Steel bridge on Hanshin Expressway (at corner plate weld)
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開始行:
*Steel bridge on Hanshin Expressway (at corner plate weld) [#e252b19a]
**1.Field of application [#g7353f0c]
>Steel bridge on Hanshin Expressway , Japan.&br;
**2.Circumstances of Repair [#rb0ddb5a]
>Fatigue cracks were found in the corner plate welds at the diaphragm locations in Jul. 1984 after 16 years of service.
**3.Types of structure [#j2a6b924]
>This bridge is box girder bridge with steel plate floor composed of three continuous spans. The plan at the crack location of Kobe-Nishinomiya line is shown in [[figure 1>#fig1]]. The corner plates were fillet weld connected to the girder flanges, the webs and the diaphragms ([[Fig.2>#fig2]]).&br;
&br;
&br;
CENTER:&aname(fig1);&attachref(Hanko61.jpg);&br;
&br;
CENTER:Fig.1 Plan at the crack location.&br;
&br;
&br;
CENTER:&aname(fig2);&attachref(Hanko62.jpg);&br;
&br;
CENTER:Fig.2 Connections of the corner plate.
&br;
&br;
&br;
**4.Details of loading [#l386e90f]
>Fluctuating loads due to highway live load.
**5.Description of damage [#h6675c82]
>Fatigue cracks occurred in the welds of the corner plates at the diaphragm locations ([[Fig.3>#fig3]]). The cracks grew along the weld roots and some of them propagated into the girder bottom flanges. The maximum length of the crack which propagated into the girder bottom flange was beyond 280mm.&br;
&br;
&br;
>Causes of fatigue cracks were as follows:
-Restraint of the distortion at the diaphragm locations.
-Small weld size and the thickness corner plate which were designed as secondary members.
&br;
&br;
CENTER:&aname(fig3);&attachref(Hanko63.jpg);&br;
&br;
CENTER:Fig.3 Crack at the corner plate connection with the diaphragm.&br;
&br;
&br;
**6.Repair method applied [#w64e3f12]
>In order to release the restrained stress, a part of the corner plates at the diaphragm locations was removed ([[Fig.4>#fig4]]). Removal area was sealed by new plates, 250 by 300 by 2mm, in order to prevent corrosion ([[Fig.5>#fig5]]).
>For the cracks which propagated into the girder bottom flanges, repair was performed by gouging, grinding and re-over welding ([[Fig.6>#fig6]]).
&br;
&br;
CENTER:&aname(fig4);&attachref(Hanko64.jpg);&br;
&br;
CENTER:Fig.4 Removal of the corner plate.&br;
&br;
&br;
CENTER:&aname(fig5);&attachref(Hanko65.jpg);&br;
&br;
CENTER:Fig.5 Sealing by a new plate.&br;
&br;
&br;
CENTER:&aname(fig6);&attachref(Hanko66.jpg);&br;
&br;
CENTER:Fig.6 Gouging and re-welding of the crack at the girder bottom flange connection.&br;
&br;
&br;
終了行:
*Steel bridge on Hanshin Expressway (at corner plate weld) [#e252b19a]
**1.Field of application [#g7353f0c]
>Steel bridge on Hanshin Expressway , Japan.&br;
**2.Circumstances of Repair [#rb0ddb5a]
>Fatigue cracks were found in the corner plate welds at the diaphragm locations in Jul. 1984 after 16 years of service.
**3.Types of structure [#j2a6b924]
>This bridge is box girder bridge with steel plate floor composed of three continuous spans. The plan at the crack location of Kobe-Nishinomiya line is shown in [[figure 1>#fig1]]. The corner plates were fillet weld connected to the girder flanges, the webs and the diaphragms ([[Fig.2>#fig2]]).&br;
&br;
&br;
CENTER:&aname(fig1);&attachref(Hanko61.jpg);&br;
&br;
CENTER:Fig.1 Plan at the crack location.&br;
&br;
&br;
CENTER:&aname(fig2);&attachref(Hanko62.jpg);&br;
&br;
CENTER:Fig.2 Connections of the corner plate.
&br;
&br;
&br;
**4.Details of loading [#l386e90f]
>Fluctuating loads due to highway live load.
**5.Description of damage [#h6675c82]
>Fatigue cracks occurred in the welds of the corner plates at the diaphragm locations ([[Fig.3>#fig3]]). The cracks grew along the weld roots and some of them propagated into the girder bottom flanges. The maximum length of the crack which propagated into the girder bottom flange was beyond 280mm.&br;
&br;
&br;
>Causes of fatigue cracks were as follows:
-Restraint of the distortion at the diaphragm locations.
-Small weld size and the thickness corner plate which were designed as secondary members.
&br;
&br;
CENTER:&aname(fig3);&attachref(Hanko63.jpg);&br;
&br;
CENTER:Fig.3 Crack at the corner plate connection with the diaphragm.&br;
&br;
&br;
**6.Repair method applied [#w64e3f12]
>In order to release the restrained stress, a part of the corner plates at the diaphragm locations was removed ([[Fig.4>#fig4]]). Removal area was sealed by new plates, 250 by 300 by 2mm, in order to prevent corrosion ([[Fig.5>#fig5]]).
>For the cracks which propagated into the girder bottom flanges, repair was performed by gouging, grinding and re-over welding ([[Fig.6>#fig6]]).
&br;
&br;
CENTER:&aname(fig4);&attachref(Hanko64.jpg);&br;
&br;
CENTER:Fig.4 Removal of the corner plate.&br;
&br;
&br;
CENTER:&aname(fig5);&attachref(Hanko65.jpg);&br;
&br;
CENTER:Fig.5 Sealing by a new plate.&br;
&br;
&br;
CENTER:&aname(fig6);&attachref(Hanko66.jpg);&br;
&br;
CENTER:Fig.6 Gouging and re-welding of the crack at the girder bottom flange connection.&br;
&br;
&br;
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