 32A. Since the sealing material 36 is fitted, the amorphous material 47 filled from the screw holes 41 includes the deck plate 31 of the steel deck 30, the main girder upper flange 11b, the sealing material 36, and the downward extending vertical rib. The space surrounded by 32A and 32A is spread without a gap to fill the gap. This makes it possible to prevent corrosion of the upper reinforcing bar 21a of the remaining reinforced concrete 21, the lower surface of the deck plate 31, and the upper surface of the main girder upper flange 11b.
amorphous material 47 for example, mortar is used, but other than that, materials having rapid curability and fluidity such as non-shrinkable resin and rubber latex can be used.
the filling operation of the amorphous material 47 may be performed after the steel plate bridge joining step by the shear force transmitting member 50 described later. Further, in order to improve the overall work efficiency, the steel deck slabs 30 for several panels may be filled together after construction. This is because the dead load and the live load (traffic load) acting on the steel deck 30 are, by design, transmitted to the main girder web 11a through the lateral rib 33.
the main girder 11 and the steel deck 30 are joined by a shear force transmitting member 50 that transmits a shear force in the bridge axis direction (steel deck joining step).
the shear force transmission member 50 transmits shear force in the bridge axis direction between the main girder 11 and the steel deck 30 and is formed by bending a steel plate made of, for example, a rectangular plate-shaped SBHS steel material.
the first fixing plate 50a, the second fixing plate 50b, and the connecting plate 50c are integrally provided.
the shear force transmission member 50 may be formed of, for example, SUS or cast iron, in addition to the SBHS steel material. Further, in the present embodiment, the shear force transmission member 50 is formed in a crank shape (cross section substantially Z shape), but the shear force can be transmitted between the main girder 11 and the steel deck 30 in the bridge axis direction. If they can be combined, they may have different shapes as required for design and construction. Since the shear force transmitting member 50 is responsible for transmitting the shearing force, it is sufficient that the required cross-sectional area can be secured in terms of design.
the first fixing plate 50a and the second fixing plate 50b are formed in the shape of a long rectangular plate in the bridge axis direction, and the plate surface (surface) extends in the vertical direction and the bridge axis direction. Further, the first fixing plate 50a and the second fixing plate 50b have the same long side and short side, and are separated from each other in parallel in the direction orthogonal to the bridge axis (bridge width direction). The lengths of the short sides of the first fixing plate 50a and the second fixing plate 50b may be different, but it is preferable that the lengths of the long sides are the same.
the connecting plate 50c connects the first fixing plate 50a and the second fixing plate 50b, and is formed in the shape of a long rectangular plate in the bridge axis direction, and the plate surface (surface) spreads in the horizontal direction. ing. Further, the length of the long side of the connecting plate 50c is equal to the length of the long side of the first fixing plate 50a and the second fixing plate 50b, and one long side of the connecting plate 50c is the first fixing plate 50a. The other long side of the connecting plate 50c is connected to the upper long side of the second fixing plate 50b.
the length of the short side of the connecting plate 50c is substantially equal to the horizontal distance between the edge portion of the main girder upper flange 11b in the width direction and the web surface of the main girder web 11a.
the length of the shear force transmitting member 50 in the bridge axis direction is appropriately determined. If the total cross-sectional area of the shear resistance cross section of the shear force transmission member 50 has the same cross-sectional area as the main girder web 11a, the shear force can be exchanged between the steel slab 30 and the main girder 11, resulting in It is possible to synthesize the steel deck 30 and the main girder 11 so as to behave integrally.
the shear force transmitting member 50 having such a structure is provided so that the connecting plate 50c faces horizontally and the first fixing plate 50a and the second fixing plate 50b project vertically from the connecting plate 50c under the steel deck 30. Place in the state. Then, after the first fixing plate 50a of the shear force transmitting member 50 is brought into contact with the downward extending vertical rib 32A of the steel plate 30, as shown in FIG. 15, a high force is applied to the downward extending vertical rib 32A. It is connected by the bolt 51, the second fixing plate 50b is brought into contact with the main girder web 11a, and then is connected to the main girder web 11a by the bolt 52.
the connecting plate 50c of the shear force transmitting member 50 is arranged on the lower surface side of the main girder upper flange 11b in a state separated from the main girder upper flange 11b.
the main girder 11 and the steel deck 30 are connected by the shear force transmission member 50 that transmits the shear force in the bridge axis direction.
the liner plate 60 is placed between the downward extending vertical rib 32A on the right side (shift side) and the first fixing plate 50a of the shear force transmission member 50 on the right side (shift side).
the shear force transmitting member 50 is brought into the site by pre-drilling bolt holes 50d for bolts 51 and 52.
bolt holes 50d provided in the shear force transmission member 50 as a template, holes are drilled in the main girder web 11a and the downward extending vertical rib 32A using an instrument such as a portable drilling machine (not shown).
a portable drilling machine not shown.
a plurality of shear force transmission members 50 may be provided at predetermined intervals along the bridge axis direction, and the main girder 11 and the steel deck 30 may be connected by the plurality of shear force transmission members 50, or one shear force may be connected.
the main girder 11 and the steel deck 30 may be connected by the transmission member 50. Since the total cross-sectional area of the shear resistance cross section of the shear force transmission member 50 affects the shear force transmission, if the shear resistance cross section can be sufficiently secured as the entire shear transmission member, the shear transmission member is made of steel even if it is divided. There is no difference in the synthetic effect of the floor slab 30 and the main girder 11. However, it is preferable that two or more bolts 51 and 52 are arranged on at least one shear force transmitting member 50 so that the shearing force transmitting member 50 does not cause rotational movement.
shear force transmission members 50 are arranged at positions sandwiching the lateral ribs 33 of the steel deck 30 in the bridge axis direction, and the main girders 11 are provided by these shear force transmission members 50. And the steel plate 30 are combined. Further, as shown in FIG. 15, the shear force transmission member 50 is arranged symmetrically in the bridge width direction with the main girder web 11a of the right main girder 11 interposed therebetween, and one shear force transmission member 50 is placed under one of them.
the extending vertical rib 32A and the main girder web 11a are connected to one web surface by a bolt 52, and the other shear force transmitting member 50 is connected to the other lower web surface of the other lower extending vertical rib 32A and the main girder web 11a. It is connected by bolts 52.
the bridge shaft is directed from the main girder 11 to the steel deck 30.
birds such as pigeons invade the enclosed portion. Can be prevented from doing so. At this time, as shown in FIG.
the main girder 11 is provided by interposing the liner plate 61 between the second fixing plate 50b of the shear force transmitting member 50 on the left side (shifting side) and the main girder web 11a.
the dimensional error in the bridge width direction of the steel deck 30 may be absorbed.
such a steel deck slab joining step by the shear force transmitting member 50 may be performed after the pavement step described later, or may be performed at the same time as the pavement step.
a temporary fixing plate 55 is placed between the steel slab 30 and the reinforced concrete slab 14 adjacent to the steel slab 30 in the bridge width direction and the bridge axis direction.
the temporary pavement portion 56 is constructed substantially flush with the pavement portion 34 provided in advance on the upper surface of the steel plate 30 and the pavement portion 15 on the reinforced concrete plate bridge 14.
the temporary fixing plate 55 temporarily connects the reinforced concrete slab 14 and the steel slab 30 or between the adjacent steel slabs to suppress the depressed state of the road and enable the passage of vehicles. It has a function. That is, as shown in FIG.
the outer peripheral edge portion 31a of the deck plate 31 of the steel deck plate 30 projects outward from the outer peripheral edge portion of the pavement portion 34, and a plurality of bolt holes 31b are provided in the protruding outer peripheral edge portion 31a. Further, in the bridge width direction and the bridge axis direction, there is a gap S between the outer peripheral edge portion 31a of the steel slab 30 and the edge portion (outer peripheral edge portion 32a) along the bridge axis direction and the bridge width direction of the reinforced concrete slab 14. Is provided.
the temporary fixing plate 55 is attached so as to straddle the gap S between the outer peripheral edge portion 31a of the deck plate 31 and the edge portion 32a along the bridge axis direction of the reinforced concrete floor slab 14. Cross over.
the temporary fixing plate 55 is provided with a bolt hole 55b, and the temporary fixing plate 55 is bridged so that the bolt hole 55b is coaxial with the bolt hole 31b.
the temporary pavement portion 56 is placed on the upper surface side of the temporary fixing plate 55 as a steel plate.
FIG. 16 shows a case where the temporary fixing plate 55 is bridged over the gap S between the outer peripheral edge portion 31a of the deck plate 31 and the edge portion 32a along the bridge axis direction of the reinforced concrete floor slab 14, and the temporary pavement portion 56 is provided.
the temporary fixing plate 55 is bridged over the gap S between the outer peripheral edge portion 31a of the deck plate 31 and the edge portion 32a along the bridge width direction of the reinforced concrete floor slab 14 to provide the temporary pavement portion 56. The procedure is the same.
the plate replacement structure of the bridge constructed in this manner is provided on the upper surface side of the main girder upper flange 11b of the main girder 11 of at least a part of the reinforced concrete floor slab 14. At least a part of the remaining reinforced concrete 21 and the reinforced concrete floor slab 14 which are left after removing the parts other than the portion are removed from the remaining reinforced concrete 21 in an exposed state, and the remaining reinforced concrete 21 is formed by removing the remaining reinforced concrete 21 (see FIG. 6). It is provided with a steel plate 30 arranged so as to cover it.
the steel deck 30 is arranged on the lower surface side of the deck plate 31 in the bridge width direction, and at least a part of one end surface or both end surfaces in the bridge width direction is the web surface of the main girder web 11a of the nearest main girder 11.
the lateral ribs 33 (33A, 33B) are provided on the main girder web 11a closest to the end 33e of the lateral rib 33 by the lateral rib mounting member 16. It is rigidly connected. Further, as shown in FIG. 12, the main girder 11 and the steel deck 30 are connected by a shear force transmission member 50 that transmits a shear force in the bridge axis direction.
amorphous material 47 is filled between the steel plate 30, the main girder upper flange 11b, and the remaining reinforced concrete 21.
a temporary fixing plate 55 is bridged between the steel floor slab 30 and the reinforced concrete floor slab 14 adjacent to the steel floor slab 30, and a temporary pavement portion 56 is provided on the upper surface side of the temporary fixing plate 55. It is constructed almost flush with the pavement portion 34 of 30 and the pavement portion 15 on the reinforced concrete floor slab 14.
step S12 in FIG. 1 When replacing the second steel plate 30, it is basically performed by sequentially repeating the above-mentioned steps. However, detailed description of each step will be omitted.
the removing portion 20 is provided in a part of the reinforced concrete floor slab 14, and the removing portion 20 is mainly used.
the remaining reinforced concrete 21 is left on the upper surface side of the girder flange 11b (reinforced concrete plate removal step).
the horizontal rib mounting member 16 is bolted to the upper part of the main girder web 11a with high-strength bolts.
the next steel plate bridge 30 is arranged on the removal portion 20 so as to cover the remaining reinforced concrete 21 (see FIG. 9), and the height adjusting bolt 40 (FIG. 9). 11) adjusts the height of the steel deck slab 30 (steel deck slab arrangement step).
the lateral rib 33 of the steel plate 30 is rigidly coupled to the main girder web 11a closest to the end of the lateral rib 33 by the lateral rib mounting member 16 (horizontal rib rigid coupling step).
adjacent steel plate bridges 30 and 30 are joined by a high-strength bolt 46 using an inter-panel joint 35.
the inter-panel joint 35 integrates adjacent steel plate bridges 30 and 30 by two-sided shear bolt friction welding.
the deck plate 31 of the steel deck 30 is in the bridge axis direction (see FIG. 20G) and the bridge axis perpendicular direction (see FIG. 20H), and further, the vertical rib 32 and the downward extending vertical rib 32A (see FIG. 20G). ) are joined by two-sided shear bolt friction joint.
the inter-panel joint 35 is provided, if the temporary fixing plate 55 that already exists is present, the temporary fixing plate 55 is removed.
an inter-panel joint 35 for joining the steel deck slabs 30 and 30 adjacent to each other in the bridge axis direction is provided on the upper surface side of the deck plate 31.
the joint plate 35a extending in the long side direction (bridge axis orthogonal direction) of the steel deck plate 30, and the vertical ribs 32, 32 between the vertical ribs 32, 32 and the vertical ribs 32 adjacent to each other in the bridge axis orthogonal direction on the lower surface side of the deck plate 31. It is provided between the vertically extending vertical ribs 32A and a plurality of joint plates 35b shorter than the joint plate 35a.
the deck plates 31 and 31 of the adjacent steel plate bridges 30 and 30 are sandwiched between the joint plate 35a and the joint plate 35b, and the steel plate plates 30 and 30 are joined to each other by fastening with the high-strength bolt 46.
the inter-panel joint 35 for joining the vertical ribs 32, 32 of the steel deck slabs 30 and 30 adjacent to each other in the bridge axis direction and the downward extending vertical ribs 32A, 32A includes two joint plates 35c, 35c. ing.
the joint plate 35c is arranged so as to straddle the joint portions of the steel deck slabs 30 and 30 adjacent to each other in the bridge axis direction.
the vertical ribs 32, 32 and the downward extending vertical ribs 32A, 32A of the steel deck slabs 30, 30 adjacent to each other in the bridge axis direction are sandwiched by the joint plates 35c, 35c, respectively, and fastened by the high-strength bolt 46. Then, the steel plate bridges 30 and 30 are joined to each other.
the inter-panel joint 35 for joining the steel slabs 30 and 30 adjacent to each other in the direction orthogonal to the bridge axis includes two joint plates 35d and 35d. There is.
the joint plate 35d is arranged so as to straddle the joints of the steel slabs 30 and 30 adjacent to each other in the direction orthogonal to the bridge axis, and is arranged along the short side direction of the steel slab 30 (direction orthogonal to the paper surface in FIG. 20H). It is postponed.
the deck plates 31 and 31 of the steel slabs 30 and 30 adjacent to each other in the bridge axis orthogonal method are sandwiched by the joint plates 35d and 35d, respectively, and fastened by the high-strength bolts 46 to the steel slabs 30 and 30. They are joined together.
the main girder 11 and the steel deck 30 are joined by a shear force transmitting member 50 that transmits a shear force in the bridge axis direction (steel deck joining step).
a shear force transmitting member 50 that transmits a shear force in the bridge axis direction
an amorphous material is filled between the steel plate 30, the main girder upper flange 11b, and the remaining reinforced concrete 21.
a temporary fixing plate 55 is bridged between the steel slab 30 replaced this time and the reinforced concrete slab 14 adjacent to the steel slab 30 in the bridge width direction and the bridge axis direction, and the temporary fixing plate 55 On the upper surface side, the temporary pavement portion 56 is constructed substantially flush with the pavement portion 34 previously provided on the upper surface of the steel deck 30 and the pavement portion 15 on the reinforced concrete plate 14 (see FIG. 16).
the reinforced concrete slab 14 is replaced by a desired distance in the bridge axis direction.
a new steel plate bridge 30 will be newly installed in place of.
a new steel deck 30 is newly installed for a desired distance in the bridge axis direction for one lane of the two lanes on each side.
a new steel slab 30 is newly installed in place of the reinforced concrete slab 14 for a desired distance in the bridge axis direction for one lane, as shown in FIG. 20B, the other lane of the two lanes on one side.
a new steel slab 30 is newly installed in place of the existing reinforced concrete slab 14.
FIG. 20B two steel slabs 30 that have been replaced in one lane are shown, but in reality, a predetermined number of steel slabs 30 are continuously constructed (newly installed) in the direction of the bridge axis.
the steel plate 30 is newly installed in the other lane, the steel plate 30 is newly installed in the same lane as when the steel plate 30 is newly installed. Therefore, the method is simplified below. Explain to.
the entire scaffolding is installed and the interfering members are removed, and then the reinforced concrete is installed.
the horizontal rib mounting member 16 is bolted to the upper part of the main girder web 11a of the predetermined main girder 11 with high-strength bolts. Then, after restricting the upper traffic (not shown) for the other lane, as shown in FIGS. 20B and 20C, the main girder 11 of at least a part of the reinforced concrete slab 14 in the other lane is used.
the removing portion 20 is provided on at least a part of the reinforced concrete floor slab 14, and the removing portion 20 is provided on the upper surface side of the main girder upper flange 11b.
Remaining Reinforced concrete 21 is left (reinforced concrete plate removal step).
the steel plate 30 is arranged so as to cover the remaining reinforced concrete 21 in the removing portion 20 (steel plate arrangement step).
the horizontal ribs 33 are rigidly coupled to the main girder web 11a closest to both ends of the horizontal ribs 33 in the bridge width direction by the horizontal rib mounting members 16 (horizontal ribs). Rigid coupling process).
the horizontal rib mounting member 16 is bolted to the main girder web 11a in advance.
the horizontal rib 33 is bolted to the horizontal rib mounting member 16
the horizontal rib mounting member 16 and the end of the horizontal rib 33 are sandwiched by the splice plate 42 and fastened with high-strength bolts.
the main girder 11 and the steel deck 30 are joined by a shear force transmitting member 50 that transmits a shear force in the bridge axis direction (steel deck joining step).
a temporary fixing plate 55 is bridged between the steel floor slab 30 and the reinforced concrete floor slab 14 adjacent to the steel floor slab 30, and temporarily fixed plate 55 is placed on the upper surface side of the temporary fixing plate 55.
the pavement portion 56 is constructed substantially flush with the pavement portion 34 on the upper surface side of the steel deck 30 and the pavement portion on the reinforced concrete floor slab 14.
a panel-to-panel joint is attached between the steel slab (steel slab in the other lane) 30 and the steel slab 30 installed in the lane on one side to join the panels to each other.
the temporary pavement portion 56 is constructed substantially flush with the pavement portion 34 on the upper surface side of the steel deck 30 adjacent to each other in the bridge width direction. Then, when the replacement of the steel deck slab 30 is completed in the planned section of the bridge, the entire construction is completed.
the overlaid concrete on the upper part of the remaining reinforced concrete 21 is removed in the reinforced concrete floor slab removing step.
a height adjusting bolt capable of adjusting the height of the steel plate 30 is screwed into the steel plate 30 so as to be in contact with the remaining reinforced concrete 21, and the height is adjusted after the steel plate arrangement step. Adjust the height of the steel plate by turning the bolts. Further, after the steel plate slab arrangement step, an amorphous material is filled between the steel plate slab 30, the main girder upper flange 11b, and the remaining reinforced concrete 21.
the steel deck slab 30 is arranged in the bridge width direction on the lower surface side of the deck plate 31, and at least a part of one end surface or both end surfaces in the bridge width direction is the nearest main. It has lateral ribs 33 (33A, 33B) facing the web surface of the main girder web 11a of the girder 11, and the lateral ribs 33 are rigid at the end of the lateral rib 33 to the main girder web 11a closest to the end. It is combined. That is, unlike the conventional case, the end portion of the lateral rib 33 of the steel plate 30 is directly rigidly connected to the main girder web 11a without the intervention of the plate support bracket, so that the steel plate 30 and the main girder 11 are integrated.
the rigidity as a bridge can be surely secured, and the trouble of attaching the floor slab support bracket to the main girder web 11a and the trouble of attaching the horizontal ribs of the steel floor slab to the floor slab support bracket. Can be reduced. Further, since the main girder 11 and the steel deck 30 are connected by a shear force transmitting member 50 that transmits a shear force in the bridge axis direction, shearing is performed in the bridge axis direction between the main girder 11 and the steel deck 30. Force can be transmitted reliably.
the lateral rib 33 is rigidly coupled to the main girder web 11a, the position of the lateral rib 33 in the vertical direction can be easily adjusted at the time of construction if the rear hole method is used.
the construction time and labor at the construction site can be reduced by forming a hole at a factory or the like as a pre-drilling method. You can also do it.
the overlaid concrete 22 on the upper part of the remaining reinforced concrete 21 may be removed, it is not necessary to remove the concrete between the studs erected on the main girder upper flange 11b. Since it takes a lot of time and effort to remove the concrete between the studs, it is possible to significantly reduce the time and effort of the removal work by leaving the concrete. Further, since the remaining reinforced concrete 21 is left on the main girder upper flange 11b, buckling of the main girder 11 can be suppressed when a part of the reinforced concrete floor slab 14 is removed.
the height of the steel plate 30 can be adjusted by turning the height adjusting bolt 40, the height of the steel plate 30 can be adjusted to that of the reinforced concrete plate 14 that has not been replaced or the steel plate 30 that has been installed earlier. Can be equal to height. That is, the planned road surface height can be adjusted at the site.
amorphous material 47 is filled between the steel slab 30, the main girder upper flange 11b, and the remaining reinforced concrete 21, the reinforcing bars of the remaining reinforced concrete 21 and the lower surface of the steel slab 30 exposed between the above (spaces). , Corrosion of the upper surface of the main girder upper flange 11b can be prevented.
a temporary fixing plate 55 is bridged between the steel floor slab 30 and the reinforced concrete floor slab 14 adjacent to the steel floor slab 30, and a temporary pavement portion 56 is provided on the upper surface side of the temporary fixing plate 55. Since it is constructed almost flush with the pavement portion 34 of the slab 30 and the pavement portion 15 on the existing reinforced concrete slab 14, the steel floor has been updated (replaced) with the pavement portion 15 of the existing reinforced concrete slab 14.
the pavement portion 34 of the plate 30 can be made continuous. Therefore, it is possible to temporarily drive the vehicle by removing the lane regulation that was performed when the floor slab was replaced.
the end of the horizontal rib 33 is bolted to the horizontal rib mounting member 16 bolted to the main girder web 11a, the end of the horizontal rib 33 can be easily connected to the main girder web 11a closest to the end. And it can be securely bonded. Further, since the joint surface around the bolt hole 42c of the splice plate 42 is subjected to friction surface treatment by metal spraying (aluminum spraying), the friction coefficient required for high-strength bolt friction welding is secured, and the high-strength bolt 45 The number can be minimized.
the steel slab 30 can be projected outward from the reinforced concrete slab 14 in the bridge width direction, that is, The width of the shoulder of the road can be increased.
the distance between the main girders adjacent to each other in the bridge width direction is about 2 m to 2.5 m, and a part of the reinforced concrete slab is cut into a long shape in the bridge axis direction and removed, and a new structure is installed.
the case of replacing with a steel deck slab will be described.
the steps described in the first embodiment described above are sequentially repeated. Therefore, the detailed description of each step will be omitted, and the same components as those in the first embodiment will be designated by the same reference numerals, and the description thereof will be omitted or simplified.
a full-scale suspension scaffold (not shown) is installed under the bridge 10 as shown in FIG. 22, and members that interfere with the installation (replacement) of a new steel slab are removed from the full-scale suspension scaffold. Finish (partly grinder work).
the horizontal rib mounting members 16 are arranged at predetermined intervals in the bridge axial direction on the upper part of the main girder web 11a of the two main girders 11 on the right side. , Bolt-bonded with high-strength bolts.
the horizontal rib mounting members 16 are bolted to both web surfaces of the main girder web 11a of the main girder 11 located on the far right side, and the right side of the main girder web 11a of the second main girder 11 from the right.
the horizontal rib mounting member 16 is bolted to the web surface.
one-sided lane regulation of upper traffic is performed as necessary.
temporary guards 17 are erected at predetermined intervals in the bridge axis direction at the center of the road surface in the width direction (bridge width direction).
the overhang bracket 14A projects from the right main girder 11 to the outside (right side) in the bridge width direction (X direction).
the part including (see 23) in a large plan view rectangular shape in the bridge axis direction (Z direction) that is, overhanging so as to leave a part of the overhang bracket 14A at both ends in the bridge axis direction.
a removal portion 20A is provided in a part of the reinforced concrete slab 14, and the removal portion 20A of the right main girder upper flange 11b Remaining reinforced concrete 21 is left on the upper half.
a new steel slab 30A is installed in the removal portion 20A so as to cover the remaining reinforced concrete 21, and the lateral rib 33 of the steel slab 30A is installed in the bridge width direction.
the end face of the lateral rib 33 on the main girder 11 side in the bridge width direction is opposed to the web surface of the main girder web 11a of the nearest main girder 11 and is connected to the nearest main girder web 11a.
the lateral rib 33 and the nearest main girder web 11a are rigidly coupled.
the height of the steel plate 30A is adjusted by the height adjusting bolt 40 (not shown) described above.
the steel plate bridge 30A of this embodiment includes five lateral ribs 33 at predetermined intervals (2.25 m intervals in the case shown in the figure).
the distance between adjacent horizontal ribs 33 is mainly determined by transportation, but if the distance between the main girders is about 2.5 m, the length of the steel deck 30A in the bridge width direction is about 2.5 m. Therefore, the distance between the lateral ribs 33 can be relatively large.
the maximum length of the steel deck 30A in the bridge axis direction is about 12 m, which is the transportation limit, the number of horizontal ribs 33 can be set to 5 at 2.25 m intervals.
the length of the steel deck slab in the bridge axis direction can be appropriately taken, and the horizontal ribs can be arranged at intervals of about 2.25 m at the maximum.
the portion between the two main girders 11 and 11 on the right side of the reinforced concrete slab 14 is removed in a rectangular shape in a plan view to form a part of the reinforced concrete slab 14.
the remaining reinforced concrete 21 is left on the upper surface of the main girder upper flange 11b of the rightmost main girder 11 in the removing portion 20B, and the main girder upper flange 11b of the second main girder 11 from the right is left.
Remaining reinforced concrete 21 is left on the upper half (reinforced concrete slab removal step).
the next steel plate bridge 30B is arranged on the removal portion 20B so as to cover the remaining reinforced concrete 21 (see FIG. 28), and the height adjusting bolt 40 (FIG. 28). 11) adjusts the height of the steel deck plate 30B (steel deck slab arrangement step).
the lateral rib 33 of the steel deck slab 30B is rigidly coupled to the main girder web 11a closest to the end at the end of the lateral rib 33 in the bridge width direction by the lateral rib mounting member 16 (horizontal rib rigidity). Bonding process).
the rightmost main girder 11 and the steel deck 30A are connected by a shear force transmission member 50 similar to that of the first embodiment, which transmits a shear force in the bridge axis direction.
the main girder 11 and the steel slab 30B are joined by a shear force transmitting member 50 that transmits a shear force in the bridge axis direction (steel slab joining step).
the shear force transmission member 50 can also be attached after the traffic regulation is lifted.
the steel deck slabs 30A and 30B adjacent to each other in the direction orthogonal to the bridge axis are joined by the inter-panel joint 35.
the inter-panel joint 35 includes two joint plates 35d and 35d.
the joint plates 35d and 35d are arranged so as to straddle the joints of the steel plate 30A and 30B adjacent to each other in the direction perpendicular to the bridge axis, and the deck plates 31 and 31 of the steel plate 30A and 30B are provided by the joint plates 35d and 35d.
the steel plate bridges 30A and 30B are joined to each other by sandwiching them and fastening them with high-strength bolts 46. Further, the space between the paving portions 34 and 34 of the steel deck slabs 30A and 30B is filled with the paving portions 34a.
a temporary fixing plate 55 is bridged between the steel slab 30B replaced this time and the reinforced concrete slab 14 adjacent to the steel slab 30B in the bridge width direction and the bridge axis direction, and the temporary fixing plate 55
a temporary pavement portion (not shown) is constructed substantially flush with the pavement portion 34 provided in advance on the upper surface of the steel plate bridges 30A and 30B and the pavement portion 15 on the reinforced concrete plate bridge 14.
the same effect as that of the first embodiment can be obtained, and when the distance between the main girders adjacent to each other in the bridge width direction is narrow, about 2 m to 2.5 m, it is efficient. There is an advantage that new steel slabs 30A and 30B can be newly installed in place of the reinforced concrete slab 14.
the steel plate 30A is installed and then the steel plate 30B is installed. On the contrary, even if the steel plate 30B is installed and then the steel plate 30A is installed. Good.
the bridge 10B has a first horizontal rib mounting member (horizontal rib mounting) instead of the horizontal rib mounting member 16 of the bridge 10 of the first embodiment.
a member) 70 and a second horizontal rib mounting member (horizontal rib mounting member) 71 are provided, and a shear force transmission member 72 is provided in place of the shear force transmission member 50.
the bridge 10B may be configured to include three or more lateral rib mounting members.
the first horizontal rib mounting member 70 and the second horizontal rib mounting member 71 are fixed to the left side of the main girder web 11a of the main girder 11.
a plurality of reinforcing ribs (horizontal ribs) 11e are fixed to the main girder web 11a of the main girder 11.
the plurality of reinforcing ribs 11e are arranged on the web surface on the left side of the main girder web 11a so as to be vertically separated from each other.
Each of the plurality of reinforcing ribs 11e extends in the direction of the bridge axis.
the steel slab 30 located on the right side is also referred to as the steel slab 30C
the steel slab 30 located on the left side is the steel slab 30.
An extension member 31c extending downward from the deck plate 31 is fixed to the left end of the deck plate 31 of the steel plate 30C.
the extension member 31c is arranged on the left side of the remaining reinforced concrete 21 covered with the steel plate 30C.
the first horizontal rib mounting member 70 is configured in the same manner as the horizontal rib mounting member 16, and includes a fixing plate 70a and a connecting plate 70b.
the fixing plate 70a is formed in a rectangular plate shape.
the fixing plate 70a is arranged so that the thickness direction of the fixing plate 70a is the bridge width direction.
the fixing plate 70a is bolted to the main girder web 11a of the main girder 11 by a high-strength bolt (not shown) or the like.
the vertical length of the fixed plate 70a is about half the vertical length of the fixed plate 16a of the horizontal rib mounting member 16.
the connecting plate 70b is formed in a substantially rectangular plate shape.
the connecting plate 70b projects from the central portion of the fixing plate 70a in the width direction in a direction orthogonal to the plate surface of the fixing plate 70a.
the connecting plate 70b is arranged so that the thickness direction of the connecting plate 70b is the bridge axis direction.
the left end of the connecting plate 70b extends to the left end of the extension member 31c of the steel deck 30C.
the vertical length of the connecting plate 70b is about the same as the vertical length of the fixed plate 70a.
a notch 70c is formed at the lower edge of the connecting plate 70b.
the notch 70c is formed from the end of the connecting plate 70b on the fixing plate 70a side to the intermediate portion of the connecting plate 70b in the bridge width direction.
the reinforcing rib 70d is fixed to the connecting plate 70b.
the reinforcing rib 70d is arranged at an intermediate portion in the vertical direction of the connecting plate 70b and extends in the bridge width direction.
the first horizontal rib mounting member 70 does not have to include the reinforcing rib 70d.
the first lateral rib mounting member 70 is arranged between the plurality of reinforcing ribs 11e in the main girder web 11a. In other words, the first lateral rib mounting member 70 is arranged below the reinforcing rib 11e arranged at the uppermost position among the plurality of reinforcing ribs 11e.
the second horizontal rib mounting member 71 is configured in the same manner as the first horizontal rib mounting member 70.
the second horizontal rib mounting member 71 includes a fixing plate 70a, a connecting plate 70b, and a fixing plate 71a, a connecting plate 71b, and a reinforcing rib 71d that are configured in the same manner as the reinforcing rib 70d. In this example, no notch is formed in the connecting plate 71b.
the second horizontal rib mounting member 71 is arranged below the first horizontal rib mounting member 70. In this example, the entire second horizontal rib mounting member 71 is arranged below the first horizontal rib mounting member 70.
the first horizontal rib mounting member 70 and the second horizontal rib mounting member 71 are arranged side by side in the vertical direction.
the horizontal rib mounting members 16 of the first embodiment are divided in the vertical direction to form the horizontal rib mounting members 70 and 71, the horizontal rib mounting members 70, are compared with the bending strength of the horizontal rib mounting members 16. 71 The bending strength of the whole is reduced. However, since the horizontal rib mounting members 70 and 71 have a shorter length in the bridge axis direction than the vertical ribs 32 and the like, the horizontal rib mounting members 16 are vertically divided as compared with the case where the vertical ribs 32 and the like are divided in the vertical direction. The amount of decrease in bending strength of the horizontal rib mounting members 70 and 71 as a whole is small. Further, the shear strength of the horizontal rib mounting members 70 and 71 as a whole is hardly reduced as compared with the shear strength of the horizontal rib mounting members 16.
the vertical length L1 of the main girder web 11a between the main girder upper flange 11b and the first lateral rib mounting member 70 is 224 mm or more.
the length L1 is preferably 38 times or less the thickness of the main girder web 11a. This is because if the rib mounting members 70 and 71 are mounted below the position of the reinforcing rib 11e of the main girder 11, the stress generated in the welded portion between the main girder upper flange 11b and the main girder web 11a is fatigued. This is because it is sufficiently reduced to a level at which it does not occur.
the position where the reinforcing rib 11e is attached to the main girder 11 is determined by the Road Bridge Specification (edited by the Japan Road Association).
the length L1 is 0.2 times the height of the main girder web 11a, and when two steps are attached, it is 0.14 times or more.
the length L1 is 224 mm from the equation (1600 ⁇ 0.14), assuming that the height of the main girder web 11a is about 1600 mm.
the height of the main girder web 11a is considered to be about 1500 mm. Therefore, from the equation (1500 ⁇ 0.2), the length L1 is 300 mm.
a first horizontal rib mounting member configured in the same manner as the first horizontal rib mounting member 70 and the second horizontal rib mounting member 71.
the second lateral rib mounting member 71A is bolted.
the first horizontal rib mounting member 70A and the second horizontal rib mounting member 71A differ only in the length in the bridge width direction from the first horizontal rib mounting member 70 and the second horizontal rib mounting member 71.
the first splice plate 75 is formed in a plate shape in which the thickness direction of the first splice plate 75 is the bridge axis direction. When the first splice plate 75 is viewed in the direction of the bridge axis, the first splice plate 75 has a long rectangular shape in the vertical direction. The upper end of the first splice plate 75 is arranged immediately below the deck plate 31 of the steel plate bridges 30C and 30D.
the lower end of the first splice plate 75 extends vertically to the middle portion of the connecting plate 70b.
the extension member 31c, the lateral rib 33B and the connecting plate 70b are joined by a high-strength bolt 76 using the first splice plate 75.
the horizontal rib 33B of the steel plate bridge 30D, the connecting plate 70b of the first horizontal rib mounting member 70, and the connecting plate 71b of the second horizontal rib mounting member 71 are joined to each other by the second splice plate 77.
the second splice plate 77 is arranged below the first splice plate 75.
the upper end of the second splice plate 77 extends vertically to the middle portion of the connecting plate 70b.
a gap T1 is formed between the second splice plate 77 and the first splice plate 75.
the lower end of the second splice plate 77 extends vertically to the lower end of the connecting plate 71b.
the lateral rib 33B, the connecting plate 70b and the connecting plate 71b are joined by a high-strength bolt 78 using a second splice plate 77.
the connecting plate 70b is joined to the lateral rib 33B via the first splice plate 75 and the second splice plate 77, respectively.
the gap T1 is arranged in the middle portion of the connecting plate 70b in the vertical direction.
the first horizontal rib mounting member 70A and the second horizontal rib mounting member 71A and the horizontal rib 33A of the steel plate 30C are joined by a splice plate 77A, respectively.
each shear force transmitting member 72 is arranged so as to sandwich the main girder web 11a in the bridge width direction.
each shear force transmitting member 72 includes a first piece 80, a second piece 81, and a connecting piece 82.
the first piece 80 and the second piece 81 are formed in a plate shape in which the bridge width direction is the thickness direction.
the first piece 80 is fixed to the main girder web 11a by a high-strength bolt (first fixing member) 84.
the first piece 80 is fixed to the main girder web 11a by a plurality of high-strength bolts 84 arranged at intervals in the bridge axis direction.
the second piece 81 is fixed to the downward extending vertical rib 32A of the steel plate 30C by a high-strength bolt (second fixing member) 85.
the second piece 81 is arranged outside the pair of downward extending vertical ribs 32A that sandwich the remaining reinforced concrete 21 in the bridge width direction.
the high-strength bolt 85 is arranged at the same position in the vertical direction as the high-strength bolt 84.
the second piece 81 is fixed to the downward extending vertical rib 32A by a plurality of high-strength bolts 85 arranged at intervals in the bridge axis direction.
the connecting piece 82 When the connecting piece 82 is viewed in the direction of the bridge axis, the connecting piece 82 is formed in a curved shape that is convex downward.
the first end of the connecting piece 82 is connected to the first piece 80.
the second end which is the end opposite to the first end of the connecting piece 82, is connected to the second piece 81.
the connecting piece 82 straddles the lower end of the downward extending vertical rib 32A in the bridge width direction.
the first piece 80, the second piece 81, and the connecting piece 82 are integrally formed by, for example, bending a steel plate.
the method of replacing the floor slab of the bridge of the present embodiment for constructing the bridge 10B configured as described above is as follows.
the steps described in the first embodiment described above are sequentially repeated. Therefore, detailed description of each step will be omitted, and the same components as those in the first embodiment will be designated by the same reference numerals, and the description thereof will be omitted or simplified.
the first horizontal rib mounting member 70 and the second horizontal rib mounting member 71 are bolted to the main girder web 11a of the main girder 11. At this time, the second horizontal rib mounting member 71 is arranged below the first horizontal rib mounting member 70.
the horizontal rib mounting members 70 and 71 are provided so that the vertical length L1 of the main girder web 11a between the main girder upper flange 11b and the first horizontal rib mounting member 70 is 224 mm or more of the main girder web 11a. Bolted to the main girder web 11a. It is assumed that the steel plate plates 30C and 30D are replaced in the bridge 10B by performing the above-mentioned steps.
the horizontal ribs 33B of the steel deck 30D are bolted to the first horizontal rib mounting member 70 and the second horizontal rib mounting member 71, respectively. More specifically, the extension member 31c of the steel plate 30C, the horizontal rib 33B of the steel plate 30D, and the connecting plate 70b of the first horizontal rib mounting member 70 are joined to each other by the first splice plate 75.
the horizontal rib 33B of the steel plate bridge 30D, the connecting plate 70b of the first horizontal rib mounting member 70, and the connecting plate 71b of the second horizontal rib mounting member 71 are joined to each other by the second splice plate 77.
the first piece 80 of the shear force transmission member 72 is fixed to the main girder web 11a of the main girder 11 with a high force bolt 84.
the second piece 81 of the shear force transmission member 72 is fixed to the downward extending vertical rib 32A of the steel plate 30C by a high force bolt 85.
FIG. 37 shows an analysis model of the bridge 10B.
a notch 71c is formed at the upper edge of the connecting plate 71b.
the notch 71c does not significantly affect the stress acting on the bridge 10B.
the vertical length L1 of the main girder web 11a between the main girder upper flange 11b and the first lateral rib mounting member 70 is relatively long, and the length L1 is 0 of the height of the main girder web 11a. It is 300 mm, which is twice as large.
the elastic modulus (Young's modulus) E of the members made of steel such as steel plate 30C and 30D and the main girder 11 is set to 200 kN / mm 2
the Poisson's ratio ⁇ is set to 0.3.
the elastic modulus E was 26.5 kN / mm 2
the Poisson's ratio ⁇ was 0.167.
a predetermined wheel load was applied downward to the bridge 10B.
the stress range at the position P1 joined to the main girder upper flange 11b on the main girder web 11a was 20.6 N / mm 2 . Since the position P1 is a portion to be welded, it is important to reduce the stress range and improve the fatigue resistance characteristics of the main girder 11.
the position P2 of the upper end of the first lateral rib mounting member 70 on the main girder web 11a is a portion to be joined by a metal touch. Therefore, the stress range at position P2 is not important as fatigue resistance characteristics.
the stress range at the position P3 between the first splice plate 75 and the second splice plate 77 on the outer edge of the lateral rib 33B was 35.0 N / mm 2 .
FIG. 38 shows an analysis model of the bridge 10C in which the vertical length L2 of the main girder web 11a between the main girder upper flange 11b and the first lateral rib mounting member 70 is relatively short with respect to the bridge 10B.
the length L2 is about 0 mm to 100 mm, which is at most 10 times the thickness of the main girder web 11a.
the first splice plate 75 is not joined to the first lateral rib mounting member 70.
the same wheel load as that applied to the bridge 10B was applied to the bridge 10C.
the stress range at the position P1 joined to the main girder upper flange 11b on the main girder web 11a was 92.5 N / mm 2 .
the stress range in the position P1 is found to be smaller from 92.5N / mm 2 to 20.6N / mm 2.
the stress range at position P3 between the first splice plate 75 and the second splice plate 77 was 142.6 N / mm 2 . That is, in the bridges 10B, by making also joining the second splice plate 77 with respect to the bridge 10C to the first lateral rib attachment member 70, the stress range in the position P3 is 142.6N / mm 2 from 35.0 N / mm 2 It turned out to be smaller.
the same effect as that of the first embodiment can be obtained. Further, by setting the length L1 of the main girder web 11a between the main girder upper flange 11b and the first lateral rib mounting member 70 to 224 mm or more, the position joined to the main girder upper flange 11b in the main girder web 11a. The stress range of the portion corresponding to P1 can be reduced, and the fatigue resistance characteristics of the main girder 11 can be improved.
the horizontal rib mounting member a first horizontal rib mounting member 70 and a second horizontal rib mounting member 71 are provided.
the entire lateral rib mounting members 70 and 71 can be configured to have a predetermined bending strength and shear strength, the mass per one of the first horizontal rib mounting member 70 and the second horizontal rib mounting member 71 is reduced. be able to. As a result, the operator can easily manually carry each of the first horizontal rib mounting member 70 and the second horizontal rib mounting member 71.
the first horizontal rib mounting member 70 which is smaller than the horizontal rib mounting member 16, can be arranged in a narrow space between the reinforcing ribs 11e of the main girder 11.
the first splice plate 75 joins the horizontal rib 33B and the first horizontal rib mounting member 70 of the steel plate 30D
the second splice plate 77 joins the horizontal rib 33B, the first horizontal rib mounting member 70 and the steel plate 30D.
the second horizontal rib mounting member 71 is joined.
the first piece 80 is fixed to the main girder web 11a by the high-strength bolt 84, and the second piece 81 is attached to the downward extending vertical rib 32A of the steel deck 30C by the high-strength bolt 85. Since the fixed position is equivalent in the vertical direction, it is possible to suppress the generation of a moment around the axis along the horizontal plane in the shear force transmitting member 72. Therefore, it is less necessary for the shear force transmission member 72 to withstand the moment, the weight of the shear force transmission member 72 can be reduced, and the number of bolts required for installation can be reduced.
the first splice plate 75 is an extension member 31c of the steel plate 30C, a horizontal rib 33B of the steel plate 30D, a connecting plate 70b of the first horizontal rib mounting member 70, and a second horizontal rib mounting member.
the connecting plate 71b of 71 may be joined, and the second splice plate 77 may be configured to join the horizontal rib 33B of the steel plate bridge 30D and the connecting plate 71b of the second horizontal rib mounting member 71. Even with such a configuration, the same effect as that of the bridge 10B and the floor slab replacement method of the present embodiment can be obtained.
the first splice plate 75 and the second splice plate 77 in the bridge 10B of the present embodiment may be integrally configured as the splice plate 88.
the lateral ribs of the steel deck slab can be easily and firmly connected to the web of the main girder, the rigidity as a bridge can be secured, and further, in the bridge axial direction between the main girder and the steel deck slab. It is possible to provide a bridge structure and a plate replacement method capable of reliably transmitting shearing force.

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