Steel bridge on Hanshin Expressway (at web gusset)
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*Steel bridge on Hanshin Expressway (at web gusset) [#mf2cef3e]
**1.Field of application [#k226982d]
>Steel bridge on Hanshin Expressway ,Kobe, Japan.&br;
**2.Circumstances of Repair [#x4bbb18f]
>Fatigue cracks were found in the weld of the gusset plates at the end vertical stiffener locations with the girder webs in Jun. 1983 after 13 years of service.&br;
**3.Types of structure [#mf3ef301]
>The bridge is composite simple I-section girder bridge. The framing plan is shown in [[figure 1>#fig1]]. The end vertical stiffeners and gusset plates were fillet weld connected to the girder web ([[Fig.2>#fig2]]). The lateral bracings were bolt connected to the gusset plates ([[Fig.2>#fig2]])&br;
&br;
&br;
CENTER:&aname(fig1);&attachref(Hnako412.jpg);&br;
&br;
CENTER:Fig.1 Framing plan.&br;
&br;
&br;
CENTER:&aname(fig2);&attachref(Hnako413.jpg);&br;
&br;
CENTER:Fig.2 Detail of end vertical stiffener and the web gusset.&br;
&br;
&br;
**4.Details of loading [#oda45300]
>Fluctuating loads due to highway live load.
**5.Description of damage [#gb71ff0b]
>Fatigue cracks were found along the fillet weld beads between the girder web and the gusset plate and between the end vertical stiffeners and the girder webs ([[Fig.2>#fig2]],[[3>#fig3]]).
&br;
&br;
>Cause of fatigue cracks was as follows:
-Support subsidence and differential displacement between the girders.
&br;
&br;
CENTER:&aname(fig3);&attachref(Hnako414.jpg);&br;
&br;
CENTER:Fig.3 Crack along the weld bead of the end vertical stiffener and the gusset plate.&br;
&br;
&br;
**6.Repair method applied [#we1569fe]
>Analysis recommended that repair would be performed by bolt splicing as shown in [[figure 4>#fig4]].
&br;
&br;
CENTER:&aname(fig4);&attachref(Hnako415.jpg);&br;
&br;
CENTER:Fig.4 Recommended strengthening method.&br;
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&br;
終了行:
*Steel bridge on Hanshin Expressway (at web gusset) [#mf2cef3e]
**1.Field of application [#k226982d]
>Steel bridge on Hanshin Expressway ,Kobe, Japan.&br;
**2.Circumstances of Repair [#x4bbb18f]
>Fatigue cracks were found in the weld of the gusset plates at the end vertical stiffener locations with the girder webs in Jun. 1983 after 13 years of service.&br;
**3.Types of structure [#mf3ef301]
>The bridge is composite simple I-section girder bridge. The framing plan is shown in [[figure 1>#fig1]]. The end vertical stiffeners and gusset plates were fillet weld connected to the girder web ([[Fig.2>#fig2]]). The lateral bracings were bolt connected to the gusset plates ([[Fig.2>#fig2]])&br;
&br;
&br;
CENTER:&aname(fig1);&attachref(Hnako412.jpg);&br;
&br;
CENTER:Fig.1 Framing plan.&br;
&br;
&br;
CENTER:&aname(fig2);&attachref(Hnako413.jpg);&br;
&br;
CENTER:Fig.2 Detail of end vertical stiffener and the web gusset.&br;
&br;
&br;
**4.Details of loading [#oda45300]
>Fluctuating loads due to highway live load.
**5.Description of damage [#gb71ff0b]
>Fatigue cracks were found along the fillet weld beads between the girder web and the gusset plate and between the end vertical stiffeners and the girder webs ([[Fig.2>#fig2]],[[3>#fig3]]).
&br;
&br;
>Cause of fatigue cracks was as follows:
-Support subsidence and differential displacement between the girders.
&br;
&br;
CENTER:&aname(fig3);&attachref(Hnako414.jpg);&br;
&br;
CENTER:Fig.3 Crack along the weld bead of the end vertical stiffener and the gusset plate.&br;
&br;
&br;
**6.Repair method applied [#we1569fe]
>Analysis recommended that repair would be performed by bolt splicing as shown in [[figure 4>#fig4]].
&br;
&br;
CENTER:&aname(fig4);&attachref(Hnako415.jpg);&br;
&br;
CENTER:Fig.4 Recommended strengthening method.&br;
&br;
&br;
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