Seismic shear behavior of new high-strength reinforced concrete column and steel beam (New RCS) joints
•New high-strength reinforced concrete column and steel beam (New RCS) structural system for high-rise office buildings.•New through-beam joint details including two-way connection, five-spiral reinforcement, and eccentric joint details.•Large-scale New RCS joint specimens designed to fail in joint...
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| Veröffentlicht in: | Engineering structures 2022-08, Vol.265, p.114497, Article 114497 |
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| creator | Ou, Yu-Chen Nguyen, Nguyen Van Bao Wang, Wei-Ru |
| description | •New high-strength reinforced concrete column and steel beam (New RCS) structural system for high-rise office buildings.•New through-beam joint details including two-way connection, five-spiral reinforcement, and eccentric joint details.•Large-scale New RCS joint specimens designed to fail in joint shear.•Examination of shear strength models for New RCS joints.
New high-strength reinforced concrete column and steel beam (New RCS) joints were developed in this research. Two-way, through-beam New RCS joint details with beams concentrically or eccentrically connected to the joint were proposed. The beam in one direction was continuous through the joint (continuous beam). The beam in the other direction was connected to the continuous beam by complete joint penetration (CJP) groove welds. Five-spiral reinforcement was used for joint transverse reinforcement. A method to calculate the amount of five-spiral reinforcement was proposed considering the confinement effect from the face-bearing plates (FBPs). Doubler plates were used to strengthen the eccentric beam flanges with predrilled holes to allow the passage of column longitudinal reinforcement. A method was proposed for the design of the doubler plates. Large-scale New RCS joint specimens designed to fail in joint shear were tested. Test results showed that the proposed joint details and design methods effectively avoided failure in undesirable locations. All the specimens failed in joint shear but still reached high drift ratios. The eccentric joint specimens (IDEHS and ISEHS) exhibited peak joint shears higher than the concentric beam specimen (IHS). The 1994 ASCE and 2015 ASCE shear strength models produced conservative predictions of the peak joint shear and the joint shear at 0.5% joint shear deformation for all the specimens. The predictions by the 2015 ASCE method were more reasonable with less scatter than the 1994 ASCE method because the former recognizes the shear strength contribution from the outer joint panel even without the use of shear keys and allows a longer steel web in shear strength calculation. |
| doi_str_mv | 10.1016/j.engstruct.2022.114497 |
| format | Article |
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New high-strength reinforced concrete column and steel beam (New RCS) joints were developed in this research. Two-way, through-beam New RCS joint details with beams concentrically or eccentrically connected to the joint were proposed. The beam in one direction was continuous through the joint (continuous beam). The beam in the other direction was connected to the continuous beam by complete joint penetration (CJP) groove welds. Five-spiral reinforcement was used for joint transverse reinforcement. A method to calculate the amount of five-spiral reinforcement was proposed considering the confinement effect from the face-bearing plates (FBPs). Doubler plates were used to strengthen the eccentric beam flanges with predrilled holes to allow the passage of column longitudinal reinforcement. A method was proposed for the design of the doubler plates. Large-scale New RCS joint specimens designed to fail in joint shear were tested. Test results showed that the proposed joint details and design methods effectively avoided failure in undesirable locations. All the specimens failed in joint shear but still reached high drift ratios. The eccentric joint specimens (IDEHS and ISEHS) exhibited peak joint shears higher than the concentric beam specimen (IHS). The 1994 ASCE and 2015 ASCE shear strength models produced conservative predictions of the peak joint shear and the joint shear at 0.5% joint shear deformation for all the specimens. The predictions by the 2015 ASCE method were more reasonable with less scatter than the 1994 ASCE method because the former recognizes the shear strength contribution from the outer joint panel even without the use of shear keys and allows a longer steel web in shear strength calculation.</description><identifier>ISSN: 0141-0296</identifier><identifier>EISSN: 1873-7323</identifier><identifier>DOI: 10.1016/j.engstruct.2022.114497</identifier><language>eng</language><publisher>Kidlington: Elsevier Ltd</publisher><subject>Concentric ; Concrete columns ; Continuous beams ; Eccentric ; Eccentricity ; Flanges ; Grooves ; High strength ; Plates (structural members) ; RCS joint ; Reinforced concrete ; Reinforcement ; Reinforcing steels ; Seismic response ; Shear deformation ; Shear strength ; Steel ; Steel beams ; Steel structures ; Webs (structural) ; Welded joints</subject><ispartof>Engineering structures, 2022-08, Vol.265, p.114497, Article 114497</ispartof><rights>2022 Elsevier Ltd</rights><rights>Copyright Elsevier BV Aug 15, 2022</rights><lds50>peer_reviewed</lds50><woscitedreferencessubscribed>false</woscitedreferencessubscribed><citedby>FETCH-LOGICAL-c273t-dc408a9406bf9c8b0c4d69a4ab15f1dfea2068eae4da8f69f5d99e3d89d75f53</citedby><cites>FETCH-LOGICAL-c273t-dc408a9406bf9c8b0c4d69a4ab15f1dfea2068eae4da8f69f5d99e3d89d75f53</cites></display><links><openurl>$$Topenurl_article</openurl><openurlfulltext>$$Topenurlfull_article</openurlfulltext><thumbnail>$$Tsyndetics_thumb_exl</thumbnail><linktohtml>$$Uhttps://dx.doi.org/10.1016/j.engstruct.2022.114497$$EHTML$$P50$$Gelsevier$$H</linktohtml><link.rule.ids>314,780,784,3550,27924,27925,45995</link.rule.ids></links><search><creatorcontrib>Ou, Yu-Chen</creatorcontrib><creatorcontrib>Nguyen, Nguyen Van Bao</creatorcontrib><creatorcontrib>Wang, Wei-Ru</creatorcontrib><title>Seismic shear behavior of new high-strength reinforced concrete column and steel beam (New RCS) joints</title><title>Engineering structures</title><description>•New high-strength reinforced concrete column and steel beam (New RCS) structural system for high-rise office buildings.•New through-beam joint details including two-way connection, five-spiral reinforcement, and eccentric joint details.•Large-scale New RCS joint specimens designed to fail in joint shear.•Examination of shear strength models for New RCS joints.
New high-strength reinforced concrete column and steel beam (New RCS) joints were developed in this research. Two-way, through-beam New RCS joint details with beams concentrically or eccentrically connected to the joint were proposed. The beam in one direction was continuous through the joint (continuous beam). The beam in the other direction was connected to the continuous beam by complete joint penetration (CJP) groove welds. Five-spiral reinforcement was used for joint transverse reinforcement. A method to calculate the amount of five-spiral reinforcement was proposed considering the confinement effect from the face-bearing plates (FBPs). Doubler plates were used to strengthen the eccentric beam flanges with predrilled holes to allow the passage of column longitudinal reinforcement. A method was proposed for the design of the doubler plates. Large-scale New RCS joint specimens designed to fail in joint shear were tested. Test results showed that the proposed joint details and design methods effectively avoided failure in undesirable locations. All the specimens failed in joint shear but still reached high drift ratios. The eccentric joint specimens (IDEHS and ISEHS) exhibited peak joint shears higher than the concentric beam specimen (IHS). The 1994 ASCE and 2015 ASCE shear strength models produced conservative predictions of the peak joint shear and the joint shear at 0.5% joint shear deformation for all the specimens. The predictions by the 2015 ASCE method were more reasonable with less scatter than the 1994 ASCE method because the former recognizes the shear strength contribution from the outer joint panel even without the use of shear keys and allows a longer steel web in shear strength calculation.</description><subject>Concentric</subject><subject>Concrete columns</subject><subject>Continuous beams</subject><subject>Eccentric</subject><subject>Eccentricity</subject><subject>Flanges</subject><subject>Grooves</subject><subject>High strength</subject><subject>Plates (structural members)</subject><subject>RCS joint</subject><subject>Reinforced concrete</subject><subject>Reinforcement</subject><subject>Reinforcing steels</subject><subject>Seismic response</subject><subject>Shear deformation</subject><subject>Shear strength</subject><subject>Steel</subject><subject>Steel beams</subject><subject>Steel structures</subject><subject>Webs (structural)</subject><subject>Welded joints</subject><issn>0141-0296</issn><issn>1873-7323</issn><fulltext>true</fulltext><rsrctype>article</rsrctype><creationdate>2022</creationdate><recordtype>article</recordtype><recordid>eNqFkE1LAzEQhoMoWKu_wYAXPWxNsp85luIXiILtPaTJpJulm9Rkt-K_N6Xi1dPM4X2fYR6ErimZUUKr-24GbhOHMKphxghjM0qLgtcnaEKbOs_qnOWnaEJoQTPCeHWOLmLsCCGsacgEmSXY2FuFYwsy4DW0cm99wN5gB1-4tZs2S_B0YmhxAOuMDwo0Vt6pAAOkZTv2DkuncRwAtgkhe3z7lsofi-Ud7rx1Q7xEZ0ZuI1z9zilaPT6sFs_Z6_vTy2L-milW50OmVUEayQtSrQ1XzZqoQldcFnJNS0O1AclI1YCEQsvGVNyUmnPIdcN1XZoyn6KbI3YX_OcIcRCdH4NLFwWrOGOcUkZSqj6mVPAxBjBiF2wvw7egRBycik78ORUHp-LoNDXnxyakH_YWgojKgktCbICU1d7-y_gBmZmFpg</recordid><startdate>20220815</startdate><enddate>20220815</enddate><creator>Ou, Yu-Chen</creator><creator>Nguyen, Nguyen Van Bao</creator><creator>Wang, Wei-Ru</creator><general>Elsevier Ltd</general><general>Elsevier BV</general><scope>AAYXX</scope><scope>CITATION</scope><scope>7SR</scope><scope>7ST</scope><scope>8BQ</scope><scope>8FD</scope><scope>C1K</scope><scope>FR3</scope><scope>JG9</scope><scope>KR7</scope><scope>SOI</scope></search><sort><creationdate>20220815</creationdate><title>Seismic shear behavior of new high-strength reinforced concrete column and steel beam (New RCS) joints</title><author>Ou, Yu-Chen ; Nguyen, Nguyen Van Bao ; Wang, Wei-Ru</author></sort><facets><frbrtype>5</frbrtype><frbrgroupid>cdi_FETCH-LOGICAL-c273t-dc408a9406bf9c8b0c4d69a4ab15f1dfea2068eae4da8f69f5d99e3d89d75f53</frbrgroupid><rsrctype>articles</rsrctype><prefilter>articles</prefilter><language>eng</language><creationdate>2022</creationdate><topic>Concentric</topic><topic>Concrete columns</topic><topic>Continuous beams</topic><topic>Eccentric</topic><topic>Eccentricity</topic><topic>Flanges</topic><topic>Grooves</topic><topic>High strength</topic><topic>Plates (structural members)</topic><topic>RCS joint</topic><topic>Reinforced concrete</topic><topic>Reinforcement</topic><topic>Reinforcing steels</topic><topic>Seismic response</topic><topic>Shear deformation</topic><topic>Shear strength</topic><topic>Steel</topic><topic>Steel beams</topic><topic>Steel structures</topic><topic>Webs (structural)</topic><topic>Welded joints</topic><toplevel>peer_reviewed</toplevel><toplevel>online_resources</toplevel><creatorcontrib>Ou, Yu-Chen</creatorcontrib><creatorcontrib>Nguyen, Nguyen Van Bao</creatorcontrib><creatorcontrib>Wang, Wei-Ru</creatorcontrib><collection>CrossRef</collection><collection>Engineered Materials Abstracts</collection><collection>Environment Abstracts</collection><collection>METADEX</collection><collection>Technology Research Database</collection><collection>Environmental Sciences and Pollution Management</collection><collection>Engineering Research Database</collection><collection>Materials Research Database</collection><collection>Civil Engineering Abstracts</collection><collection>Environment Abstracts</collection><jtitle>Engineering structures</jtitle></facets><delivery><delcategory>Remote Search Resource</delcategory><fulltext>fulltext</fulltext></delivery><addata><au>Ou, Yu-Chen</au><au>Nguyen, Nguyen Van Bao</au><au>Wang, Wei-Ru</au><format>journal</format><genre>article</genre><ristype>JOUR</ristype><atitle>Seismic shear behavior of new high-strength reinforced concrete column and steel beam (New RCS) joints</atitle><jtitle>Engineering structures</jtitle><date>2022-08-15</date><risdate>2022</risdate><volume>265</volume><spage>114497</spage><pages>114497-</pages><artnum>114497</artnum><issn>0141-0296</issn><eissn>1873-7323</eissn><abstract>•New high-strength reinforced concrete column and steel beam (New RCS) structural system for high-rise office buildings.•New through-beam joint details including two-way connection, five-spiral reinforcement, and eccentric joint details.•Large-scale New RCS joint specimens designed to fail in joint shear.•Examination of shear strength models for New RCS joints.
New high-strength reinforced concrete column and steel beam (New RCS) joints were developed in this research. Two-way, through-beam New RCS joint details with beams concentrically or eccentrically connected to the joint were proposed. The beam in one direction was continuous through the joint (continuous beam). The beam in the other direction was connected to the continuous beam by complete joint penetration (CJP) groove welds. Five-spiral reinforcement was used for joint transverse reinforcement. A method to calculate the amount of five-spiral reinforcement was proposed considering the confinement effect from the face-bearing plates (FBPs). Doubler plates were used to strengthen the eccentric beam flanges with predrilled holes to allow the passage of column longitudinal reinforcement. A method was proposed for the design of the doubler plates. Large-scale New RCS joint specimens designed to fail in joint shear were tested. Test results showed that the proposed joint details and design methods effectively avoided failure in undesirable locations. All the specimens failed in joint shear but still reached high drift ratios. The eccentric joint specimens (IDEHS and ISEHS) exhibited peak joint shears higher than the concentric beam specimen (IHS). The 1994 ASCE and 2015 ASCE shear strength models produced conservative predictions of the peak joint shear and the joint shear at 0.5% joint shear deformation for all the specimens. The predictions by the 2015 ASCE method were more reasonable with less scatter than the 1994 ASCE method because the former recognizes the shear strength contribution from the outer joint panel even without the use of shear keys and allows a longer steel web in shear strength calculation.</abstract><cop>Kidlington</cop><pub>Elsevier Ltd</pub><doi>10.1016/j.engstruct.2022.114497</doi></addata></record> |
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| subjects | Concentric Concrete columns Continuous beams Eccentric Eccentricity Flanges Grooves High strength Plates (structural members) RCS joint Reinforced concrete Reinforcement Reinforcing steels Seismic response Shear deformation Shear strength Steel Steel beams Steel structures Webs (structural) Welded joints |
| title | Seismic shear behavior of new high-strength reinforced concrete column and steel beam (New RCS) joints |
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