Shonan Br. of R-134(welded joint between longitudinal trough rib and deck plate )
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開始行:
*Shonan Br. of R-134(welded joint between longitudinal trough rib and deck plate ) [#d1d097b9]
*国道134号湘南大橋（トラフリブと鋼床版デッキプレートの溶接継手） [#f66cabcc]
**1.Field of application [#d59d23ca]
>Shonan Br. of R-134 in Kanagawa, Japan.&br;
>国道134号湘南大橋（神奈川県）.&br;
**2.Circumstances of repair [#t1467fc8]
>The holes of the pavement due to the fatigue cracks of orthotropic deck plates were found in September of 1999 after 13 years of service. And 322 cracs were found by inspection of the bridge.
Then, repair with the reinforcement plates on the deck plates were applied. Furthermore, 122 cracks were found in the welded joint between longitudinal trough ribs and deck plates by inspection in 2003.The 122 cracs were repaired by welding.
>供用開始から13年が経過した1999年9月、鋼床版デッキプレートに生じた疲労き裂による舗装面の陥没が見つかった。点検の結果、322箇所で疲労き裂が見つかった。デッキプレートのき裂に対しては当て板補修が行われた。さらに、2003年の点検の際に、トラフリブとデッキプレート間の溶接継手に122の疲労き裂が見つかった。これらの疲労き裂は溶接で補修された。
**3.Types of structure [#s4282b08]
>The outline of the bridge structure is as follows.&br;
>橋梁の構造諸元は次のとおりである.&br;
-Bridge length : 2 × three spans : (3＠88.0m)
-Structure : Three spans continuous orthotropic steel plate deck two box-girder bridge.
-Deck plate thickness : 12～20mm
-橋長 ：2＠（3＠88.0m）
-構造形式： 3径間連続鋼床版箱桁橋
-デッキプレート厚：12～20mm
>Shonan bridge is shown in [[Fig.1>#fig1]].
&br;
>湘南大橋を[[図.1>#fig1]]に示す.
&br;
CENTER:&aname(fig1);&attachref(./shonan_photo.jpg,40%);&br;
&br;
CENTER:Fig.1 Shonan bridge &br;
&br;
CENTER:図.1 湘南大橋 &br;
&br;
**4.Details of loading [#q68108c6]
>Fluctuating loads due to vehicles live load. 3700 vehicles / 24hr. truck ratio : 18% in 2006
&br;
>活荷重、3700台/日、大型車混入率18％（2006年）
**5.Description of damage [#o088694d]
>The fatigue cracks were detected on welded joints between longitudinal trough ribs and orthotropic deck plates.Type-1 cracks were the cracks to penetrate the deck plates.Type-2 cracks were the cracks along the welded joints.
&br;
>トラフリブと鋼床版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。Type-1のき裂はデッキプレート貫通型である。Tyoe-2のき裂は溶接に沿って発生している。&br;
CENTER:&aname(fig2);&attachref(./shonan_crack.jpg,35%);&br;
&br;
CENTER:Fig.2 Crack location &br;
&br;
CENTER:図.2 疲労き裂の位置 &br;
&br;
>Cause of fatigue cracks was as follows:&br;
>疲労き裂の原因は次のとおりである。
-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わたみによって生じる局所的応力集中。
**6.Repair method applied [#l6e6170f]
>Emergency repair &br;
>応急的処置&br;
>The reinforcement plates on the deck plates([[Fig.3>#fig3]]) were applied for the Type-1 cracks with more than 6mm of depth.
>Type-2 cracks were repaired by welding.
&br;
>Type1で6mm以上の長さの疲労き裂に対しては、当て板補強を行った([[図.3>#fig3]])。
>Type-2の疲労き裂は溶接により補修した。
CENTER:&aname(fig3);&attachref(./shonan_plate.jpg,50%);&br;
&br;
CENTER:Fig.3 Reinforcement plate (t=12mm) on the deck plate &br;
&br;
CENTER:図.3 デッキプレートの当て板(t=12mm) &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.4>#fig4]]).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([[図.4>#fig4]]).また、疲労損傷箇所が輪荷重位置から外れるよう、レーン位置を変更した。
CENTER:&attachref(./shonan_sfrc.jpg,30%);&br;
&br;
CENTER:Fig.4 The typical cross-section of SFRC &br;
&br;
CENTER:図.4 SFRCの断面（一般部） &br;
&br;
**Reference [#g41f0ed2]
>'''NIKKEI CONSTRUCTION''',2006.3.24,pp65-67
>Kodama et al,Replacement of Pavement with SFRC to Improve Fatigue Characteristics of the Damaged Orthotopiic Steel Decks,'''Bridge and Foundation Engineering''',vol.40,No.11,pp.30-38,2006.11(In Japanese)
&br;
終了行:
*Shonan Br. of R-134(welded joint between longitudinal trough rib and deck plate ) [#d1d097b9]
*国道134号湘南大橋（トラフリブと鋼床版デッキプレートの溶接継手） [#f66cabcc]
**1.Field of application [#d59d23ca]
>Shonan Br. of R-134 in Kanagawa, Japan.&br;
>国道134号湘南大橋（神奈川県）.&br;
**2.Circumstances of repair [#t1467fc8]
>The holes of the pavement due to the fatigue cracks of orthotropic deck plates were found in September of 1999 after 13 years of service. And 322 cracs were found by inspection of the bridge.
Then, repair with the reinforcement plates on the deck plates were applied. Furthermore, 122 cracks were found in the welded joint between longitudinal trough ribs and deck plates by inspection in 2003.The 122 cracs were repaired by welding.
>供用開始から13年が経過した1999年9月、鋼床版デッキプレートに生じた疲労き裂による舗装面の陥没が見つかった。点検の結果、322箇所で疲労き裂が見つかった。デッキプレートのき裂に対しては当て板補修が行われた。さらに、2003年の点検の際に、トラフリブとデッキプレート間の溶接継手に122の疲労き裂が見つかった。これらの疲労き裂は溶接で補修された。
**3.Types of structure [#s4282b08]
>The outline of the bridge structure is as follows.&br;
>橋梁の構造諸元は次のとおりである.&br;
-Bridge length : 2 × three spans : (3＠88.0m)
-Structure : Three spans continuous orthotropic steel plate deck two box-girder bridge.
-Deck plate thickness : 12～20mm
-橋長 ：2＠（3＠88.0m）
-構造形式： 3径間連続鋼床版箱桁橋
-デッキプレート厚：12～20mm
>Shonan bridge is shown in [[Fig.1>#fig1]].
&br;
>湘南大橋を[[図.1>#fig1]]に示す.
&br;
CENTER:&aname(fig1);&attachref(./shonan_photo.jpg,40%);&br;
&br;
CENTER:Fig.1 Shonan bridge &br;
&br;
CENTER:図.1 湘南大橋 &br;
&br;
**4.Details of loading [#q68108c6]
>Fluctuating loads due to vehicles live load. 3700 vehicles / 24hr. truck ratio : 18% in 2006
&br;
>活荷重、3700台/日、大型車混入率18％（2006年）
**5.Description of damage [#o088694d]
>The fatigue cracks were detected on welded joints between longitudinal trough ribs and orthotropic deck plates.Type-1 cracks were the cracks to penetrate the deck plates.Type-2 cracks were the cracks along the welded joints.
&br;
>トラフリブと鋼床版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。Type-1のき裂はデッキプレート貫通型である。Tyoe-2のき裂は溶接に沿って発生している。&br;
CENTER:&aname(fig2);&attachref(./shonan_crack.jpg,35%);&br;
&br;
CENTER:Fig.2 Crack location &br;
&br;
CENTER:図.2 疲労き裂の位置 &br;
&br;
>Cause of fatigue cracks was as follows:&br;
>疲労き裂の原因は次のとおりである。
-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わたみによって生じる局所的応力集中。
**6.Repair method applied [#l6e6170f]
>Emergency repair &br;
>応急的処置&br;
>The reinforcement plates on the deck plates([[Fig.3>#fig3]]) were applied for the Type-1 cracks with more than 6mm of depth.
>Type-2 cracks were repaired by welding.
&br;
>Type1で6mm以上の長さの疲労き裂に対しては、当て板補強を行った([[図.3>#fig3]])。
>Type-2の疲労き裂は溶接により補修した。
CENTER:&aname(fig3);&attachref(./shonan_plate.jpg,50%);&br;
&br;
CENTER:Fig.3 Reinforcement plate (t=12mm) on the deck plate &br;
&br;
CENTER:図.3 デッキプレートの当て板(t=12mm) &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.4>#fig4]]).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([[図.4>#fig4]]).また、疲労損傷箇所が輪荷重位置から外れるよう、レーン位置を変更した。
CENTER:&attachref(./shonan_sfrc.jpg,30%);&br;
&br;
CENTER:Fig.4 The typical cross-section of SFRC &br;
&br;
CENTER:図.4 SFRCの断面（一般部） &br;
&br;
**Reference [#g41f0ed2]
>'''NIKKEI CONSTRUCTION''',2006.3.24,pp65-67
>Kodama et al,Replacement of Pavement with SFRC to Improve Fatigue Characteristics of the Damaged Orthotopiic Steel Decks,'''Bridge and Foundation Engineering''',vol.40,No.11,pp.30-38,2006.11(In Japanese)
&br;
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