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Journal articles on the topic 'Purlin roof'

Author: Grafiati

Published: 4 June 2021

Last updated: 17 February 2022

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1

Liu, Ming, Liang Li, Xin Hai Fan, Xi Mei Zai, and Yuan Qing Wang. "Reinforcement and Replacement Technology on Members and Roof Purlin of a Space Grid Structure after Snowstorm Disaster." Advanced Materials Research 671-674 (March 2013): 750–53. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.750.

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The snow load of a space truss structure subjecting is unevenly distributed after snowstorm disaster, which caused uneven forcing and local damage of the members and roof purlin of the original space truss. The damaged members and roof purlins were strengthened and replaced in loaded condition in order to guarantee the space grid structural safety. The results during the construction process have shown that the presented strengthening plan is successful, which can provide us a good reference of the similar projection.

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2

Brzezińska, Karolina, and Andrzej Szychowski. "The influence of rotational flexibility of beam-column connection on roof plane rigidity of energy-active cover of frame-purlin hall." Budownictwo i Architektura 12, no. 2 (June 11, 2013): 197–204. http://dx.doi.org/10.35784/bud-arch.2130.

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The paper analyses the influence of the rotational flexibility of beam-column connection on the roof plane rigidity of the longitudinally braced frame-purlin cover of the solid wall hall. The cover is adapted to obtain thermal energy from solar radiation. The roof cover is then provided in the form of a transparent glass barrier which requires considerable roof plane rigidity. The analysis aimed to compare the roof plane rigidity of the frame-purlin cover to those of space structures and truss-purlin covers, depending on the type of longitudinal bracing and rotational rigidity of the beam-column connection. The investigations were conducted for three types of roof plane bracing and different rigidity indexes of the beam-column connection (from u=0 – pin connection, through u=0.25; 0.5; 0.75 – semi-rigid connection, to u=1 – rigid connection). In the transfer of horizontal forces, the interaction of the rigidity of frames with flexible nodes (beam-column) with longitudinal roof plane bracings supported by lateral bracings of gable walls was observed. The highest roof plane rigidity was demonstrated by 2X-shaped and K-shaped braces with rigid nodes at frame corners.

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3

Kupchenko, Y. V., P. M. Singayevsky, O. V. Lesechko, and P. V. Konstantinov. "INCREASING THE EFFICIENCY OF THE ROOF PURLIN SYSTEM." Modern structures of metal and wood, no. 25 (August 2021): 65–71. http://dx.doi.org/10.31650/2707-3068-2021-25-65-71.

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In the article, the authors consider one of the ways to solve the problem of reducing metal consumption and increasing the efficiency of metal structures by choosing an effective static scheme. The choice of the appropriate scheme is carried out for the most common elements of metal structures - beams, which also include roof purlins. To cover the industrial building of the seaport, discontinuous and continuous stringer systems are being developed and their efficiency is analyzed in terms of metal consumption and labor intensity.

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4

Wang, Chang J., Diane J. Mynors, Tertia Morgan, and Brian Cartwright. "Deflection Analysis of Sleeve Jointed Purlin Systems with Non-Linear Rotational Stiffness." Applied Mechanics and Materials 147 (December 2011): 66–69. http://dx.doi.org/10.4028/www.scientific.net/amm.147.66.

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Sleeved purlin systems are usually used in roof constructions. A non-linear relationship between the bolt hole extension and the load transferred to the bolt was derived with experimental testing and numerical simulation. Consequently, the non-linear rotational stiffness of sleeved joints was derived based on the configuration of sleeves in this paper. The procedure for calculating the deflection of purlin systems with non-linear rotational stiffness at the joints is presented. The analysis and calculation of the deflection is demonstrated through a case study.

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5

Zhou, Ji, Yuan Ming Dou, Xi Yuan Liu, and Ji Shu Sun. "The Test Study of Shape Coefficient of Low-Rise Buildings Roof with Different Positions of Openings." Advanced Materials Research 446-449 (January 2012): 3092–95. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.3092.

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The majority of low-rise buildings are generally susceptible to wind damage in previous wind disaster, thus it is necessary to gain understanding of the characteristics of wind pressure for these types of building. Based on Wind Tunnel Test, the shape coefficients were studied with pressure measurement on gable roofs laying aside purlin of low-rise building roof in this paper. Three aspects were arerespectively discussed: the lows of shape coefficients and the shape coefficient value with specific wind angle on roofs of the houses completely closed, the house opened doors and windows and the house opened the hole on roof with different wind angle. The laws of shape coefficients were propounded for low-rise buildings with different positions of openings in contrast to load code. A detailed analysis of the experimental results shows that the shape coefficients will increase notably when there are the openings on metope and on roof, and the one is outward of roof, another is inward of roof. It is expected that the results should be valuable for the wind-resistance design of low-rise buildings.

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6

Zhao, Congxiao, Jian Yang, Feiliang Wang, and Andrew H. C. Chan. "Rotational stiffness of cold-formed steel roof purlin–sheeting connections." Engineering Structures 59 (February 2014): 284–97. http://dx.doi.org/10.1016/j.engstruct.2013.10.024.

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7

Wang, Xiao Ping, Li Yu, and Bo Lu. "Roof Structural Program of Main Plant for GuanDi Hydropower Station." Applied Mechanics and Materials 105-107 (September 2011): 2080–85. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.2080.

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Concrete beam and slab system is commonly applied in the main plant roof of hydropower station, which is difficult for construction and slow, having a great impact on the construction period. For the main plant roof structure (span of 30 metres)of GuanDi hydropower station in Yalong River, this paper proposes three light steel roof systems, which are arched corrugated steel roof, light gauge-steel and shell roof, and carries detailed analyses and comparisons on the force calculation, appearance, the amount of steel, site construction, anticorrosive performance and other aspects. Regarded that the light gauge-steel roof is the most suitable system for the main plant roof of hydropower station, this paper introduces the layout, arched truss design and purlin of light gauge-steel roof, providing reference for design and application of similar projects.

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8

Aydoğdu, İbrahim, Mukaddes Merve Kubar, Dahi Şen, Osman Tunca, and Serdar Çarbaş. "Optimum design of purlin systems used in steel roofs." Challenge Journal of Structural Mechanics 4, no. 3 (September 4, 2018): 89. http://dx.doi.org/10.20528/cjsmec.2018.03.002.

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In this study, one existing purlin system which is used in steel roof is optimized by taking into account less cost and bearing maximum load via developed software. This software runs with firefly algorithm which is one of the recent stochastic search techniques. One of the metaheuristic techniques, so-called firefly algorithm imitates behaviors of natural phenomena. Behaviors and communications of firefly are inspired by this algorithm. In optimization algorithm, steel sections, distance between purlins, tensional diagonal braces are determined as design variables. Design loads are taken into account by considering TS498-1997 (Turkish Code) in point of place where structure will be built, outside factors and used materials. Profile list in TS910 is used in selection stage of cross sections of profile. Constraints of optimization are identified in accordance with bending stress, deformation and shear stress in TS648. Design variables of optimization are selected as discrete variables so as to obtain applicable results. Developed software is tested on existing real sample so; it is evaluated with regard to design and performance of algorithm.

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9

MIZUSHIMA, Katsunori, and Yukio KOMATSU. "HIPPED ROOF PURLIN AND END STRUT GENERATION BY COOPERATION OF CONSTITUENTS." Journal of Architecture and Planning (Transactions of AIJ) 80, no. 707 (2015): 231–38. http://dx.doi.org/10.3130/aija.80.231.

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10

Majid, T. A., S. S. Zaini, M. K. A. Muhammad, and N. A. S. Nik Ahmad. "Experimental investigation on the pull through failure of roof cladding to purlin connection considering overhang roof." IOP Conference Series: Materials Science and Engineering 920 (September 19, 2020): 012011. http://dx.doi.org/10.1088/1757-899x/920/1/012011.

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11

Braham, Marc, Antonio Ruggerini, and Francesco Ubertini. "A numerical model for roof detailing of cold-formed purlin-sheeting systems." Stahlbau 77, no. 4 (April 2008): 238–46. http://dx.doi.org/10.1002/stab.200810035.

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12

HORIUCHI, Masaaki. "A STUDY OF THE GERMAN ROOF FRAME IN JAPAN IN COMPARISON WITH THE PURLIN ROOF CONSTRUCTION METHOD IN GERMANY." Journal of Architecture and Planning (Transactions of AIJ) 66, no. 542 (2001): 221–27. http://dx.doi.org/10.3130/aija.66.221_3.

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13

ITOH, Shigeki, Toshiaki MIYAO, and Minoru HIROTA. "EXPERIMENTAL STUDIES ON THE BEHAVIOR OF Z-SECTION PURLIN WITH ROOF PANEL AND LATERAL RESTRAINTS." Journal of Structural and Construction Engineering (Transactions of AIJ) 440 (1992): 95–104. http://dx.doi.org/10.3130/aijsx.440.0_95.

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14

Korcz-Konkol, Natalia, and Elżbieta Urbańska-Galewska. "Influence of sheet/purlin fasteners spacing on shear flexibility of the diaphragm." MATEC Web of Conferences 219 (2018): 02007. http://dx.doi.org/10.1051/matecconf/201821902007.

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The paper presents the influence of sheet/purlin fasteners location (in reference to trapezoidal profile cross section) on shear flexibility of the cladding acting as a diaphragm. Analytical procedures were presented and their limitations were discussed. Next, selected schemes of fasteners location, known from engineering practice, but not included in European codes and recommendations, were analysed numerically in order to observe the differences in shear stiffness of the panel. The cantilevered diaphragm as a part of the roof of a single storey building was chosen for the analysis. The analysis was carried out for the valley-fixed trapezoidal sheeting with wide pans. Corrugated sheets were built by two types of models: full 3D shell model and equivalent orthotropic 2D shell model. Flexibility of fasteners and connections was included in the calculations using equivalent beam finite elements. The results were discussed from the stressed-skin design point of view.

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15

Ning, Hao, Xiao Yin Lv, and Yi Jun Wang. "Research on Longitudinal Seismic Calculation Theory of Single-Story Factory Building." Applied Mechanics and Materials 166-169 (May 2012): 2471–77. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.2471.

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Regarding the distribution modes of longitudinal horizontal seismic forces of single-story factory building with no purlin concrete roof, there are conflicts between Sections 9.8.1 and 5.2.6 in the Seismic Design of Buildings GB50011-2010[1]. We suggested distributing the longitudinal seismic forces according to the proportion of the gravity loads on the subordinate areas of the lateral force components. We recommended replacing clause 1 of section 9.1.8 with “Don’t consider the effective stiffness of the enclosure walls or the partition walls”. Then for the example in Single-story Factory building Design Examples, we calculated the longitudinal seismic forces with two methods, and proved the our recommended method was correct.

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16

Chen, Baokui, Li Fan, Jingang Xiong, Ming Wen, and Yaru Liu. "Seismic Performance and Risk Assessment of Traditional Brick-Wood Rural Buildings Based on Numerical Simulation." Advances in Civil Engineering 2021 (July 17, 2021): 1–16. http://dx.doi.org/10.1155/2021/7648989.

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The recent earthquakes have caused serious damage to Chinese rural houses. Research on the seismic performance and reinforcement for traditional rural houses is strongly needed. In this study, the seismic performance of traditional brick-wood structural houses in Jiangxi province and surrounding areas is analyzed and confirmed by site investigation and numerical simulation. And, the traditional constructions, such as the purlin roof and the cavity wall, are considered. These construction types can reduce the seismic behavior of rural houses, and limited research has been carried out. This study found that the structure will produce plastic deformation and local damage above 6-degree earthquake fortification action. The damage positions occurred in the walls close to purlins and the walls close to doors and windows. Given the above seismic safety problems, a reinforcement method of reinforced cement mortar strip and mesh surface is proposed, which is suitable for engineering applications for traditional rural houses. The seismic strengthening effect is analyzed by numerical simulation. Comparing the calculation results, it is found that the seismic performance of the structure after reinforcement is significantly enhanced, and the stress concentration of the walls is improved.

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17

Crook, John. "VI. The Pilgrims' Hall, Winchester. Hammerbeams, Base Crucks and Aisle-Derivative Roof Structures." Archaeologia 109 (1991): 129–59. http://dx.doi.org/10.1017/s0261340900014065.

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The roof of the so called ‘Pilgrims’ Hall’, Winchester, now dated to c. 1308, has long been recognized as one of the earliest surviving examples of hammerbeam construction. It is somewhat surprising, therefore, that the complete medieval structure, of which the Pilgrims’ Hall forms rather less than half, has not previously been investigated in detail. In its original form it was a six bay building covered by a single roof, which, though of one constructional phase, employed a variety of principal truss types (fig. 1). The three bays at the north end of the complex have masonry walls: they comprise the actual Pilgrims’ Hall, whose most impressive feature is its pair of hammerbeam trusses (pl. XLa). The other three bays had timber framed walls, and were subdivided into a second, two bay hall with a central base cruck truss, and a single bay at the south end of the building. In this paper the term ‘Pilgrims’ Hall’ is used to denote only the three bay hammerbeam hall, while the entire original structure is referred to as the ‘Pilgrims’ range’.The roof and timber framing of the complex must surely rank with those few structures that, in the words of the late R. T. Mason, ‘stand out for their contribution to overall knowledge’. The outstanding significance of the Pilgrims' range in the study of early medieval carpentry is that it included four major ‘aisle-derivative’ roof truss types in a single building: a true aisled truss, a base cruck truss, two hammerbeam trusses, and at least one raised aisle truss. The existence of continuous longitudinal members (arcade plates, cornice plates and a central purlin) and the uniform upper roof structure throughout the length of the range show that the entire roof was erected in a single campaign.

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18

Liang, De Zhi, and Min Huang. "Study on Vertical Wind-Induced Vibration Response for Portal Frame Structures." Applied Mechanics and Materials 71-78 (July 2011): 3605–9. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.3605.

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In recent years, as the portal frame’s height toward higher and the span toward wider, the influence of wind vibration becomes more and more prominent among the portal frame structure. In the design of the portal frame, there are many different opinions on whether considering the impact of the vertical wind vibration to the portal frame. This paper taking a true engineering as an example, using finite element software to establish the solid model of the portal frame structure, selecting the junction of purlin and roof as a node of imposing vertical fluctuating wind load, we made numerical simulation analysis of vertical wind vibration. The simulation results will be compared with data of the internal forces and deformation under the average wind pressure. The results showed that: vertical wind vibration has a prominent effect to the portal frame and should be considered in the design.

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19

Janani, S., R. Thenmozhi, and L. S. Jayagopal. "Theoretical Investigations for the Verification of Shear Centre and Deflection of Sigma Section by Back Propagation Neural Network Using Python." Archives of Civil Engineering 65, no. 2 (June 1, 2019): 181–92. http://dx.doi.org/10.2478/ace-2019-0027.

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AbstractThe most important challenges in the construction field is to do the experimentation of the designing at real time. It leads to the wastage of the materials and time consuming process. In this paper, an artificial neural network based model for the verification of sigma section characteristics like shear centre and deflection are designed and verified. The physical properties like weight, depth, flange, lip, outer web, thickness, and area to bring shear centre are used in the model. Similarly, weight, purlin centres with allowable loading of different values used in the model for deflection verification. The overall average error rate as 1.278 percent to the shear centre and 2.967 percent to the deflection are achieved by the model successfully. The proposed model will act as supportive tool to the steel roof constructors, engineers, and designers who are involved in construction as well as in the section fabricators industry.

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20

García, Harkaitz, Mikel Zubizarreta, Jesús Cuadrado, and Juan Osa. "Sustainability Improvement in the Design of Lightweight Roofs: A New Prototype of Hybrid Steel and Wood Purlins." Sustainability 11, no. 1 (December 21, 2018): 39. http://dx.doi.org/10.3390/su11010039.

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A new structural typology of a hybrid purlin, made of type C cold steel and rectangular laminated wood (SWP), is presented in this paper. As a result, improvements on the most commonly used steel purlins are achieved, by substituting some of the steel sections for wooden sections. Although the wooden section is weaker and has a lower elastic modulus than the steel, the overall dimensions of the SWP are no larger than the type C steel purlin. In comparison with the steel ones, SWP purlins achieve a far better performance in terms of sustainability and are of lower weight, so less material will be needed for the main structure of the building. The behavior of each material in its position and the improvements in terms of sustainability and lower weight are analyzed as a function of span length, slope, and design load. To do so, the influence of both tensile stress and deformation design criteria in each section and the influence of those criteria on the choice of material and the lengths of each section are all examined. Finally, a design guide for the SWPs is presented that applies the proposed technical specifications.

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21

Tusnina, Olga. "A Finite Element Analysis of Cold-Formed Z-Purlins Supported by Sandwich Panels." Applied Mechanics and Materials 467 (December 2013): 398–403. http://dx.doi.org/10.4028/www.scientific.net/amm.467.398.

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Nowadays buildings based on lightweight steel skeletons are widespread in civil and industrial engineering. The trapezoidal sheet or roof sandwich panels fastened to thin-walled cold-formed purlins can be used as the building envelopes. In this paper the questions of numerical analysis of thin-walled Z-purlins in the coverings made of sandwich panels are studied. Numerical analyses are performed in the program MSC.NASTRAN. A full scale model of the roof with purlins and sandwich panels is considered. Numerical analyses are based on the laboratory experiments. Results of described analyses are compared with the results of tests. These researches are done to investigate a behavior of the roof system consisted of Z-purlins and sandwich panels and to develop a correct finite element model for the design of cold-formed purlins supported by sandwich panels.

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22

Kachichian, Mansour, and László Dunai. "Purlin-Cladding interaction in standing seam roofs." Periodica Polytechnica Civil Engineering 56, no. 1 (2012): 13. http://dx.doi.org/10.3311/pp.ci.2012-1.02.

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23

Yang, Qin, Wei Luan, Shaole Yu, and Junjie Chen. "Rotational Restraint to Purlins Provided by Standing Seam Roof Systems." Advances in Civil Engineering 2019 (December 23, 2019): 1–8. http://dx.doi.org/10.1155/2019/2709890.

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The finite element model used for analyzing the rotational restraint rigidity of standing seam roof systems was developed. The influences of different factors on the rotational restraint rigidity provided by two types of standing seam roof systems were studied. The variables include local deformation of standing seam roof panels, panel thickness, clip tab thickness, and the relative sliding of clip tab and clip base. The restraint mechanism of standing seam roof systems to the purlins was studied. It is shown that the rotational restraint rigidity provided by the two types of researching standing seam roof systems mainly depends on the slide tab thickness and the roof panel thickness. Finally, formulae for calculating rotational restraint rigidity of the LSIII and SS360 standing seam roof systems were also proposed based on parametric analysis results.

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24

Korcz-Konkol, Natalia, and Piotr Iwicki. "Stability of roof trusses stiffened by trapezoidal sheeting and purlins." MATEC Web of Conferences 219 (2018): 02006. http://dx.doi.org/10.1051/matecconf/201821902006.

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In the article linear buckling analysis of a set of steel trusses braced by purlins and trapezoidal sheeting are conducted. The buckling load factor due to the height of a corrugated sheeting profile is investigated in parametric studies. The minimal height of trapezoidal sheeting required for preventing the sheeting and chords of the trusses against the buckling is obtained. Two groups of models are considered: “axial” model as a simple one and “eccentric” model as a more complex one. In the second group of models, eccentricity between the top chord of the trusses and purlins is considered, by means of equivalent beam elements. The differences between models are indicated and the results are discussed.

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25

Tsipouridis, C. G., and W. W. Schwabe. "Studies on the regeneration of peach cultivars and rootstocks from root cuttings in comparison with aerial cuttings." Australian Journal of Experimental Agriculture 46, no. 8 (2006): 1091. http://dx.doi.org/10.1071/ea04147.

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This study showed that shoot cuttings collected from peach trees in February and November gave the highest sprouting percentages. A comparison of 3 cultivars of Prunus persica L. Batch (ArmKing, Early Crest and May Crest) showed that November sampling was optimal for all cultivars. Although the sprouting of root cuttings gave much lower percentages, the peak values occurred at exactly the same times of year as those for root formation. The results also showed that the effectiveness of indole-butyric acid treatment to induce root formation on detached root-shoots was greater when the seasonal rooting level is low. However, this inverse correlation is not significant when all 12 monthly values are combined. The data for comparing the 2 rootstocks and their interaction with the concentration of benzyl-adenine-purine applied showed that St Julien GF655/2 (Prunus insititia) had more productive root-shoots and better growth than Damas GF1869 (Prunus domestica × Prunus spinosa). There was no significant difference between different concentrations of benzyl-adenine-purine, but benzyl-adenine-purine affected the morphology of the young root-shoots. Cold storage for 1 month had a beneficial effect on sprouting of root cuttings of the rootstock GF677 (Prunus persica × Prunus amygdalus) and treatments with bottom heat increased sprouting over that achieved in the growth room. X-ray treated roots produced significantly fewer sprouts.

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26

Meszárosová, Kateřina, Antonín Holý, and Milena Masojídková. "Synthesis of Acyclic Adenine 8,N-Anhydronucleosides." Collection of Czechoslovak Chemical Communications 65, no. 7 (2000): 1109–25. http://dx.doi.org/10.1135/cccc20001109.

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9-(4-Hydroxybutyl)adenine (10) was obtained by reaction of adenine with 4-[(2-tetrahydropyran-2-yl)oxy]butyl chloride (7) in the presence of DBU. 8-Bromo-9-(4-hydroxybutyl)adenine (13) was prepared by bromination of 10 or by alkylation of 8-bromoadenine (11) with 4-bromoethyl acetate followed by methanolysis. Tosylation of compound 13 afforded the 4-tosyloxy derivative 15 which gave on heating with methylamine or cyclopropylamine 6-methyl- (17a) or 6-cyclopropyl-7,8,9,10-tetrahydro-6H-[1,3]diazepino[1,2-e]purin-4-amine (17b), while the reaction with hydrazine afforded 7,8,9,10-tetrahydro-6H-[1,3]diazepino[1,2-e]purine-4,6-diamine (17d). Treatment of compound 13 with thionyl chloride gave 9-(4-chlorobutyl)-8-chloroadenine (18) as the main product which was transformed to 17b, 6-propyl-7,8,9,10-tetrahydro-6H-[1,3]diazepino[1,2-e]purin-4-amine (17c) or 7,8,9,10-tetrahydro-6H-[1,3]diazepino[1,2-e]purin-4-amine (17e) by reaction with cyclopropylamine, propylamine or ammonia, respectively. Compound 17e was quite stable both in acid and alkaline solutions, at room temperature or at 90 °C. Compound 13 was converted to 9-(4-hydroxybutyl)-8-methylaminoadenine (19) by reaction with methylamine. Compound 19 failed to undergo intramolecular cyclization to diazepine 17a on treatment with diphenyl carbonate, bis(4-nitrophenyl) carbonate or 1,1'-carbonyldiimidazole.

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27

Dulinska, Joanna M., and Pawel Boron. "Changes of Natural Frequencies of Industrial Steel Hall due to Simplifications of Numerical Model." Advanced Materials Research 790 (September 2013): 16–20. http://dx.doi.org/10.4028/www.scientific.net/amr.790.16.

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The paper presents changes of natural frequencies of industrial steel hall due to simplifications or changes of numerical model. Firstly, the natural frequencies were calculated for basic Variant A of the numerical model of the steel hall which consisted of the main frames, footings, roof purlins and girts. In this Variant columns were fixed at bases, both purlins and girts were rigidly connected to main frames and designed as continuous beams. Then, in Variant B of the model columns were pinned at bases. Next, in Variant C different types of connections (semi-flexible joints) of roof purlins and girts with the main frame were implemented. Finally, in Variant D, soil-structure interaction was taken into consideration. The calculations of the dynamic characteristics of four abovementioned Variants of the numerical model of the hall showed that simplifications or changes of some details of the structure could result in significant errors in values of natural frequencies.

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28

Biegus, Antoni. "Cause of prior-failure technical states of purlins in steel halls." Budownictwo i Architektura 12, no. 2 (June 11, 2013): 173–80. http://dx.doi.org/10.35784/bud-arch.2118.

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In the exanimated steel hall, the system of purlins made of Z cold-formed profiles and bar ties was used. A periodic inspection of the technical state of the hall reveals some deformations, bends and torsion of purlins and buckling of ties. The results of tests on the resistance and rigidity of the roof covering structure, carried out to clarify the causes of described state were performed.

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29

Hutchinson, Thomas W. "Case Study – When A Roof is More Than a Roof." E3S Web of Conferences 172 (2020): 21009. http://dx.doi.org/10.1051/e3sconf/202017221009.

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The repurposing of existing buildings is becoming more prevalent. But changing a buildings use is not without concern. A European Company purchased an existing warehouse located north of Chicago, Illinois, USA as the space filled their needs for the layout of their manufacturing equipment. Producing medical grade synthetic mesh requires interior temperatures of 90°F (32.2C) with a relative humidity of 90%. The roof of the facility was low-sloped trapezoidal standing seam metal roof system that was watertight in all types of precipitation: Rain, snow, ice. The insulation, below the roof panels and above the steel purlins, was vinyl face fiberglass batt laid over the structural steel bar joist and pinned by the metal roof panels. Shortly after manufacturing commenced, water build-up in the batt insulation during winter started and was so severe that the vinyl facing would belly downward and split the lap seams, which would release the water, soiling the 2m wide rolls of mesh that then did not meet medical standards and had to be discarded. This case study will review the issues that arose out of repurposing a warehouse to a manufacturing facility and what the solution to correct moisture related issues. Hutchinson Design Group, Ltd. of Barrington, Illinois, was retained to investigate the conditions, determine the causes and develop a corrective solution.

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30

Murnieks, Janis, Dmitrijs Serdjuks, and Karina Buka-Vaivade. "LOAD-CARRYING CAPACITY INCREASE OF ARCH-TYPE TIMBER ROOF." ENVIRONMENT. TECHNOLOGIES. RESOURCES. Proceedings of the International Scientific and Practical Conference 1 (June 20, 2019): 175. http://dx.doi.org/10.17770/etr2019vol1.4056.

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Possibility to increase load-carrying capacity of arch-type timber roof of multifunctional public building with the span equal to 60 m was analysed. Three-hinged segment arches with the rectangular glued cross-sections are considered as the main load-carrying structures in the transversal direction. Freely supported purlins with the massive rectangular cross-sections are considered as the main load-carrying structures in the longitudinal direction. The dependences between height of the arches, it bays and distances between the bracing members strengthening top and bottom zone of the arches cross-sections so as relative materials consumption and specific load-carrying capacity of the arches were obtained as the second power polynomial equations. Height of the arches and it bay changes within the limits from 10 to 30 and from 2 to 9 m, correspondingly. The distances between the bracing members strengthening top and bottom zone of the arches changes within the limits from 2 till 10 and from 4 till 16 m, correspondingly. The arch-type timber roof was considered under the action of the load combination which include structural dead weight, drifted and undrifted snow loads and wind loads. The relative materials consumption of the arches was determined as a relation between the dead weight of the arch to it span and changes within the limits from 24 till 114 kg/m. Glued and solid timber with strength classes GL24h and C24 are considered as materials of arches and purlins, correspondingly. The specific load-carrying capacity of the arches was determined as a relation between load –carrying capacity of the arche and volume of structural materials. Specific load-carrying capacity of the arches changes within the limits from 0.23 till 0.83 kN/m/t in the case, if purlins are taken into account. It was shown, that the rational from the point of view of materials consumption and specific load-carrying capacity height of the arche, it bays so as the distances between the bracing members strengthening top and bottom zone of the arches are equal to 15, 7.5, 5 and 15 m, correspondingly. Corresponding values of relative materials consumption and specific load-carrying capacity are equal to 24 and 0.23 kN/m/t. The depth and width of the arche cross-section were equal to 1617 and 318 mm, correspondingly. It was shown, that strengthening of the arches cross-section by the steel bars of strength class B500 and carbon fibre reinforced plastic tape Sika Crbo Dur S512 enables to increase load-carrying capacity of the arche by 10.20 and 9.48%, correspondingly. But common use of the steel bars together with the carbon fibre reinforced plastic tapes enables to increase load-carrying capacity of the arche by 18.89%.

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31

Zhang, Yingying, Xiaoguang Song, and Qilin Zhang. "Dynamic characteristics and wind-induced vibration coefficients of purlin-sheet roofs." Steel and Composite Structures 22, no. 5 (December 10, 2016): 1039–54. http://dx.doi.org/10.12989/scs.2016.22.5.1039.

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32

Cucu, Vlad, Daniel Constantin, and Dan-Ilie Buliga. "Structural Efficiency Of Cold-Formed Steel Purlins." International conference KNOWLEDGE-BASED ORGANIZATION 21, no. 3 (June 1, 2015): 809–14. http://dx.doi.org/10.1515/kbo-2015-0137.

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Abstract Cold-formed steel structures represents an alternative to classic buildings made of hot rolled steel profiles which bring a lot of savings based on advanced calculations and also some practical measures in order to provide optimum strength and weight ratio. Due to these advantages, cold-formed steel structures are used in more technical fields including automotive industry, storage industry, military sheltering and of course building industry. The paper is focused on the economic impact of using lightweight members for the main applications of these structures – roof structures and cladding support. The comparison will be made between classic system with hot formed purlins and advanced lightweight purlins made of cold-formed steel elements, in the same practical situation.

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33

Čajka, Radim, and Pavlína MatečkovÁ. "Carrying Capacity and Serviceability Parametric Analysis of Pre-Stressed Concrete Roof Purline." Transactions of the VŠB - Technical University of Ostrava. Construction Series X, no. 1 (January 1, 2010): 1–10. http://dx.doi.org/10.2478/v10160-010-0001-8.

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34

Chung, K. F., and D. St Quinton. "Structural performance of modern roofs with thick over-purlin insulation—Experimental investigation." Journal of Constructional Steel Research 40, no. 1 (October 1996): 17–38. http://dx.doi.org/10.1016/s0143-974x(96)00036-3.

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35

Yan, Shen, Kim J. R. Rasmussen, Xinlu Liu, Liusi Dai, and Xianzhong Zhao. "Behaviour of H-section purlin connections in resisting progressive collapse of roofs." Engineering Structures 201 (December 2019): 109849. http://dx.doi.org/10.1016/j.engstruct.2019.109849.

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36

Yang, Jian, and Qiang Liu. "An experimental study into flexural behaviour of sigma purlins attached with roof sheets." Engineering Structures 45 (December 2012): 481–95. http://dx.doi.org/10.1016/j.engstruct.2012.06.025.

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37

Biegus, Antoni, and Dariusz Czepiżak. "Generalized model of imperfection forces for design of transverse roof bracings and purlins." Archives of Civil and Mechanical Engineering 18, no. 1 (January 2018): 267–79. http://dx.doi.org/10.1016/j.acme.2017.07.002.

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38

Tang, Yajun, Genshu Tong, and Lei Zhang. "Buckling of parallel purlins in standing seam or screw-fastened roofs." Thin-Walled Structures 132 (November 2018): 136–50. http://dx.doi.org/10.1016/j.tws.2018.07.059.

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39

Jin, Wei Jun, Hai Rong Zhang, Xin Yang, and Chang Song Liu. "Comparison of Room-Temperature Phosphorescence Properties of Three Purine Compounds with Cadmium Acetate as a Source of Heavy Atom Perturbation." Applied Spectroscopy 49, no. 3 (March 1995): 320–23. http://dx.doi.org/10.1366/0003702953963481.

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Cadmium acetate salts can greatly enhance room-temperature phosphorescence (RTP) of purine and 6-mercaptopurine. 6-Mercapto-substituent and 6-hydroxy-substituent appear quite different in their effect on the RTP of purine. The effects of cadium salt matrix and pH on the RTP of purine compounds were also investigated in detail. With cadmium acetate as a source of heavy atom perturbation, nanogram or subnanogram amounts of purines can be detected.

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40

Gao, Tian, and Cristopher D. Moen. "Predicting rotational restraint provided to wall girts and roof purlins by through-fastened metal panels." Thin-Walled Structures 61 (December 2012): 145–53. http://dx.doi.org/10.1016/j.tws.2012.06.005.

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41

Wang, Pu Qing, Yan Tao Li, Yuan Ming Dou, and Jing Jing Zhang. "Wind Tunnel Experiment on the Wind Effects of Low-Rise Buildings in Rural Areas." Applied Mechanics and Materials 724 (January 2015): 166–70. http://dx.doi.org/10.4028/www.scientific.net/amm.724.166.

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At the present stage, no detailed specifications and codes about wind effects on low-rise buildings in rural areas were made in Chinese. In order to reduce casualties and property loss due to wind damage, the investigation of wind tunnel experiments were carried out. The results indicate that the influence of purlin and front and rear eaves on wind load should be considered in building design. Because a specific blowing angle of wind would produce the largest wind load in the surface of the house. In the structure design, the value of shape coefficient should be increased to a certain degree and also amplify according to windward and leeward roofs.

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42

Ramseyer, Chris, and Shideh Shadravan. "Bending capacity of cold-formed Z-purlins supporting a standing seam roof system with torsional bracing." Journal of Structural Integrity and Maintenance 1, no. 4 (October 2016): 177–88. http://dx.doi.org/10.1080/24705314.2016.1240527.

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43

Luan, Wei, and Yuan-Qi Li. "Experimental investigation on wind uplift capacity of single span Z-purlins supporting standing seam roof systems." Thin-Walled Structures 144 (November 2019): 106324. http://dx.doi.org/10.1016/j.tws.2019.106324.

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., A. Jayaraman. "DESIGN AND ECONOMICAL OF ROOF TRUSSES & PURLINS (COMPARISON OF LIMIT STATE AND WORKING STRESS METHOD)." International Journal of Research in Engineering and Technology 03, no. 10 (October 25, 2014): 199–207. http://dx.doi.org/10.15623/ijret.2014.0310030.

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45

Mackay, Wayne A. "Micropropagation of Texas Madrone, Arbutus xalapensis H.B.K." HortScience 31, no. 6 (October 1996): 1028–29. http://dx.doi.org/10.21273/hortsci.31.6.1028.

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Mature flowering Arbutus texana trees were successfully micropropagated from shoot tips. Optimum shoot proliferation was achieved on a basal medium consisting of WPM salts, MS vitamins, and sucrose supplemented with 11.1 or 22.2 μm BA and no auxin. Microcuttings rooted readily when pulsed with 6.1 μm IBA for 1 week and transferred to auxin-free medium. The addition of charcoal to the rooting medium improved root branching and elongation but suppressed root formation. Chemical names used: N-(phenylmethyl)-1H-purin-6-amine (BA); indole-3-butyric acid (IBA).

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46

Sewell, Ron A. "GAS Purging for Weld Root Control in Pipe Welding." Indian Welding Journal 33, no. 3 (July 1, 2000): 23. http://dx.doi.org/10.22486/iwj.v33i3.177813.

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47

Gavhane, Rajshree J., Kavita R. Madkar, Deepti N. Kurhe, and Dilip H. Dagade. "Room Temperature Ionic Liquids from Purine and Pyrimidine Nucleobases." ChemistrySelect 4, no. 19 (May 22, 2019): 5823–27. http://dx.doi.org/10.1002/slct.201900626.

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48

Cristutiu, Ionel Mircea, and Adrian Ioan Dogariu. "Local and Global Stability of I Steel Members with Tapered Web via Advanced Nonlinear Analysis." Advanced Materials Research 710 (June 2013): 372–75. http://dx.doi.org/10.4028/www.scientific.net/amr.710.372.

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Steel structural elements with variable cross section, made of welded plates, are largely used in the construction industry for both beams and columns in accordance with the stress and stiffness demand in the structure. These types of elements are mainly used for the design of singles storey frames with pitched roof rafters and pinned column base. Although they are partially restrained against out of plane buckling by side-rails and roof purlins cooperating with sheeting, in current design practice it is quite difficult to evaluate their influence. Present paper deals with nonlinear elastic-plastic analysis of tapered beam-columns, parts of portal frames, subjected to both bending moment and compressive axial force. Failure of such members may occur by in-plane bending, local buckling and combination between these two, for members with low non-dimensional slenderness. Numerical results will be compared with experimental tests, obtained for a relevant number of specimens, in order to check the reliability of the numerically determined ultimate capacity of the elements. The influence of both lateral and torsional restraints applied on the beam-column will also be discussed.

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Matthus, Elsa, Jian Sun, Limin Wang, Madhura G. Bhat, Amirah B. Mohammad-Sidik, Katie A. Wilkins, Nathalie Leblanc-Fournier, et al. "DORN1/P2K1 and purino-calcium signalling in plants: making waves with extracellular ATP." Annals of Botany 124, no. 7 (November 27, 2019): 1227–42. http://dx.doi.org/10.1093/aob/mcz135.

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Abstract Background and Aims Extracellular ATP governs a range of plant functions, including cell viability, adaptation and cross-kingdom interactions. Key functions of extracellular ATP in leaves and roots may involve an increase in cytosolic free calcium as a second messenger (‘calcium signature’). The main aim here was to determine to what extent leaf and root calcium responses require the DORN1/P2K1 extracellular ATP receptor in Arabidopsis thaliana. The second aim was to test whether extracellular ATP can generate a calcium wave in the root. Methods Leaf and root responses to extracellular ATP were reviewed for their possible links to calcium signalling and DORN1/P2K1. Leaves and roots of wild type and dorn1 plants were tested for cytosolic calcium increase in response to ATP, using aequorin. The spatial abundance of DORN1/P2K1 in the root was estimated using green fluorescent protein. Wild type roots expressing GCaMP3 were used to determine the spatial variation of cytosolic calcium increase in response to extracellular ATP. Key Results Leaf and root ATP-induced calcium signatures differed markedly. The leaf signature was only partially dependent on DORN1/P2K1, while the root signature was fully dependent. The distribution of DORN1/P2K1 in the root supports a key role in the generation of the apical calcium signature. Root apical and sub-apical calcium signatures may operate independently of each other but an apical calcium increase can drive a sub-apical increase, consistent with a calcium wave. Conclusion DORN1 could underpin several calcium-related responses but it may not be the only receptor for extracellular ATP in Arabidopsis. The root has the capacity for a calcium wave, triggered by extracellular ATP at the apex.

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Hoque, Farhana, Mahbub Robbani, Md Fakhrul Hasan, and Jahanara Parvin. "Standardization of protocol for in vitro propagation of banana (Musa sapientum)." Journal of the Bangladesh Agricultural University 16, no. 1 (April 30, 2018): 27–30. http://dx.doi.org/10.3329/jbau.v16i1.36477.

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An experiment was conducted at the Plant Biotechnology Laboratory, Department of Horticulture, Patuakhali Science and Technology University during the period from August 2016 to April 2017 to standardize the protocol for in vitro propagation of banana. The experiment was laid out in completely randomized design with four replications. Three to four months aged field grown rhizome attached shoots were used as explants and cultured on MS medium with different concentrations and combinations of BAP (6-benzylamino purine), BAP + KIN (Kinetin) + NAA (Naphthalene Acetic Acid) and IBA (Indole-3- Butyric Acid) + IAA (Indole-3- Acetic Acid) to observe their efficacy on single shoot initiation, shoot multiplication and root formation respectively. Minimum number of days required for shoot initiation (9.07) with highest shoot initiation percentage (91.14) and the longest shoot (2.23 cm) was found in MS medium supplemented with 5.0 mg/L BAP. On the other hand, highest shoot multiplication percentage (80.99) with maximum number of shoots per explant (4.47), the highest length of shoots (4.17 cm) and maximum number of leaves (4.04)was observed in MS medium supplemented with 4.0 mg/L BAP + 2.0 mg/L KIN + 2.0 mg/L NAA. In case of root regeneration, the best results on days required for root initiation (9.00), the highest root initiation percentage (85.05), maximum number of roots per plantlet (5.83) and the highest length of roots (4.17 cm) was obtained in MS medium supplemented with1.5 mg/L IBA + 0.5 mg/L IAA. After 5-7 days of hardening in room temperature, established plantlets were ready for plantingJ. Bangladesh Agril. Univ. 16(1): 27-30, April 2018

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