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Tae-Won Kim, Sang-Sub Lim, Ho-Hyun Seok and Chung-Gil Kang
size optimization of the big bracket in the cargo hold of crude oil tanker. Proceeding of the Annual Autumn Meeting, Society of Naval Architects of Korea. Sancheong, Korea, 20-22 October 2004, pp.852-856.
Lee, J.S., Lee, D.B. and Han, D.H., 2006. On the design of the brackets without flange in ship’s structure. Journal of the Society of Naval Architects of Korea, 43(2), pp.197-205.
Offshore standard DNV-OS-B101 Metallic Materials, 2009. Section 4 Steel Castings, pp.33-37.
Zia-Ebrahimi, F. and Krauss, G., 1984
theory of ductile rupture by void nucleation and growth: Part I – Yield criteria and fow rules for porous ductile media”, Journal of Engineering Materials and Technology, Transactions of the ASME Vol. 99, No. 1, pp. 2-15.
5. Hancock, J.W. and Mackenzie, A. C., 1976, “On the mechanisms of ductile failure in high-strength steels subjected to multi-axial stress-states”, Journal of Mechanics and Physics of Solids, Vol. 24, No. 2-3, pp. 147-160.
6. Kossakowski, P.G., 2010, “A n analysis of the load-carrying capacity of elements subjected to complex stress states with a
The aim of the article  was to discuss the application of steel-concrete composite structures in bridge engineering in the aspect of structural design, analysis and execution. It was pointed out that the concept of steel-concrete structural composition is far from exhausted and new solutions interesting from the engineering, scientific and aesthetic points of view of are constantly emerging. These latest trends are presented against the background of the solutions executed in Poland and abroad. Particular attention is focused on structures of double composition and steel-concrete structures. Concrete filled steel tubular (CFST) structures are highlighted.
Agnieszka Łukowicz, Elżbieta Urbańska-Galewska and Małgorzata Gordziej-Zagórowska
1. EN 1993-1-3, 2006 Eurocod 3: Design of steel structures Part 1-3: General rules - Supplementary rules for cold-formed members and sheeting
2. EN 1993-1-5, 2006 Eurocod 3: Design of steel structures Part 1-5: General rules - Plated structural elements.
3. Łukowicz A., Urbańska-Galewska E.: Innowacyjna linia technologiczna kształtowników typu GEB, Logistyka vol. 4/2013, 2013.
4. Łukowicz A., Urbańska-Galewska E.: Deformations of innovative coldformed GEB sections, 7th European
K. Wykpis, M. Popczyk, J. Niedbała, A. Budniok, E. Łągiewka and B. Bierska-Piech
This study was undertaken in order to obtain and characterize the corrosion resistance of Zn-Ni coating. The process was carried out under galvanostatic conditions (j = 50 mA·cm−2) chosen on the ground of an analysis of the deposition process in the Hull’s cell. The Zn-Ni coatings were deposited on austenitic (OH18N9) steel substrate from the ammonia bath. Thermal treatment of Zn-Ni coating was carried out in argon atmosphere. Structural investigations were conducted by X-ray diffraction method. Surface morphology of the obtained coatings was determined using a scanning electron microscope (JEOL JSM-6480) with EDS attachment. The electrochemical corrosion resistance of the prepared Zn-Ni coatings, austenitic (OH18N9) and (St3S) steels, was defined. The studies of electrochemical corrosion resistance were carried out in 5 % NaCl, using potentiodynamic and electrochemical impedance spectroscopy (EIS) methods. Examinations of localized corrosion resistance were conducted using scanning vibrating electrode technique (SVET). On the grounds of these investigations it was found that Zn-Ni coating after thermal treatment was more corrosion resistant than the Zn-Ni coating before thermal treatment. The relatively good corrosion resistance of Zn-Ni coatings is not as high as the resistance of (OH18N9) steel substrate, but higher compared to (St3S) steel. Therefore, the Zn-Ni coatings may be regarded as a protective coating for St3S steel.
Slivanský, M.: Experimental and theoretical verification of the resistance of glass beams. Dissertation work SvF - 3237 - 3702, Civil Engineering, SUT Bratislava 2010
Bos, F. P.: Towards a combined probabilistic/consequence-based safety approach of structural glass members, HERON Vol. 52, No. 1/2, 2007
Flinterhoff, A.: Load carrying behaviour of hybrid steel - glass beams in bending, Master's Thesis, University of Dortmund, Institute of Steel Construction, 2003
Mężyk D. The effect of pressure installation operation course in professional power sector on safety and reliability of their performance]. Conference Materials: Training seminar on development of material damage and laser-induced material modification, IPPT PAN Polish Academy of Sciences 2003, 193 - 204.
Hald J. Microstructure stability of steels P92 and P122, Proceedings of the 3rd Conference on Advances in Materials Technology for Fossil Power Plant, University of Wales, Swensea, 2001, 115
The objective of this study was to develop prediction mathematical equations to compute reinforcement steel quantity in traditional residential buildings based on 158 sets of data collected in the West Bank in Palestine. The records related to the quantities were collected from consultancy firms that provide reinforced concrete design services. The data were collected for residential buildings up to four floors. Linear regression analysis was chosen to show the correlation between the included variables. The following variables were used in the regression models: quantity of reinforcement steel (dependent variable), structural element volume (independent variable) and floor area (independent variable). Fourteen models were developed; nine models were developed to compute the quantity of reinforcement steel in different structural elements: slabs, beams, columns and footings. The other five models were used to estimate the total steel quantity in a residential building. The coefficient of multiple determination (R2) of the developed models ranged from 0.70 to 0.82. This confirms a good correlation between the dependent and the independent variables. The accuracy of the developed models was tested using the mean absolute percentage error (MAPE) test. With MAPE values ranging from 21% to 36%, the results compare favourably with past research that indicated that accuracy between ±25% and ±50% at the early stages is acceptable. The results also show that the models built on structural element size have better accuracy than the models using floor area. Such types of equations are very useful, especially in their simplicity and ability to be handled by calculators or simple computer programmes.
1. Beg D., Zupancic E.: Statistical evaluation of rotation capacity of moment connections, Connections in Steel Structures V , Amsterdam, 2004.
2. Beg D., Zupancic E., Vayas I.: On the rotation capacity of moment connections. Journal of Constructional Steel Research, 60: 601-620, 2004.
3. Chen W.F., Kishi N.: Semirigid Steel Beam-to-Column Connections: Data Base and Modelling, Journal of Structural Engineering , ASCE, Vol. 115, No 1, 1989.
4. Concepcion D., Pascual M., Mariano V., Osvaldo M.Q.: Review on the modelling of