Relevant bibliographies by topics / Purlin roof

Contents

  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers

Academic literature on the topic 'Purlin roof'

Author: Grafiati
Published: 4 June 2021
Last updated: 17 February 2022

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Journal articles on the topic "Purlin roof"

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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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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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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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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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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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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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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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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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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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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Dissertations / Theses on the topic "Purlin roof"

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Zhao, Congxiao. "Investigations on structural interaction of cold-formed steel roof purlin-sheet system." Thesis, University of Birmingham, 2014. http://etheses.bham.ac.uk//id/eprint/5199/.

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When used as secondary roof purlins, cold-formed steel (CFS) sections are often attached to trapezoidal sheets through self-drilling screws to form a complete roofing system. The load application points are often eccentric to the shear centre, and thus inevitably generate a torsional moment that will induce twisting and/or warping deformations in addition to bending deflection. The connections between purlin and roof sheeting provide a restraining effect on purlin members by preventing such lateral and twisting movements, and hence have a beneficial effect on the load-carrying capacity. In this thesis the interactional behaviour of CFS purlin-sheeting system have been investigated through the following steps: (1) A F-test is carried out to measure the rotational stiffness at the connections, an engineering-orientated model is developed for quantifying the rotational stiffness regardless to purlin and sheet geometry and loading directions; (2) A set of loading tests on Z- and Σ- roof system are conducted to investigate the impact of rotational stiffness on the overall structural performance, load-carrying capacity and buckling behaviour of the system; (3) Finite element simulations of the existing tests are carried out and successfully validated; (4) Numerical parametric studies are established to study other factors that could affect the rotational stiffness.
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Carballo, Manuel. "Strength of z-purlin supported standing seam roof systems under gravity loading." Thesis, Virginia Tech, 1989. http://hdl.handle.net/10919/45952.

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The objective of the Standing Seam Roof Systems Research Project at the Virginia Polytechnic Institute and State University is to develop a design procedure for the strength of Z-purlin supported standing seam roof systems under gravity leading. Various approaches were taken to calculate the strength of systems with either torsional restraint, third point span restraint, or midspan restraint. Since few test results are available for single and three span continuous, two purlin line systems, the primary focus of this research is analytical. Even though the test setup used for these tests does not represent actual field conditions, the data obtained will be extremely useful in the development of analytical models to predict system strength. However, at least four multiple purlin line tests will be required to verify the accuracy of the design procedure. The analytical formulation will include the effects of sliding friction in the clips and "drape" restraint effects of the standing seam deck.


Master of Science
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Bryant, Michael R. "Investigation of Inflection Points as Brace Points in Multi-Span Purlin Roof Systems." Thesis, Virginia Tech, 1999. http://hdl.handle.net/10919/33699.

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An experimental and analytical investigation was conducted to evaluate the behavior of inflection points as brace points in multi-span purlin roof systems.

Seven tests were conducted using "C" and "Z" purlins attached to standing seam and through fastened panels.

These tests were subjected to uniform gravity loading by means of a vacuum chamber. The experimental results were compared with analytical predictions based on the 1996 AISI Specifications with and without the inflection point considered a brace point.

Finite element modeling of through fastened "C" and "Z" purlin tests were conducted and compared to experimental through fastened results. Conclusions were drawn on the status of the inflection point and on the design of multi-span purlin roof systems with current AISI Specifications.
Master of Science

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Lee, Spencer Ross. "Experimental Determination of Required Lateral Restraint Forces for Z-Purlin Supported, Sloped Metal Roof Systems." Thesis, Virginia Tech, 2001. http://hdl.handle.net/10919/33974.

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Supplement No. 1 to Section D3.1 of the 1999 AISI Cold-Form Specification contains the current provisions for predicting required lateral restraint forces in Z-purlin supported, sloped metal roof systems under gravity loads. A proposed prediction equation, relying heavily on engineering principles, has been developed because the current provisions in the specification are empirical and based on statistical analysis. The provisions treat roof slope and system effects incorrectly, which necessitates refinement. Also, an assumed roof panel stiffness value was used for the development of the current design provisions, ignoring the effect that varying stiffness values have on the required restraint forces. To determine the validity of the new restraint force prediction equation, experimental testing was conducted on single span and multiple span metal roof systems. Z-purlins were used extensively with through-fastened and standing seam roof panel. Two, four, and six purlin lines were used for the single span tests while only four purlin lines were used for the multiple span tests. Restraint forces were measured at five restraint locations in each span: support, third-point, midpoint, quarter-point, and third-point plus support. Each restraint configuration was tested at six roof slopes: 0:12, 0.5:12, 1:12, 2:12, 3:12, and 4:12. For each restraint configuration and roof slope, the restraint forces were measured and compared to predicted forces using the proposed design equation. The proposed equation contains the term "δ" which is the resultant eccentricity of the applied gravity load acting on the top flange of a purlin. A value of 1/3 was assumed for d in the development of the proposed equation and many of the test results were in agreement with this value. However, other results were in better agreement with a value of 0 for d and some of the measured forces were between the predicted forces with d = 0 and d = 1/3. No consistent correlation between the results and the proposed prediction equation was found.
Master of Science
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Cortese, Scott D. "Investigation of Single Span Z-Section Purlins Supporting Standing Seam Roof Systems Considering Distortional Buckling." Thesis, Virginia Tech, 2001. http://hdl.handle.net/10919/34198.

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Presently, the industry accepted method for the determination of the governing buckling strength for cold-formed purlins supporting a standing seam metal roof system is the 1996 AISI Specification for the Design of Cold-Formed Steel Structural Members, which contains provisions for local and lateral buckling. Previous research has determined that the AISI provisions for local buckling strength predictions of cold-formed purlins are highly unconservative and that the AISI provisions for lateral buckling strength predictions of cold-formed purlins are overly conservative. Therefore, a more accurate "hand" method is needed to predict the buckling strengths of cold-formed purlins supporting standing seam roof systems. The primary objective of this study is to investigate the accuracy of the Hancock Method, which predicts distortional buckling strengths, as compared to the 1996 AISI Specification provisions for local and lateral buckling. This study used the experimental results of 62 third point laterally braced tests and 12 laterally unbraced tests. All tests were simple span, cold-formed Z-section supported standing seam roof systems. The local, lateral, and distortional buckling strengths were predicted for each test using the aforementioned methods. These results were compared to the experimentally obtained data and then to each other to determine the most accurate strength prediction method. Based on the results of this study, the Hancock Method for the prediction of distortional buckling strength was the most accurate method for third point braced purlins supporting standing seam roof systems. In addition, a resistance factor was developed to account for the variation between the experimental and the Hancock Method's predicted strengths.
Master of Science
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Neubert, Michael Christopher. "Estimation of Required Restraint Forces in Z-Purlin Supported, Sloped Roofs Under Gravity Loads." Thesis, Virginia Tech, 1999. http://hdl.handle.net/10919/44512.

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The current specification provisions for the prediction of lateral restraint forces in Z-purlin supported roof systems under gravity loads are in Section D3.1 of the 1996 AISI Cold-Formed Specification. The design equations contained in these provisions are empirical and based on statistical analysis. They were developed using elastic stiffness models of flat roofs and were verified by experimental testing. The provisions need refinement, because the treatment of roof slope and system effects is incorrect. Also, the current design provisions are based upon an assumed panel stiffness value, ignoring the significant difference in required restraint force that occurs when panel stiffness is varied. Therefore, a new restraint force design procedure, having a stronger reliance on engineering principles, is proposed. This new treatment of the static forces in Z-purlin roofs led to a more accurate method of addressing roof slope. Elastic stiffness models, with varying roof slope, panel stiffness, and cross-sectional properties, were used to develop the proposed procedure. The basis of the procedure is to determine the lateral restraint force required for a single purlin system and then extend this result to systems with multiple restrained purlin lines. Roof slope is incorporated into the calculation of the single purlin restraint force, which includes eccentric gravity loads and forces induced by Z-purlin asymmetry. The procedure includes a system effect factor to account for the observed nonlinear increase in restraint force with the number of restrained purlins. An adjustment factor varies the predicted restraint force depending on the shear stiffness of the roof panel. The proposed procedure applies to five bracing configurations: support, third-point, midspan, quarter point, and third-point plus support restraints.
Master of Science
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Gao, Tian. "Direct Strength Method for the Flexural Design of Through-Fastened Metal Building Roof and Wall Systems under Wind Uplift or Suction." Diss., Virginia Tech, 2012. http://hdl.handle.net/10919/28553.

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The design of metal building roof and wall systems under uplift and suction wind loading is complicated because the laterally unbraced purlin and girtâ s free flange is compressed, and the cross-section rotates due to the shear flow. The objective of this thesis is to introduce a Direct Strength Method (DSM) prediction approach for simple span purlins and girts with one flange through-fastened under uplift or suction loading. This prediction method is also applicable for the case when rigid board insulation is placed between the metal panel and through-fastened flange. The prediction method is validated with a database of 62 simple span tests. To evaluate the prediction for the case when rigid board is used, 50 full-scale tests with rigid board insulation are conducted by the author of this thesis. In the experimental study panel failure, connection failure and member (purlin and girt) failure are observed, and they all limit the systemâ s capacity. Another important contribution of this thesis is that it builds the foundation for future study of a general, mechanics-based limit state design approach for metal building roof and wall systems that can accommodate uplift and gravity loads, simple and continuous spans, and through-fastened and standing seam roofs.
Ph. D.
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Baculak, Ladislav. "Zastřešení nádvoří administrativních budov." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409847.

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Diploma thesis describes the design and assessment of the roof structure that covers the courtyard of office buildings. Structure has a regular floor plan and roof height is 15,0 m. The material if the structure is steel S355, bolts 8.8., steel of the pins is S355. Construction is located in Brno. Two options were produced and designed, evaluated according to the latest standards.
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Danza, Matthew Anthony. "Lateral Restraint Brace Forces in Quarter Point and Third Point Plus Support Braced Z-Purlin Supported Roof Systems Subject to Gravity Load." Thesis, Virginia Tech, 1998. http://hdl.handle.net/10919/36281.

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The objective of this study was to develop design equations that predict lateral restraint forces in two commonly used Z-purlin supported roof systems. These are quarter point bracing and third point plus support bracing. To that end, a stiffness model used in the past has been reintroduced. This model has been modified slightly to better represent roof system behavior. The updated stiffness model was then used to estimate lateral restraint forces for a number of roof systems with a varying cross sectional dimensions of the purlin, number of purlin lines, number of spans, and span length. A regression analysis was then performed on the data to obtain empirical design equations similar to those found in the 1996 Edition of the American Iron and Steel Institute's Specification for the Design of Cold-Formed Steel Members, Section D.3.2.1.

Vita removed April 4, 2011. GMc
Master of Science

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Seek, Michael Walter. "Prediction of Lateral Restraint Forces in Sloped Z-section Supported Roof Systems Using the Component Stiffness Method." Diss., Virginia Tech, 2007. http://hdl.handle.net/10919/28357.

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Z-sections are widely used as secondary members in metal building roof systems. Lateral restraints are required to maintain the stability of a Z-section roof system and provide resistance to the lateral forces generated by the slope of the roof and the effects due to the rotation of the principal axes of the Z-section relative to the plane of the roof sheathing. The behavior of Z-sections in roof systems is complex as they act in conjunction with the roof sheathing as a system and as a light gage cold formed member, is subject to local cross section deformations. The goal of this research program was to provide a means of predicting lateral restraint forces in Z-section supported roof systems. The research program began with laboratory tests to measure lateral restraint forces in single and multiple span sloped roof systems. A description of the test apparatus and procedure as well as the results of the 40 tests performed is provided in Appendix II. To better understand the need for lateral restraints and to provide a means of testing different variables of the roof system, two types of finite element models were developed and are discussed in detail in appended Paper I. The first finite element model is simplified model that uses frame stiffness elements to represent the purlin and sheathing. This model has been used extensively by previous researchers and modifications were made to improve correlation with test results. The second model is more rigorous and uses shell finite elements to represent the Z-section and sheathing. The shell finite element model was used to develop a calculation procedure referred to as the Component Stiffness Method for predicting the lateral restraint forces in Z-section roof systems. The method uses flexural and torsional mechanics to describe the behavior of the Z-section subject to uniform gravity loads. The forces generated by the system of Z-sections are resisted by the "components" of the system: the lateral restraints, the sheathing and Z-section-to-rafter connection. The mechanics of purlin behavior providing the basis for this method are discussed in appended Paper II. The development of the method and the application of the method to supports restraints and interior restraints are provided in appended papers III, IV and V.
Ph. D.
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Books on the topic "Purlin roof"

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Moore, D. B., and P. A. C. Sims. Load Tests on Full-scale Cold-formed Steel Roofs: Zeta Purlin System. Construction Research Communications (CRC), 1988.

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Recommended Practices for Root Pass Welding and Gas Purging/D10.11-87. American Welding Society, 1987.

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Recommended Practices for Root Pass Welding and Gas Purging/D10.11-87. Amer Welding Society, 1987.

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Edifice: May Chan, Dave Gordon, Jocelyn Purdie, Maureen Sheridan, Bill Roff, Scott Wallis : [exhibition] 23 March-18 May 1997, Agnes Etherington Art Centre. The Centre, 1997.

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Centre, Agnes Etherington Art, ed. Edifice: May Chan, Dave Gordon, Jocelyn Purdie, Maureen Sheridan, Bill Roff, Scott Wallis : [exhibition] 22 March-18 May 1997, Agnes Etherington Art Centre. Kingston, Ont: The Centre, 1997.

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Book chapters on the topic "Purlin roof"

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Schäfer, J. "Late 18th-century innovation: The first Mediterranean purlin roof truss in German-speaking Switzerland at Embrach ZH." In History of Construction Cultures, 225–31. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003173359-29.

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Hudz, Serhii, Leonid Storozhenko, Grygorii Gasii, and Olena Hasii. "Features of Operation and Design of Steel Sloping Roof Purlins." In Lecture Notes in Civil Engineering, 65–73. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-42939-3_8.

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Tusnina, Olga. "Design of Thin-Walled Z-Purlin Connections with Sandwich Panels in Roofs Made by Rivets." In Design, Fabrication and Economy of Metal Structures, 157–63. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-36691-8_24.

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Wrzesien, A., R. Lawson, and J. Lim. "Stressed skin action of the roof systems with hat-shaped purlins." In Shell Structures: Theory and Applications (Vol. 2), 339–42. CRC Press, 2009. http://dx.doi.org/10.1201/9780203859766.ch77.

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Wang, C., Y. Bai, G. Li, and X. Wang. "Study on the performance of purlins with new connections in steel sloping roof." In Architectural, Energy and Information Engineering, 175–78. CRC Press, 2015. http://dx.doi.org/10.1201/b19197-42.

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Orsel, Edwin. "Sixteenth-century development from common rafter roofs to ridge purlins in Leiden (NL)." In Building Knowledge, Constructing Histories, 1013–19. CRC Press, 2018. http://dx.doi.org/10.1201/9780429506208-129.

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Becker, Carolyn Black, Nicholas R. Farrell, and Glenn Waller. "How Well Does Exposure Therapy Work for Eating Disorders?" In Exposure Therapy for Eating Disorders, edited by Carolyn Black Becker, Nicholas R. Farrell, and Glenn Waller, 45–54. Oxford University Press, 2019. http://dx.doi.org/10.1093/med-psych/9780190069742.003.0005.

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This chapter provides an overview of the current evidence supporting the use of exposure therapy for eating disorders. Although further research is needed (because the existing research base is relatively small compared to large exposure literature for anxiety disorders), exposure is an effective approach for addressing key transdiagnostic features in eating disorders, including eating-related fear and avoidance, body image anxiety, compulsive body checking and avoidance, and binge-eating and purging behaviors. Results are drawn from a range of study types, from single case studies to large, methodically rigorous controlled trials. Importantly, several of the studies reviewed in this chapter showed that exposure was helpful for patients who had been previously unable to derive benefit from viable alternative treatments. Thus, exposure may offer a critical “missing element” in treatment protocols that have a reasonably strong evidence base and yet leave room for improvement in outcomes.
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Conference papers on the topic "Purlin roof"

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Simons, Kenneth, Zeno Martin, and Kip Gatto. "The Anatomy of the Failure of a Wood Panelized Roof Sub-Purlin Hanger." In Seventh Congress on Forensic Engineering. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479711.027.

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Seek, M. W. "Important Updates to the Design Guide for Cold-Formed Steel Purlin Roof Framing Systems." In Structures Congress 2015. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479117.183.

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Snijder, H. H. (Bert), and S. N. M. (Simon) Wijte. "Rainwater Ponding on Roof Structures with Interaction between Main Girders and Purlins." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0150.

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<p>Rainwater causes flat roofs to deflect resulting in ponding. Due to the deflection, extra rainwater flows to the lower area of the roof, resulting in a larger loading with a larger deflection, resulting in more rainwater flowing towards this area, etc. Failure of flat roof structures due to ponding under heavy rainfall frequently happens in The Netherlands with an average of 15 incidents each year in the last decades. An increase in rain intensity due to climate change is expected to increase these numbers in the near future. Nevertheless, ponding on light roof structures is still underestimated as a significant load case in design. Moreover, the design calculations necessary are complex due to geometrical non-linear behavior. A number of software programs are available, but to keep insight in the process of rainwater ponding, a simple analytical design method for ponding of flat (steel) roof structures was developed including the interaction between main girders and purlins. The paper presents this method which avoids an iterative calculation procedure. Subsequently, this method is used to analyze a roof structure concluding that the interaction between main girders and purlins cannot be neglected.</p>
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Neubert, Michael C., and Thomas M. Murray. "Estimation of Required Restraint Forces: Z-Purlin Supported, Sloped Roofs Under Gravity Loads." In Structures Congress 2000. Reston, VA: American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40492(2000)134.

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Pařenica, Přemysl, Petr Lehner, and Oldřich Sucharda. "Study of bearing capacity of support connection of thin-walled roof purlins Z350." In CENTRAL EUROPEAN SYMPOSIUM ON THERMOPHYSICS 2019 (CEST). AIP Publishing, 2019. http://dx.doi.org/10.1063/1.5114115.

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6

Kothakapu, Divya, and Srinivas Avishetti. "Gas Turbine Compartment Ventilation System." In ASME 2014 Gas Turbine India Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/gtindia2014-8161.

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The configuration of the compartment ventilation system is an important requirement in the gas turbine industry. The purpose of heating and ventilation system is to keep the turbine compartment within a fixed temperature envelope for at least personnel safety, equipment protection and reduction of turbine distortion by maintaining circumferentially uniform temperature distribution. The ventilation system also provides capability to detect and dilute the leaks by continually purging potential gas build up areas. Displacement ventilation is commonly used for the above considerations. The current GE approach is to perform CFD analysis to quantify the ventilation fan flow rate and arrive at fan static pressure head through simplified 1-D calculations. A detailed CFD geometric model is developed by including the entire turbine, piping, major support structure, all components with stringent temperature limits, ventilation inlets and outlets, enclosure roof and walls to verify the flow field. The fan static pressure head for various ambient conditions is obtained through 1-D calculations using the American Society of Heating, Refrigeration and Air Conditioning Engineers (ASHRAE) duct-fitting database. The goal of this work is: (1) accurate modeling of the components within the enclosure for better prediction of component temperatures; (2) consideration of solar radiation; and (3) integration of the 1-Dimensional Flowmaster models and 3-Dimensional CFD results to improve the predictions from One-Dimensional model.
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7

Zumpano, Petrônio, Genaro Zanon, Alexandre Galiani Garmbis, Luciano Braga Alkmin, Manfred Ronald Richter, Eduardo Valente Oazen, Paulo Nunez Chaves, and Eduardo Hippert. "Challenges About Testing, Welding and NDT of CRA Pipelines in Brazilian Pre-Salt." In ASME 2012 31st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/omae2012-83461.

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Some new pre-salt fields at Santos Basin in Brazil are located in water depths as deep as 2200m and about 300 km away from the coast. There is variable level of contaminants in the produced fluid, mainly CO2 that affects the material selection of the infield flowlines and risers. Based on these constraints, Petrobras has selected UNS N06625 clad or lined steel linepipes to develop the first fields in Pre-Salt area and also the module 3 of Roncador a post-salt field in Campos Basin. Several challenges have arisen during design, construction and installation of these facilities related to pipeline welding procedures, NDT inspection and Engineering Critical Assessment (ECA). Firstly weld overmatching condition may not be fully achieved due to differences in mechanical properties between UNS 06625 and API X65, and concern increases when reel-lay installation method is chosen. Another welding issue is the maximum interpass temperature of nickel alloys (DNV and PETROBRAS standards limit that to 100°C) and this impacts pipeline installation productivity. Thirdly, back purging characteristics and number of passes protected with purging gases affects the possibility of root oxidation. Also, the inspection of the weld overlay in the pipe end of lined linepipes is other point of great concern. As defect sizing is mandatory for ECA, lined pipes have been designed with a weld overlay length which allows the inspection of the final girth weld by AUT. However, AUT solutions are normally more efficient in rolled or extruded materials than in weld overlaid ones. Additionally, the ECA methodology for both girth welds and weld overlay has complexities that are not usually addressed in a regular ECA for carbon steel pipelines (e.g. internal misalignment of girth welds in risers has stringent requirements because of its effects on fatigue performance and, consequently, the ECA girth weld criteria). Also CRA clad/lined pipelines and risers qualification program may include additional testing when compared with usual carbon steel welding qualification process (namely pitting and intergranular corrosion, full scale fatigue, spooling trials of lined linepipes, segment testing for ECA, and others). Finally, the contribution of clad/lined layer in pipeline design strength is also discussed. This work presents challenges PETROBRAS has faced at design and construction phases of on-going Guaré and Lula-NE pre-salt fields and Roncador field projects, as well as the solutions proposed by the project team in order to overcome the issues raised during project execution.
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Green, Michael L., John F. McPhearson, and Blanca A. Ramirez. "H2 Cooled Generator Gas Monitoring System Upgrade: More Than a Dryer." In ASME 2008 Power Conference. ASMEDC, 2008. http://dx.doi.org/10.1115/power2008-60136.

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Hydrogen cooled generators have utilized dryers since 1935 to keep the generator cooling gas dry. The dryer and auxiliary skid of 2008 can do much more and can be an effective tool in managing and monitoring the generator gas system. SIPC (Southern Illinois Power Cooperative) started with the original OEM single tower dryer. Three changes in the new skids are noteworthy. The dual tower dryers we have now are automatic and provide drying continuously including turning gear operation without gas purging or venting. The dryers also continuously provide information on the gas dew point in the generator at operating pressure as well as documenting the dryer performance. The newest skid also includes a water discharge monitoring system that measures the water removed from the generator. This information has been very helpful in detecting potential problems or changes in the water infiltration rates which can be one of the earliest indicators of a serious problem. The last significant addition to the dryer skid is the purity monitoring system, which is scheduled to be installed shortly. It is fully integrated into the dryer skid and information is supplied on the operator interface of the control panel. All the pertinent information including alarms, dew points, water discharge and purity is available to the control room and can be trended on the plant DCS system. The plant experiences and benefits of the new drying skid will be fully detailed in this presentation.
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