Ohira viaduct of R-50(welded joint between longitudinal trough rib and deck plate )
をテンプレートにして作成
[
トップ
] [
新規
|
一覧
|
単語検索
|
最終更新
|
ヘルプ
]
開始行:
*Ohira viaduct of R-50(welded joint between longitudinal trough rib and deck plate ) [#q894f1e0]
*国道50号大平高架橋（トラフリブと鋼床版デッキプレートの溶接継手）[#q894f1e0]
**1.Field of application [#db7748d9]
>Ohira viaduct of R-50 in Tochigi, Japan.&br;
>国道50号大平高架橋（栃木県）.&br;
**2.Circumstances of repair [#g0837b2d]
>Fatigue cracks were detected on welded joints between longitudinal trough rib and orthotropic deck plate after over 20 years of service.&br;
>供用開始から20年以上が経過したのち、トラフリブとデッキプレート間の溶接継手部に疲労き裂が見つかった.&br;
**3.Types of structure [#t5ab761b]
>The outline of the bridge structure is as follows.&br;
>橋梁諸元は次のとおりである.&br;
-Bridge length : 147.0m,
-Span length :40m+56m+50m&br;
-Structure : Box girder bridge with orthotropic deck system
-Deck plate thickness : 12mm
-橋長： 147.0m
-支間長： 40+56+50m
-構造形式：鋼床版箱桁橋
-デッキ厚：12mm
>The cross section is shown in [[Fig.1>#fig1]].
&br;
>断面は[[Fig.1>#fig1]]に示すとおりである.
&br;
CENTER:&aname(fig1);&attachref(./ohira_cross_section.jpg,30%);&br;
&br;
CENTER:Fig.1 Cross section &br;
&br;
CENTER:図.1 断面形状 &br;
&br;
**4.Details of loading [#j4fa5952]
>Fluctuating loads due to vehicles live load.
&br;
>活荷重 &br;
**5.Description of damage [#o6944d36]
>The fatigue cracks were detected on welded joints between longitudinal trough ribs and orthotropic deck plates.
&br;
&br;
>トラフリブとデッキプレート間の溶接継手部において、疲労き裂が見つかった。
>Cause of fatigue cracks was as follows:&br;
>疲労き裂の原因は以下のとおりである。
-Localized stress concentration which resulted from the out-of-plane of the deck plate deflection due to the wheel load.
-輪荷重載荷によるデッキプレートの面外方向たわみに起因する局所的は応力集中
**6.Repair method applied [#w9ccc48b]
>Emergency repair &br;
>応急的処置 &br;
>Stop holes were drilled at the crack tips([[Fig.2>#fig2]]).
&br;
>き裂先端部にストップホールを施工した([[Fig.2>#fig2]]).
CENTER:&aname(fig2);&attachref(./ohira_stop_hole.jpg,25%);&br;
&br;
CENTER:Fig.2 Stop hole &br;
&br;
CENTER:図.2 ストップホール &br;
&br;
>Permanent repair &br;
>恒久的処置 &br;
>The SFRC pavements were constructed on the orthotropic deck plates instead of asphalt pavements.([[Fig.3>#fig3]],[[Fig.4>#fig4]],[[Fig.5>#fig5]],).And the change of the driving lane was carried out to move a wheel position and a fatigue damage point.
&br;
>アスファルト舗装に代えて、SFRC舗装を施工した([[Fig.3>#fig3]],[[Fig.4>#fig4]],[[Fig.5>#fig5]],).疲労損傷を受けた部分が輪荷重走行位置から外れるようにレーン配置を変更した。
CENTER:&attachref(./ohira_sfrc_1.jpg,40%);&br;
&br;
CENTER:Fig.3 The typical cross-section of SFRC &br;
&br;
CENTER:図.3 SFRC断面（一般部） &br;
&br;
&br;
CENTER:&attachref(./ohira_sfrc_2.jpg,40%);&br;
&br;
CENTER:Fig.4 The state of the construction of the adhesive &br;
&br;
CENTER:図.4 接着剤の施工状況 &br;
&br;
&br;
CENTER:&attachref(./ohira_sfrc_3.jpg,40%);&br;
&br;
CENTER:Fig.5 The standard cross section of the SFRC pavements &br;
&br;
CENTER:図.5 SFRC舗装の断面（一般部） &br;
&br;
//**Reference [#g41f0ed2]
//>実橋鋼床版き裂補修部におけるSFRC補強前後の応力計測結果
//>実橋における既設鋼床版へのSFRC補強効果確認計測
&br;
終了行:
*Ohira viaduct of R-50(welded joint between longitudinal trough rib and deck plate ) [#q894f1e0]
*国道50号大平高架橋（トラフリブと鋼床版デッキプレートの溶接継手）[#q894f1e0]
**1.Field of application [#db7748d9]
>Ohira viaduct of R-50 in Tochigi, Japan.&br;
>国道50号大平高架橋（栃木県）.&br;
**2.Circumstances of repair [#g0837b2d]
>Fatigue cracks were detected on welded joints between longitudinal trough rib and orthotropic deck plate after over 20 years of service.&br;
>供用開始から20年以上が経過したのち、トラフリブとデッキプレート間の溶接継手部に疲労き裂が見つかった.&br;
**3.Types of structure [#t5ab761b]
>The outline of the bridge structure is as follows.&br;
>橋梁諸元は次のとおりである.&br;
-Bridge length : 147.0m,
-Span length :40m+56m+50m&br;
-Structure : Box girder bridge with orthotropic deck system
-Deck plate thickness : 12mm
-橋長： 147.0m
-支間長： 40+56+50m
-構造形式：鋼床版箱桁橋
-デッキ厚：12mm
>The cross section is shown in [[Fig.1>#fig1]].
&br;
>断面は[[Fig.1>#fig1]]に示すとおりである.
&br;
CENTER:&aname(fig1);&attachref(./ohira_cross_section.jpg,30%);&br;
&br;
CENTER:Fig.1 Cross section &br;
&br;
CENTER:図.1 断面形状 &br;
&br;
**4.Details of loading [#j4fa5952]
>Fluctuating loads due to vehicles live load.
&br;
>活荷重 &br;
**5.Description of damage [#o6944d36]
>The fatigue cracks were detected on welded joints between longitudinal trough ribs and orthotropic deck plates.
&br;
&br;
>トラフリブとデッキプレート間の溶接継手部において、疲労き裂が見つかった。
>Cause of fatigue cracks was as follows:&br;
>疲労き裂の原因は以下のとおりである。
-Localized stress concentration which resulted from the out-of-plane of the deck plate deflection due to the wheel load.
-輪荷重載荷によるデッキプレートの面外方向たわみに起因する局所的は応力集中
**6.Repair method applied [#w9ccc48b]
>Emergency repair &br;
>応急的処置 &br;
>Stop holes were drilled at the crack tips([[Fig.2>#fig2]]).
&br;
>き裂先端部にストップホールを施工した([[Fig.2>#fig2]]).
CENTER:&aname(fig2);&attachref(./ohira_stop_hole.jpg,25%);&br;
&br;
CENTER:Fig.2 Stop hole &br;
&br;
CENTER:図.2 ストップホール &br;
&br;
>Permanent repair &br;
>恒久的処置 &br;
>The SFRC pavements were constructed on the orthotropic deck plates instead of asphalt pavements.([[Fig.3>#fig3]],[[Fig.4>#fig4]],[[Fig.5>#fig5]],).And the change of the driving lane was carried out to move a wheel position and a fatigue damage point.
&br;
>アスファルト舗装に代えて、SFRC舗装を施工した([[Fig.3>#fig3]],[[Fig.4>#fig4]],[[Fig.5>#fig5]],).疲労損傷を受けた部分が輪荷重走行位置から外れるようにレーン配置を変更した。
CENTER:&attachref(./ohira_sfrc_1.jpg,40%);&br;
&br;
CENTER:Fig.3 The typical cross-section of SFRC &br;
&br;
CENTER:図.3 SFRC断面（一般部） &br;
&br;
&br;
CENTER:&attachref(./ohira_sfrc_2.jpg,40%);&br;
&br;
CENTER:Fig.4 The state of the construction of the adhesive &br;
&br;
CENTER:図.4 接着剤の施工状況 &br;
&br;
&br;
CENTER:&attachref(./ohira_sfrc_3.jpg,40%);&br;
&br;
CENTER:Fig.5 The standard cross section of the SFRC pavements &br;
&br;
CENTER:図.5 SFRC舗装の断面（一般部） &br;
&br;
//**Reference [#g41f0ed2]
//>実橋鋼床版き裂補修部におけるSFRC補強前後の応力計測結果
//>実橋における既設鋼床版へのSFRC補強効果確認計測
&br;
ページ名:
![[PukiWiki]](image/pukiwiki.png "[PukiWiki]")
