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Purpose The purpose of this paper is to examine the dynamical behavior of a combined three-story building with a 3D panel wall system including a soft story irregularity at the very first floor by doing a shaking table test. The upper two stories of the model were made out of the 3D panel system, while the first story was constructed only with moment-resisting RC frames. Design/methodology/approach Besides the experimental program, the numerical finite element method was implemented for the verification of the experimental results. In the experimental study, the building responses including the floors’ accelerations and drifts were considered, and the seismically vulnerable zones were reported and compared with that provided by the implemented FEM-based program. Findings After the shaking table test, the major cracks appeared at the end of each column and beam-column connections. Some negligible cracks were also visible around the beam-panel connections. However, no crack was seen in the upper stories. The lateral deformation of the studied building was investigated under the applied ELC25 and NGH135 earthquakes. Under the both aforementioned ground motion records, the first story drift was larger than two upper stories, since the moment-resisting frame was a soft story. The hysteretic relation between the shear and displacement for each story was studied. Under the applied ELC25 earthquake, the system remains linear and the stiffness of each story is obtainable as well. Originality/value This is the first time when the dynamical behavior of a combined system is studied and tested experimentally and numerically for data validation. Regarding the response of the assumed combined structure, the 3D panel system has a remarkable rigidity with respect to the conventional RC frames, also 3D panels have less weight than the moment-resisting frames.

Finding the linear and nonlinear responses of a typical single-degree-of-freedom system (SDOF) is always being regarded as a time-consuming process. This study attempts to provide modifications in the renowned Newmark method in order to make it more time efficient than it used to be and make it more accurate by modifying the system in its own non-linear state. The efficacy of the presented method is demonstrated by assigning three base excitations such as Tabas 1978, El Centro 1940, and MEXICO CITY/SCT 1985 earthquakes to a SDOF system, that is, SDOF, to compute the strength reduction factor, yield pseudo acceleration, and ductility factor., {"references":["K. Chopra, Dynamics of Structures, 4th ed., vol. 1. Prentice Hall, 2012.","Yaghmaei-Sabegh, Saman, and Jorge Ruiz-García. \"Nonlinear response analysis of SDOF systems subjected to doublet earthquake ground motions: A case study on 2012 Varzaghan–Ahar events.\" Engineering Structures 110 (2016): 281-292.","Andreaus, Ugo, and Maurizio De Angelis. \"Nonlinear dynamic response of a base-excited SDOF oscillator with double-side unilateral constraints.\" Nonlinear Dynamics 84.3 (2016): 1447-1467.","Miranda, Eduardo, and Vitelmo V. Bertero. \"Evaluation of strength reduction factors for earthquake-resistant design.\" Earthquake spectra 10.2 (1994): 357-379.","Biot, M. \"Theory of elastic systems vibrating under transient impulse with an application to earthquake-proof buildings.\" Proceedings of the National Academy of Sciences 19, no. 2 (1933): 262-268.","Kabir, Hossein. \"Numerical Methods of Computing the Nonlinear Response of a Single-Degree-of-Freedom System Subjected to Earthquake Excitation\", 2016.","Pritchard, Philip J., and Robert Pritchard. MathCAD: A Tool for Engineering Problem Solving (BEST Series). McGraw-Hill Higher Education, 1998.","Veletsos, A. S., and Nathan M. Newmark. \"Effect of inelastic behavior on the response of simple systems to earthquake motions.\" In Proceedings of the 2nd world conference on earthquake engineering, vol. 2, pp. 895-912. 1960.","Kabir, H., Sadeghi, M. (2017). 'Unconfined Strength of Nano Reactive Silica Sand Powder Concrete'. World Academy of Science, Engineering and Technology, International Science Index 123, International Journal of Civil, Environmental, Structural, Construction and Architectural Engineering, 11(3), 356 - 360.\n[10]\tKabir, H., Bakhshi, N., Bagheri, A. R., \"An Experimental Investigation of Ultra-Fine Aggregate High Strength Concrete (UFAHSC)\", International Conference on Architecture, Structure and Civil Engineering (ICASCE'15), (2015): 8-13"]}

Nowadays, high-strength concrete is an integral part of so many high-rise buildings. In accordance with the ACI 211.1-91 the mixture aggregate size should be less than 0.5 inches in order to achieve a uniaxial compressive strength greater than 9000 psi. On the other hand, finding a suitable aggregate grading distribution of concrete mix design is a big deal; hence force, the authors propose a mix proportion with no coarse aggregate still withstand enough strength. Silica sand powder concrete is a type of concrete with actually no coarse material in its own composition. In this concrete, the only aggregate is silica sand powder in which its size is less than 150 μm that is very small in size. According to the ASTM C 33, this concrete is classified as an ultra-fine aggregate concrete. The research interest is to find the compressive strength of this particular concrete under different conditions of curing and consolidation to compare each approach with each other. In this article, the young concrete specimen was compacted with a pressing or vibrating process. It is worthwhile to mention that to show the role of temperature on the curing process, the concrete specimen was cured both in 20∘C lime water or autoclaved in 90∘C oven.

HOSSEIN KABIR, JAMES E. LEKLEM4 ANDLORRAINE T. MILLERDepartment oj Foods and Nutrition, Oregon State University,Corvallis, OR 97331ABSTRACT Relative bioavailability of vitamin B-6 from tuna, whole wheatbread and peanut butter was investigated in eight men. The study was divided intoa 10-day adjustment and three, 14-day experimental periods in a 3 x 3 Latin squaredesign. Vitamin B-6 intake was set at 1.6 mg/day, with 50% of the intake coming fromone of the three experimental foods and 50% from a basal diet. Daily complete urineand fecal collections were made. Urine was analyzed for 4-pyridoxic acid (4PA) andvitamin B-6, fecal samples for vitamin B-6 and plasma (sampled every 5 days) forpyridoxal 5'-phosphate (PLP). Mean values ±SD for the adjustment, tuna, wholewheat bread and peanut butter periods were: 5.65 ±1.76, 4.89 ±1.10, 3.62 ±0.66and 2.80 ±0.50 /�mol/dayfor 4-pyridoxic acid; 0.98 ±0.34, 1.05 ±0.20, 0.76±0.09 and 0.68 ±0.19 /tmol/day for urinary vitamin B-6; 2.72 ±0.94, 3.08 ±0.73,3.80 ±0.78 and 4.42 ±1.03 /tmol/day for fecal vitamin B-6 and 65.0 ±23.30, 64.8±29.80, 49.3 ±14.40 and 48.4 ±20.20 nM for plasma pyridoxal 5'-phosphate, respectively. 4PA and urinary vitamin B-6 excretion were significantly (P < 0.01) higherin the tuna period than in either the whole wheat bread or peanut butter periods. Thefecal vitamin B-6 excretion during the tuna period was significantly lower than duringthe peanut butter period. The vitamin B-6 in whole wheat bread and peanut butteris 75 and 63%, respectively, as available as that from tuna. J. Nutr. 113:2412-2420, 1983.INDEXING KEY WORDS vitamin B-6 . bioavailability . urinary4-pyridoxic acid •fecal vitamin B-6

To examine the levels of glycosylated vitamin B6 in 22 foods, each food was stirred for 2 hr at pH 6.8 and then incubated for 2 hr at pH 5.0 and 37°C with β-glucosidase (60 units per g food). Vitamin B6 content of foods was measured microbiologically before and after enzyme treatment as well as with acid hydrolysis. Animal products contained no measurable amount of glycosylated B6. Grains and legumes generally had a high level of this bound form (6–57% of the total vitamin B6). Of the fruits analyzed, orange juice had the highest level of glycosylated vitamin B6 (47%). Among fresh vegetables studied, raw carrots had the highest level (51%). For broccoli and cauliflower, the glycosylated value was higher for the processed food as compared to the raw food.