Evaluation of the partitioned mechanical properties and the hall-petch relationship of cast aluminum alloy cylinder head

In view of the non-uniform distribution of mechanical properties of cast aluminum alloy cylinder head, the mechanical properties evaluation and microstructure heterogeneity of cylinder head were studied. The results showed that the head plate position of the cylinder head has the best mechanical properties and microstructure characterization, followed by the floor plate and the thick partition plate. The mechanical properties of the floor plate position attenuate with increasing temperature. From 23°C to 300°C, the tensile strength and yield strength decrease in the same range, but the break elongation changes most obviously. The mechanical properties and microstructure characterization of cylinder head in-situ sampling satisfy the Hall-Petch relationship. If the required ultimate tensile strength is not less than 255MPa, the upper threshold of the grain size, by considering the error limit of the Hall-Petch relationship, is 603.4μm, and the upper threshold of secondary dendrite arm spacing is 69.1μm. Meanwhile, established the relationship between hardness and yield strength, the average error of the nonlinear model is 4.35%. The prediction accuracy of the nonlinear model is sufficient to meet the actual needs of the engineering.

Menentukan Desain Struktur Atas Gedung Fajar Biru Trenggalek Berdasarkan SNI (Standart Nasional Indonesia)

A multi-storey reinforced concrete building is very prone to collapse. Therefore, proper structural planning is needed in order to qualify the strength and security of the structure. Fajar Biru Building is a building that will be built in Karangsuko village of Trenggalek Regency, East Java. The building functioned as a cost with a building area of 340 m2, and has a total of 4 floors. The method used is the SRPMM (Medium Moment Musician Frame System) method which refers to SNI 1726:2012, and SNI 2847:2013. Planning includes the calculation of beams, floor plates, and columns. From the results of the calculations that have been done. on the floor plate structure with a plate thickness of 120 mm, Ø12 tree bones are used with a distance of 100 mm for pedestals and 150 mm for field areas. On the looping of B1 beams with dimensions of 300x350 mm used 6-D16 tree bones for focus and 4-D16 for field areas with Ø10-70 mm for focus and Ø10-140 mm for field areas. For the repeating of Column K1 with dimensions of 300x600 mm used 10-D16 principal bones with a Ø10-70 mm dimension. So that from these results can be used as a reference in the implementation of the construction of the blue dawn building.

Penilaian Kuat Tekan Beton pada Struktur Mushola Nurus Sa’ada Tangerang

This activity aims to provide services and information to the manager of the Nuurus Sa'ada mosque in assessing the compressive strength of the concrete at the renovation of the Nurus Sa'ada Tangerang mosque as a quality control for the building being renovated. The method of activity is to do the Hammer test at several points in the Mushola area such as the floor plate and column structures. This activity involved lecturers in Universitas Islam 45, Faculty of Engineering, Universitas Islam 45 Civil Engineering laboratory assistants, and the manager of the Nurus Sa'ada mosque, as well as renovation implementers. Key words: Hammer Test, Mushola Renovation, Compressive Strength, Mosque Abstrak Kegiatan ini bertujuan untuk memberikan pelayanan dan informasi kepada pengelola mushola Nuurus Sa’ada untuk menilai kuat tekan beton pada renovasi mushola Nurus Sa’ada Tangerang sebagai kontrol kualitas bangunan yang sedang direnovasi. Metode kegiatan yaitu dengan melakukan pengujian Hammer test di beberapa titik area Mushola seperti pada struktur plat lantai dan kolom. Kegiatan ini melibatkan para dosen di lingkungan Fakultas Teknik Universitas Islam 45, laboran Teknik Sipil Universitas Islam 45, dan pengelola Mushola Nurus Sa’ada, serta pelaksana renovasi. Kata kunci: Hammer Test, Renovasi Mushola, Kuat Tekan, Beton

ANALYSIS OF DIMENSIONAL AND CALCULATIONS STRUCTURE DESIGNED BASED ON SNI 2847-2013

Floor slabs are structural components of a building that have certain dimensions to transmit dead and live loads on them to be distributed to their supports. Designing the floor slabs of a building, load data will be borne by the structure, so that the planned structure is able to bear the loads and forces that work. With careful planning, it is expected that the dimensions and reinforcement of the floor slabs are economical and safe which can avoid deflection and cracks. The building being reviewed is hospitals in Surabaya. This building consists of 9 floors with a height of up to 37 m. Planning dimensions and reinforcement in this hospital building includes two-way slabs with different size variations. The analysis was carried out using the 'envelope method' in accordance with SNI 2847: 2013 (Basics of Reinforced Concrete Planning). The results of the analysis of dimensions and reinforcement in this hospital building are: a) the dimensions / thickness of the plate on the roof plate is 125 mm, while b) the reinforcement used on this floor plate is Ø10-125 and the reinforcement for Ø10-200. Each moment analyzed is contained in the analysis results table and floor slab reinforcement drawings.

Evolution of Developmental Programs for the Midline Structures in Chordates: Insights From Gene Regulation in the Floor Plate and Hypochord Homologues of Ciona Embryos

In vertebrate embryos, dorsal midline tissues, including the notochord, the prechordal plate, and the floor plate, play important roles in patterning of the central nervous system, somites, and endodermal tissues by producing extracellular signaling molecules, such as Sonic hedgehog (Shh). In Ciona, hedgehog.b, one of the two hedgehog genes, is expressed in the floor plate of the embryonic neural tube, while none of the hedgehog genes are expressed in the notochord. We have identified a cis-regulatory region of hedgehog.b that was sufficient to drive a reporter gene expression in the floor plate. The hedgehog.b cis-regulatory region also drove ectopic expression of the reporter gene in the endodermal strand, suggesting that the floor plate and the endodermal strand share a part of their gene regulatory programs. The endodermal strand occupies the same topographic position of the embryo as does the vertebrate hypochord, which consists of a row of single cells lined up immediately ventral to the notochord. The hypochord shares expression of several genes with the floor plate, including Shh and FoxA, and play a role in dorsal aorta development. Whole-embryo single-cell transcriptome analysis identified a number of genes specifically expressed in both the floor plate and the endodermal strand in Ciona tailbud embryos. A Ciona FoxA ortholog FoxA.a is shown to be a candidate transcriptional activator for the midline gene battery. The present findings suggest an ancient evolutionary origin of a common developmental program for the midline structures in Olfactores.

Planar polarization of cilia in the zebrafish floor-plate involves Par3-mediated posterior localization of highly motile basal bodies

Epithelial cilia, whether motile or primary, often display an off-centered planar localization within the apical cell surface. This form of planar cell polarity (PCP) involves the asymmetric positioning of the ciliary basal body (BB). Using the mono-ciliated epithelium of the embryonic zebrafish floor-plate, we investigated the dynamics and mechanisms of BB polarization by live-imaging. BBs were highly motile, making back-and-forth movements along the antero-posterior axis and contacting both the anterior and posterior membranes. Contacts exclusively occurred at junctional Par3 patches and were often preceded by membrane digitations extending towards the BB, suggesting focused cortical pulling forces. Accordingly, BBs and Par3 patches were linked by dynamic microtubules. Later, BBs became less motile and eventually settled at posterior apical junctions enriched in Par3. BB posterior positioning followed Par3 posterior enrichment and was impaired upon Par3 depletion or disorganization of Par3 patches. In the PCP mutant Vangl2, BBs were still motile but displayed poorly-oriented membrane contacts that correlated with Par3 patch fragmentation and lateral spreading. We propose an unexpected function for posterior Par3 enrichment in controlling BB positioning downstream of the PCP pathway.

PERENCANAAN ULANG GEDUNG UNIVERSITAS KATOLIK DARMA CENDIKA (UKDC) SURABAYA

In the era of globalization various innovations are needed to meet human needs, in the civil engineering world various innovations are also needed to realize a variety of modern designs that continue to grow. The development starts from the function of the building, the shape of the building, the aesthetics of the building and the strength of the building to accept the burden to be received.This research discusses the structural planning of reinforced concrete covering plates, beams and columns with method of Special Moment Resisting Frame System (SRPMK). Planning is done based on the Procedure of Calculation of Concrete Structure for Building Building (SNI 2847-2013). Minimum load regulations for the design of buildings and other structures (SNI 1727-2013). Regulation of earthquake resistance planning procedures for building structures (SNI 1726-2012). Earthquake calculations are based on seismic map 2017 which is the basis of consideration to determine the degree of structural ductality that depends on the moment frame system bearer. The result of this research is to know the dimension of primary structure (beam, column) and secondary structure (floor plate, roof plate) and to know the dimension of steel reinforcement on primary structure (beam, column) and secondary structure (floor plate, roof plate).AbstrakDi era globalisasi berbagai inovasi dibutuhkan untuk memenuhi kebutuhan manusia, dalam dunia teknik sipil juga dibutuhkan berbagai inovasi untuk mewujudkan berbagai desain modern yang terus berkembang. Pembangunan dimulai dari fungsi bangunan, bentuk bangunan, nilai estetika bangunan dan kekuatan bangunan untuk menerima beban yang akan diterima. Penelitian ini membahas tentang perencanaan struktur beton bertulang yang meliputi pelat, balok dan kolom dengan metode Sistem Rangka Pemikul Momen Khusus (SRPMK). Perencanaan dilakukan berdasarkan Tata Cara Perhitungan Struktur Beton Bangunan Gedung (SNI 2847-2013). Peraturan beban minimum untuk desain gedung dan struktur lainnya (SNI 1727-2013). Pengaturan tata cara perencanaan ketahanan gempa untuk struktur bangunan gedung (SNI 1726-2012). Perhitungan gempa didasarkan pada peta seismik 2017 yang menjadi dasar pertimbangan untuk menentukan derajat daktalitas struktur yang bergantung pada pemikul sistem kerangka momen. Hasil dari penelitian ini adalah untuk mengetahui dimensi struktur primer (balok, kolom) dan struktur sekunder (pelat lantai, pelat atap) serta mengetahui dimensi tulangan baja pada struktur primer (balok, kolom) dan struktur sekunder (pelat lantai) dan dimensi tulangan baja pada struktur primer (balok, kolom) dan struktur sekunder (pelat lantai) , pelat atap). Kata kunci: Sistem Rangka Pemikul Momen Khusus, SNI 1726-2012, SNI 1727-2013, SNI 2847-2013, Peta Seismik 2017.

Analisis dan Desain Struktur Atas Hotel 10 Lantai di Kabupaten Bogor terhadap Beban Gempa

The type of soil at the location of the hotel building is a type of medium land (D). The applications used in this study are ETABS V16.1 and AutoCAD. Based on the PUSKIM website, the Ss and S1 Bogor City were 0.881 and 0.356, respectively. Based on the results of the analysis of the application ETABS V16.1 obtained fewer reinforcement design results than the existing reinforcement. The maximum nominal moment of the beam is 508.3 kNm while the ultimate moment is 498.4 kNm. The maximum nominal shear force of the beam is 565.9 kN while the ultimate shear force is 538.4 kN. The maximum nominal moment of the column is 1488.5 kNm while the maximum ultimate moment is 1478 kNm. The maximum nominal axial force of the column is 6291 kN while the maximum ultimate axial force is 6287 kN. The maximum nominal bending moment of the floor plate is 41.3 kNm while the maximum ultimate moment is 39.9 kNm. The maximum nominal shear force of the floor plate is 234.7 kN while the maximum ultimate shear force is 228.9 kN. The nominal shear force of shear wall is 8238.5 kN while the ultimate shear force is 8194.7 kN. Based on the internal forces, the building that has been built is in accordance with the plan so that it is safe to withstand earthquake loads.