TY - GEN
T1 - Ductile structure framework of earthquake resistant of highrise building on exterior beam-column joint with the partial prestressed concrete beam-column reinforced concrete
AU - Astawa, Made D.
AU - Tavio,
AU - Raka, I. G.P.
N1 - Funding Information:
In writing and making this study design we were much aided by various parties, especially the promotor Prof. I.G.P. Raka, DEA and Tavio, Ph.D., the examiners: Prof. Priyo Suprobo. Dr. Bambang Supriyadi and Handayanu Ph.D. Our gratitude also goes to LPPM-ITS for assistance fund through outstanding ITS Research, Research of DITLITABMAS-decentralization program, National Development University "Veteran" East Java which has given me the opportunity to pursue doctorate study in ITS.
PY - 2013
Y1 - 2013
N2 - A monolithic exterior beam-column joints without plastic-hinges on the beam is designed as a model structure of the Special Moment brace using a partially prestressed concrete beams with dimension of 250/400 mm, tensile reinforcements of 5 D13 and 3 D13 at the top section and bottom, respectively, and 1(one) Freyssinet tendon with 2 (two) strands of 017.7 mm and transverse bars of 0 8-75 mm. The column is designed with section dimension of 400/400 mm, with the main reinforcements of 6 D16 + 4D13, and the transverse bars of 0 10-50 mm. Experimental studies in laboratory are proposed with lateral load dynamic (pseudo dynamic) applied on the beam, and static load applied on the column as a stabilizer. The goal is to get the level of ductility of the structure of μ = (δ-max/δ-(first yielding)), calculated until the condition of stable structures. The expected results could provide a basis in the development of framework design of earthquake resistant structures.
AB - A monolithic exterior beam-column joints without plastic-hinges on the beam is designed as a model structure of the Special Moment brace using a partially prestressed concrete beams with dimension of 250/400 mm, tensile reinforcements of 5 D13 and 3 D13 at the top section and bottom, respectively, and 1(one) Freyssinet tendon with 2 (two) strands of 017.7 mm and transverse bars of 0 8-75 mm. The column is designed with section dimension of 400/400 mm, with the main reinforcements of 6 D16 + 4D13, and the transverse bars of 0 10-50 mm. Experimental studies in laboratory are proposed with lateral load dynamic (pseudo dynamic) applied on the beam, and static load applied on the column as a stabilizer. The goal is to get the level of ductility of the structure of μ = (δ-max/δ-(first yielding)), calculated until the condition of stable structures. The expected results could provide a basis in the development of framework design of earthquake resistant structures.
KW - Ductile
KW - Earthquake resistant
KW - Partially prestressed
UR - http://www.scopus.com/inward/record.url?scp=84891672493&partnerID=8YFLogxK
U2 - 10.1016/j.proeng.2013.03.037
DO - 10.1016/j.proeng.2013.03.037
M3 - Conference contribution
AN - SCOPUS:84891672493
SN - 9781627486354
T3 - Procedia Engineering
SP - 413
EP - 427
BT - 2nd International Conference on Rehabilitation and Maintenance in Civil Engineering, ICRMCE 2012
PB - Elsevier Ltd.
T2 - 2nd International Conference on Rehabilitation and Maintenance in Civil Engineering, ICRMCE 2012
Y2 - 8 March 2012 through 10 March 2012
ER -