Abstract. This research investigates the effect of unbalanced moment directions on the behaviour of edge column slab connections using a finite element analysis. The analyses were done on subassembly edge column slab connections that were designed according to Indonesian Concrete Standard (SNI 2847(SNI :2013. Three unbalanced moment directions were considered namely perpendicular, parallel and inclined 45 o to the slab free edge. The concrete damage plasticity (CDP) and truss elements in Abaqus were utilized to model and analyse the behaviour of concrete and reinforcement bars, respectively. The modelling techniques were first validated using an experimental result available in the literature. There are five parameters in the CDP model need to be validated to get convergent results with the experimental data. Using the CDP validated parameters, then seven specimen models were analysed under combined shear force and an unbalanced moment in three directions. The ratio of M/V was kept constant of 0.3. The results show that the punching failure capacity of connections having an unbalanced moment inclined 45 o is smaller than that of an unbalanced moment perpendicular to the slab free edge, but higher than that of an unbalanced moment parallel to the slab free edge. The patterns of concrete strain are consistent with the moment directions. All tension rebars passing through column sections yield at the connection failures.

The occurrence of unbalanced moment in edge slab-column connections of flat plate structure cannot be avoided and increase the slab shear stress around the column. This paper investigates the effect of M/V ratio on punching shear strength of edge column-slab connections using finite element analysis. The Concrete Damage Plasticity (CDP) and truss model in Abaqus were used to model the nonlinear behavior of concrete and reinforcement, respectively. Ten values of the M/V ratio were applied to a subassembly edge connection model which was part of a properly design of a 5 story flat plate structure. The shear strength prediction of ACI 318-14 code on the effect of unbalanced moment in edge column-slab connection was also studied. The analysis results show that the effect of unbalanced moment on shear strength is not significant for M/V ratio less than 0.3. However, for M/V ratio greater than 0.3, the shear strength is reduced in an exponential order. The ACI 318-14 code overestimates prediction on connection’s shear strength for the M/V ratio less than 0.3. The code predictions are in a good agreement with the analysis results for the edge connection with the M/V ratio greater than 0.3.

The unbalance moments at the edge connections of flat plate structures induced by lateral forces (i.e. an earthquake) may not always act in parallel directions of the building axes. Most research studied the unbalanced moments in one direction, a few of them in biaxial directions, and none of them in incline directions. This paper presents the results of a nonlinear finite element analysis on punching shear capacity at edge column-slab connections subjected to three directions of the unbalanced moments namely perpendicular, incline 45°, and parallel to the slab free edge in combination with the shear force. A 3-D numerical analysis of ten isolated edge column-plate connections was conducted by applying an appropriate element size, mesh, and calibrated material parameters of the concrete damage plasticity (CDP) model in ABAQUS. the connections were subjected to ten variations of the moment to shear (M/V) ratios. The results show that the punching shear capacity decreases exponentially for the unbalanced moment acting perpendicular and parallel to the slab free edge, and linearly for unbalanced moment incline 45° as the increase in M/V ratio. The M-V interaction at the edge connections depends on the unbalanced moment directions which are slightly different from the ACI 318 code.

Konsep green-construction merupakan salah satu upaya yang dilakukan untuk menghadapi dampak negatif dari industri konstruksi. Konsep green-campus merupakan salah satu upaya awal dalam pengelolaan lingkungan kampus dengan partisipasi seluruh civitas akademika. Proyek Pembangunan Gedung Rektorat dan Dekanat Universitas Mahasaraswati Denpasar yang berlokasi di Jl. Kamboja No. 11A Denpasar merupakan proyek yang berupaya merencanakan konstruksi hijau untuk mewujudkan bangunan hijau. Tujuan penelitian ini adalah untuk menganalisis proses penerapan green construction pada proyek Pembangunan Gedung Rekotrat dan Dekanat Universitas Mahasaraswati Denpasar dengan menggunakan metode deskriptif dengan pendekatan kuantitatif. Variabel konstruksi hijau diambil dari literatur yang dianalisis dengan Analytical Hierarchy Process dimana variabel konstruksi hijau telah disusun menjadi struktur yang kompleks dalam susunan hierarkis. Jumlah responden adalah 15 orang yang merupakan pihak yang terlibat dalam proyek, dimana 67% di antaranya diambil sampel dengan metode purposive sampling. Implementasinya, faktor pencapaian tertinggi diperoleh sebesar 80% pada faktor F11 penyimpanan dan perlindungan material, dan pencapaian tertinggi pada aspek penerapan yaitu 63% pada aspek A4 sumber daya dan siklus material. Sedangkan pencapaian penerapan faktor terendah dengan 16% pada faktor F15 konservasi dan efisiensi air, pencapaian terendah pada aspek penerapan dengan 27% pada aspek A6 konservasi air dan energi.

Gedung A Fakultas Ekonomi Universitas Udayana yang terletak di Bali pada daerah Sudirman dan merupakan daerah rawan gempa yang berfungsi sebagai fasilitas Pendidikan, gedung tersebut termasuk pada kategori resiko IV, menurut SNI 1726:2012. Penelitian ini menggunakan metode Time History Analysis, dengan analisis beban gempa berdasarkan rekaman riwayat waktu gempa yaitu ada tiga dari riwayat beban gempa Elcentro, gempa Kobe dan gempa Chi-chi. Penelitian ini menggunakan software SAP 2000. Gempa yang memiliki pengaruh terbesar pada gedung A Fakultas Ekonomi Universitas Udayana adalah gempa Elcentro dan Kobe. Gaya geser dasar didapat dengan Time History analysis yang tertinggi pada arah X yaitu gempa Kobe X = 1610,226 kN sedangkan pada arah Y yaitu gempa Kobe Y = 1854,099 kN. Simpangan antar tingkat yang didapat dengan Time History analysis menggunakan gempa Elcentro yang terbesar yaitu ada pada (lantai 2 =12,69 mm) di arah X dan (lantai 2 = 13,35 mm) di arah Y. Dan yang terjadi akibat ke tiga jenis gempa tersebut lebih kecil dari gaya geser dasar dan simpangan berdasarkan SNI 1726-2012. Pada percepatan dan kecepatan yang paling tertinggi yaitu gempa Elcentro kecuali pada arah X percepatan yang tertinggi yaitu gempa Kobe. berdasarkan Time History Analysis beban gempa Elcentro, gempa Kobe, dan Gempa Chi-chi cenderung dalam kategori aman.