EFEKTIFITAS PENGGUNAAN KABEL BAJA DAN KOMPOSIT MORTAR SEBAGAI PERKUATAN MOMEN NEGATIF BALOK BETON BERTULANG TAMPANG T DENGAN PENAMBAHAN TULANGAN KONVENSIONAL PADA BLOK TEKAN

• Main Authors: , dimas langga chandra galuh, , Prof. Ir. Iman Satyarno, ME, Ph.D
• Format: Theses and Dissertations NonPeerReviewed
• Published: [Yogyakarta] : Universitas Gadjah Mada 2012
• Subjects: ETD
• Online Access: https://repository.ugm.ac.id/97887/; http://etd.ugm.ac.id/index.php?mod=penelitian_detail&sub=PenelitianDetail&act=view&typ=html&buku_id=54024
• Institution: Universitas Gadjah Mada

Reinforcement is a solution in increasing the supporting force of a reinforced concrete structure as well as to lengthen its service life. The objective of this study is to identify the increase of flexural capacity, stiffness, ductility and cracking pattern in the beam negative moment area. Three specimens were made that consisted of one controlling beam (BK), one beam reinforced by 4�10 mm steel wire in the tensile area (BP1) and one beam reinforced by 4�10 mm steel wire in the tensile area and 2P8 mm in the compressive area (BP2) with mortar as the concrete blanket. Other specimen was T-sectional reinforced concrete beam in (l) 2400 mm length, (h) 250 mm height, (bw) 150 mm width, with flens width and height in (bf) 400 mm and (t) 75 mm, respectively. The diameters of wire rope and reinforcing steel used for the reinforcement were 10 mm and 8 mm, respectively. Beam was tested for its pure flexure by static loading and simple pedestal. Along the test, measurements on the loading, strain and deflection were taken. The test results were then compared to the layers method, SNI and Response-2000 program. Results of the test showed that the maximum loading for BK, BP1, and BP2 specimens were 88.5 kN, 180 kN, and 259 kN, respectively. Comparative ratios of flexural capacity of BP1 and BP2 to (BK) were 2.03 and 2.93. The comparative flexural capacity to Response-2000 program for BK, BP1, and BP2 specimens were 1.05, 0.88, and 0.89, respectively. The comparative flexural capacity by layers1 method (ignoring the wing reinforcement) for BK, BP1, and BP2 specimens were 1.28, 0.76, and 0.78. The comparative flexural capacity by layers2 method (considering the wing reinforcement) for BK, BP1, and BP2 specimens were 1.28, 0.79, and 0.80, respectively. Comparative flexural capacities by SNI method for BK, BP1, and BP2 specimens were 1.05, 1.13, and 1.02, respectively. Comparative initial stiffness ratios of BP1 and BP2 to BK were 1.1 and 1.6. The comparative secant stiffness ratios of BP1 and BP2 to BK were 0.86 and 1.6. The comparative ratios of ductility factor of BP1 and BP2 to BK were 0.68 and 1.4. The collapsing pattern of each reinforcing beam was debonding, but on the reinforcing beam, it still gave the tensile stress that loading was increased to the maximum.