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Objective: Pseudomonas aeruginosa is the major cause of septicemia and wound infection in burned patients. Immunotraphy is the best practical way for prevention and treatment of these infections. Flagella as one of the most important bacterial virulence factors has important role in attachment, motility, chemotaxis and TLR-5-dependent immune response so that it propounded as a vaccine candidate. Production of anti-flagellar antibodies and evaluation of its protective effects in burned induced infection of mice was the main aim of this study. Materials and Methods: In the first step, flagellar antigen prepared by ultra-centrifugation. Anti-flagellar antibodies produced in rabbit and its impurity separated by absorption technique. Specification of the obtained antibodies for flagellar antigen was investigated via agglutination test. After determination of LD50 in a known strain, different dilutions of anti-flagellar antibodies injected in burned mice for passive immunization. The rate of bacterial spread from burn site was determined by quantification assay of bacteria in skin and liver. In this study, clinical isolate and PA103 in addition to ATCC 27853 strain were used for agglutination test. Results: H-antiserum reduced mortality of burned mice challenged with ATCC 27853 strains about 80%. Counting of bacteria in the skin and liver showed that the number of bacteria in immunized mice, in contrast with control group, was significantly low. Conclusion: The results of this study showed that anti-flagellar antibodies of Pseudomonas can inhibit invasion of Pseudomonas and facilitate its opsonization, so these antibodies have protective effects in burned wound infections.

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The process of diphtheria toxoid production was designed by using SuperPro Designer and the effect of the applied changes in process on the yield and costs of the manufacturing was investigated. First, giving the information of the real process of the toxoid production, a bioreactor with improved operational conditions and a disc stack centrifuge instead of the filter press, which is applied for the bacterial debris separation, were utilized. Such alterations followed the addition of a pump between the bioreactor and centrifuge. The results indicated that improvement of the bioreactor operational conditions can lead to the 25% increase in the toxin production, i.e., the increase of toxoid production from 7,000,000 doses to 8,750,000 doses. The toxin waste through filter press (14%) may be remarkably reduced by using the centrifuge, which in turn resulted in the 44% enhancement in the toxoid production. Such alterations can result in the 16% reduction in the separation operation time, 29% reduction in water consumption and 32% increase in the energy consumption. Overall, the simulation results showed that the costs of the new equipment suggested to be used in the improved process can be recoverable through running two batches.
 

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Soil liquefaction describes a phenomenon whereby a saturated or partially saturated soil substantially loses strength and stiffness in response to an applied stress, usually earthquake shaking or other sudden change in stress condition, causing it to behave like a liquid. If the pressure of the water in the pores is great enough to carry all the load, it will have the effect of holding the particles apart and of producing a condition that is practically equivalent to that of quicksand the initial movement of some part of the material might result in accumulating pressure, first on one point, and then on another, successively, as the early points of concentration were liquefied.The phenomenon is most often observed in saturated, loose (low density or uncompacted), sandy soils. This is because a loose sand has a tendency to compress when a load is applied; dense sands by contrast tend to expand in volume or 'dilate'. If the soil is saturated by water, a condition that often exists when the soil is below the ground water table or sea level, then water fills the gaps between soil grains ('pore spaces'). In response to the soil compressing, this water increases in pressure and attempts to flow out from the soil to zones of low pressure (usually upward towards the ground surface). However, if the loading is rapidly applied and large enough, or is repeated many times (e.g. earthquake shaking, storm wave loading) such that it does not flow out in time before the next cycle of load is applied, the water pressures may build to an extent where they exceed the contact stresses between the grains of soil that keep them in contact with each other. These contacts between grains are the means by which the weight from buildings and overlying soil layers are transferred from the ground surface to layers of soil or rock at greater depths. This loss of soil structure causes it to lose all of its strength (the ability to transfer shear stress) and it may be observed to flow like a liquid (hence 'liquefaction'). The effect of structure on liquefaction potential of soil is very important, because it may prevent the occurrence of liquefaction phenomena or may to increase the intensity of liquefaction in the lower layers; hence the surcharge due to structures can be an important factor in the occurrence of liquefaction. Therefore in this study to model the surcharge of constructing a structure on liquefiable soil, first introduced the finite difference numerical analysis, then using FLAC 2D nonlinear dynamic analysis modeling of surcharge is carried. In this analysis, the modeling of surcharge due to building on a liquefaction soil and the effect of liquefaction potential of the economy has been studied. Also, the validation process and ensure the results of numerical analysis, modeling and comparing the results with a numerical model of centrifuge tests have been conducted. Results showed a significant decrease in the use of numerical modeling cost structures will be studied.

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​Wind turbines are considered as an important element of the renewable energy structure. Offshore wind turbines are tending to be more efficient than onshore because wind speed and direction are more consistent. Monopiles are widely used for offshore wind turbines at present. They are always subjected to significant cyclic lateral loads due to wind and wave excitation. Monopiles are hollow cylindrical steel piles with a circular cross-section and a length to diameter ratio of less than 10 (L/D < 10). Currently, the design of monopiles is based on experiments performed on slender piles. Since monopiles behave rigidly, finding their action seems to be very necessary for accurate analysis and design of these structures.
In order to better understand the performance of monopiles under static and cyclic lateral loads, a series of static and cyclic lateral load tests was conducted on a stainless steel monopile in the geotechnical centrifuge. The main goal of this study is the examination of accumulated lateral displacement of a monopile foundation for an offshore wind turbine with a large diameter subjected to wind and wave loads. In this article, the lateral responses of a large diameter monopile under one-way force-controlled cyclic lateral loads are described and accumulated permanent pile shaft lateral displacements caused by cyclic lateral loads are discussed. All tests were performed in beam centrifuge. Monopile was installed in Firoozkooh-161 sand in this study. The centrifuge tests were carried out at different cyclic load and magnitude ratios insights into the ongoing development of net stresses and bending moment.
In this research, 4 Tests were designed and implemented to centrifuge modeling the action of monopiles in sandy soils. Tests were carried at physical modeling laboratory of the school of civil engineering at the University of Tehran. The first experiment was initially conducted to estimate the ultimate capacity of these piles, and then the obtained results compared to similar research findings. Three other experiments were carried out to evaluate their behavior affected by cyclic lateral load and to determine cumulative displacements and deformation state. Consequently, the results were finally compared with findings of other researchers, regulations, and relationships available related to other used piles (with a diameter less than 2 m) in geotechnical projects. Results of the study indicate that the use of available regulations and instructions in estimating the lateral load-bearing capacity of these piles was conservative. However, this fact can lead to the achievement of unreliable and upper-hand results. Thus, the existing relationships and regulations need to be changed to provide accurate results related to these piles.
The major findings of this study are presented below:
-The estimation of the monopile lateral bearing capacity is impossible with existing formulas, and this requires numerical or physical modeling.
-The behavior of the monopile structure under lateral loading is rigid until the failure limit, so the failure mechanism of the monopiles will be similar to the short and rigid piles.
-Cumulative lateral displacement of the monopile head is ascending in the number of cycles, and its rate in all cyclic tests is reducing.
-The monopile has rotated around a point in the depth of 30 to 75 percent of the driving length.
-The maximum bending moment value in all cycles has occurred in the depth of about 20% of the driving length.