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Dissertations / Theses on the topic 'Purlin roof'

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Published: 4 June 2021
Last updated: 17 February 2022

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1

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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

Klimšová, Barbora. "Základní umělecká škola." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265279.

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The final thesis is new building Basic school of art and music. The building is located in the urban area of Hronov. The building is divided into two wings. In one part of the building at 1 NP is mainly individual classrooms for play on an individual instrument. In the second part of the building is the concert hall, which is designed for orchestral rehearsal. The 2nd floor is mostly individual classrooms. In 3 NP is designed dance and ballet hall and individual classrooms. In the attic is a classroom for art education. The building has a partial basement. The building is planted on flat land. The building is brick from the system LIAPOR, overhead structures are made of panels SPIROLL, in the basement of a reinforced concrete slab. The roof construction is designed as a purlin roof and „hambalek“ purlin roofs made as saddle with a slope of 35 degrees.
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12

Balázs, Ivan. "Nosná konstrukce objektu kulturního centra." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2012. http://www.nusl.cz/ntk/nusl-225529.

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The aim of the master´s thesis is to design a load bearing steel structure of a community centre in accordance with architectural requirements. The structure consists of a main aisle and two extensions beside. The length of the structure is 62 m, the width 42 m and maximum height 15 m. The main load bearing elements of the structure are transversal restrained columns and truss roof beams. The roof beam for the main aisle is made up of tubes and arched. The lower and upper beams of roof beams for the extensions are straight. The distance between the main columns in 12 m. The purlins for the main aisle are truss structures with arched lower beam, the purlins for the extensions have straight lower beams of truss. There is a storey in the extensions. The structure of ceiling consists of girders and interlocked concrete plate in trapezoid metal plate. The structure is designed for the district of Brno. It is designed in accordance with the ČSN EN 1993 standard.
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13

Paďouk, Jaroslav. "Tepelně technické posouzení stavebních konstrukcí." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240372.

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This theoretical diploma thesis deals with „nearly zero energy buildings“. The aim of the thesis is to evaluate building constructions based on their impact on thermal requirements fulfilment and apply results of the evaluation on a design of a nearly zero energy building. The thesis describes individual factors impacting energy consumption of a nearly zero house building, evaluates individual types of insulations systems for roof constructions, analyses window details, foundation details and connection of roof and external wall or the floor structure and external wall. The basic criteria for the evaluation is the fulfilment of the thermal requirements as well as the costs of the construction itself and energy consumption for the individual construction or detail. The specialized part of the thesis deals with design and comparison of 2 types of timber roof truss systems, the purlin roof and the collar roof. The suitability of the roof systems for nearly zero energy building is evaluated as well. The result of he thesis is the proposal of solutions for the nearly zero energy building. The proposal consists of layout solutions, design of suitable construction system, load-bearing system including drawings. The output is also Energy Performance Certificate.
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14

Očadlík, Martin. "Výstavní pavilon." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265243.

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The aim of the final thesis was to design and check the steel loadbearing structure of the exhibition pavilon. The basis for the structural design was a specified building layout. The assessment of the structure was made according to valid czech and european standards, including the system of "Eurocodes". Construction is situated in Zlin. The rectangular plan of the building is 45,0 m wide and 48,0 m long. The peripheral field of the roof is flat, while the central field is designed as a barrel roof. Main truss was designed with 6,0 m centre to centre distance. Structural design of the main loadbearing elements was made by the Dlubal RFEM v.5.07 software. Selected structure elements, including joints and column anchors were verified manualy.
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15

Milich, Marek. "Sportovní hala v Jihlavě." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226641.

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The aim of this master´s thesis is design and statically examine a bearing structure of ice hockey stadium in Jihlava with axial ground area measuring 43x85 m. Design od structure was prepared in three variants. The core bearing structure composed of three-joint arched roof beam create timber and steel lower beam, or solid wood of glulam timber. The third variant was work out in detail. Scia Engineer 2013 software has been used to create a three-dimensional model for the purpose of dimensioning each member and global analysis. Results obtained from the computer analysis were taken and double-chcecked with a hand assessment of the structure elements.
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16

Mošaťová, Kristína. "Autosalon." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265501.

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This Diploma thesis deals with the solution of project documentation for the new Suzuki car showroom building. The proposed object is situated in region of Nitra in Topolcany district, located in suburb part of Topolcany town. The car showroom is designed as a building consisting from the car shop - showroom and the services for Suzuki automobiles. The car shop - showroom is designed as the operation for car sales and the administration part on the second floor. This part of the building is covered with warm flat roof. The second part of the object - Car service is a one-floor building covered with wood, truss purlin constructure in the shape of a saddle roof and in inclination of 9 degrees. The supporting construction of the building consist from cast-in-place reinforced concrete frame in the showroom part and from masonry system Ytong system in other parts of the building.
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17

Hatch, Gerald L. "Strength evaluation of strut-purlins." Thesis, This resource online, 1990. http://scholar.lib.vt.edu/theses/available/etd-05092009-040637/.

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18

Růžička, Tomáš. "Přepočet a variantní návrh ocelové konstrukce zastřešení zimního stadionu v Jihlavě." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265352.

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Object of this master thesis is the static verification and variant desing of roof structure of winter sport stadium in Jihlava city. The ground plan dimensions are 60 x 84 m The current structure is composite of truss main girders with parabolic lower chords, and purlins. Axial distances of main girders are 12m. Concrete columns are a support to main girders. The variant desing of roof uses truss girders and truss purlins. They are supported on existing concrete columns. All load bearing members of existing and new design structure have been evaluated according to actual normative rules. The static assessment of the existing structure is not satisfied from viewpoint of ultimate and serviceability limit states (in some elements). The static assessment of the new structure is satisfied from the viewpoint of both limit states.
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19

Sears, Jeffrey M. "Development of Prediction Methods for the Lateral Anchorage Requirements in Metal Building Roof Systems." Thesis, Virginia Tech, 2007. http://hdl.handle.net/10919/32382.

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Metal building roof systems with C- or Z-section purlins require restraint to resist lateral forces developed within the roof system under gravity loads. The currently available procedures for predicting these forces have been shown to be inaccurate for sloped roofs and difficult to apply to roof configurations with multiple points of anchorage. A new method has been developed that builds on the previous research and accurately addresses roof slope as well as the use of multiple anchorage devices of finite stiffness. The development of this method relied on a stiffness model, similar to that used by previous researchers, which was updated and calibrated to the results of recently completed tests. The calculation procedure explicitly addresses the location and stiffness of anchorage devices as well as the inherent stiffness of the purlin system to accurately distribute the anchorage forces.
Master of Science
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20

Trout, Alvin McKinley. "Further Study of the Gravity Loading Base Test Method." Thesis, Virginia Tech, 2000. http://hdl.handle.net/10919/35025.

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Presently, the industry accepted method for determining the positive moment strength of gravity loaded standing seam metal roof systems is the "Base Test Method". The Base Test Method provides a means for determining the positive moment strength of a multiple span, multiple purlin line standing seam roof system using the results from a set of six single span, simply supported, two-purlin line experimental tests. A set of six base tests must be conducted for each combination of purlin profile, deck panel profile, clip type, and intermediate bracing configuration. The primary objective of this study is to investigate the possibility of eliminating some of the roof system parameters specifically, clip type, purlin flange width, and roof panel thickness.

This study used the results from nine series of tests. Each series consists of 11 to 14 gravity loaded base tests. The first three series were used to examine the effects of clip type on the strength of standing seam roof system. The final six series was used to examine the effects of flange width and roof panel thickness. All nine series were constructed using Z-purlin sections with flanges facing the same direction (like orientation).

Based on the results of this study, clip type, purlin flange width, and roof panel thickness all have an effect on the strength of standing seam roof systems. Although none of the roof components can be completely eliminated from the required test matrix, by using trend relationships an acceptable test protocol was developed that results in a significant reduction in the number of required base tests.


Master of Science
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21

Navrátil, Ondřej. "Objekt pro administrativmí a logistické účely." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2012. http://www.nusl.cz/ntk/nusl-225455.

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Design of a steel supporting structure for one-storeyed hall based on ground plan of 60 x 80 m, clear height 10 m and total height 13,3 m. In the front part there is along the whole widht designed two-storeyed skeleton structure penetrating into the hall. From the second floor rods supported frontal part which exceeds ground plan by 2 m and on the right side is closed by pre-set cylindric structure with radius 8,6 m which covers the right frontal corner of building. The cylindric structure is around its perimeter distanced max 3,6 m from hall grand plan and is supported by posts. Both spaces had saddle roof with 8% slant, gutter edge in height 11,6 m, top line in height 12,8 m. Walls are around perimeter closed by horizontal atic in height of 13,3 m. Shape and dimensional design, load specification – stady, utility, climacic load. Calculation of imide forces and further static dimensioning of the main supporting elements and selected details. Elaboration of design documentation (dosposition, production drawing of the anchorage plan, details definited by project supervizor).
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22

Kubášková, Barbora. "Horský hotel v Beskydech." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226642.

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This thesis solves design of timber structure of mountain hotel in Beskydy. The hotel is two-storey building with residential attic and no cellar. The ground plan of the building is about 15x26 m and height of the building is 14,76 m. The type of roof timbers was chosen from two options. There was used structural timber of the strength class C24, glued laminated timber of the strength class GL24 and steel S235. Program Scia Engineer was used for the static analysis of the structure. There was made only linear calculation.
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23

Rückerová, Eva. "Víceúčelová hala v Holicích." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226912.

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Master´s thesis deals with the design and assessment of the roof construction of the multi-purpose hall in Holice. The other two dimensions of the hall are 28 x 45 m. Height of the hall is 11,28 m. Roofing is done in three variants. The final solution is processed for one presentation. The main supporting element is formed by cross-linking arc beam made of laminated wood. Girders are spaced 5 m and connected purlins. Stability of the construction by three field bracings. The cladding is a rafter, shuttering of OSB particle that carry the roof deck.
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24

Neduchal, Zbyněk. "Modernizace bytového domu Vlhká 22, Brno." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-410057.

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The diploma thesis processes project documentation in the stage of construction for modernization of an apartment house near the center on the street Vlhká 22 in Brno. The building is divided into four residential floors and nonresidential basement and attic. On the first floor there are two residential units and the other four residential units. The foundation structures are made of solid bricks. The vertical load-bearing and non-load-bearing structures are also made of solid bricks. Exceptionally drywall partitions. In the basement, the ceiling structures are made of brick barrel vaults, above the above-ground floors there are wooden beamed ceilings. The roof structure of the building is made of purlin system with standing stool and covering of ceramic roof tiles. Three additional housing units will be built in the attic. In the basement, the masonry will be undercut by a chain saw, partly by pressure grouting and partly by a new layer with a waterproofing layer. All wood-beamed ceilings will be replaced with prefabricated ceiling beams with aerated concrete inserts without overhead slab. The garden part of the building will be insulated with mineral wool. The roof structure will be constructed from the street side as a shed roof and in the garden part a flat roof with a gradient layer of expanded polystyrene thermal insulation and a waterproofing layer of thermoplastic poleolefin.
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25

Skala, Zdeněk. "Horský hotel." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226182.

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The building will be situated by the village Slupečná near the Lipno dam and located on the land that slopes to the south. It’s designed as a separately standing, four-storey. The technology of implementation is a brick. The construction system is designed as a longitudinal wall system stiffened in the transverse direction inner supporting walls. The concrete breeze blocks from the company BS Klatovy are used as main building material. Basic constructions are designed as planar and out of plain concrete and reinforced concrete. Stiff reinforced concrete prefabricated and prefamonolitic ceiling constructions from the company BS Klatovy are designed. Roofing is designed with tilt roof. The bearing construction is made up of purlin system of wood truss. Height of the roof ridge, including the covering is +13.650 m (considering relative height of 0.000). The height of the chimney head is +14.400 m. Profiled metal roof covering Lindab Goodlock is designed.
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26

Stehlíková, Iveta. "Zastřešení sportovního objektu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-391904.

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The goal of this diploma thesis is designed and reviewed the roof of the timber construction of sports structure, the span is 50 m and the length is 90 m. The design of the structure is located in Ústí nad Orlicí. The shape of the hall is arc sector. The structure is designed from glue laminated timber, solid timber and steel load bearing elements. The main load bearing elements are truss girders, which static function as two hinged arch. The stability of the girders is ensured by purlins, transverse stiffeners and longitudinal stiffeners. The stiffeners are situated in five fields. Front sides are made by girts and truss columns.
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27

Košík, Ondřej. "Železobetonová prefabrikovaná nosná konstrukce." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409795.

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The aim of the final thesis is to design and structural design report of selected elements of prefabricated storage hall. Processing of foundation drawing, element composition and for each designed element formwork drawing and reinforcement. It is a single-storey hall, where the main structural system consists of a transversal frame columns and prestressed girder. In this final thesis I designed and structural assessed prestressed girder, reinforced concrete purlin, roof bracing, column, grade beam and foundation pad. The calculation software Scia Engineer is used to calculate the effects of internal forces. The results are compared using a simplified method. The design and structural assessment are made according to valide standards. The designed construction complies with the limit state of ultimate and serviceability.
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28

Bulíček, Radek. "Přepočet a variantní návrh ocelové střešní konstrukce zimního stadiónu v Jihlavě." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226914.

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The aim of the thesis is the assessment of steel structure roofing winter stadium in Jihlava city and design of the variant solution of load bearing steel structure of the roof. The ground plan dimensions are 60 x 84 m The current structure is composite of truss main girders with parabolic lower chords, and purlins . Axial distances of main girders are 12 m and are supported on concrete columns. The alternative proposed solution uses arched truss main girders and truss purlins. They are supported on existing concrete columns. All load bearing members of existing and new design structure – main girders, purlins, roof bracing - have been evaluated according to actual normative rules. It is evident that the static assessment of the existing structure is satisfied from viewpoint of ultimate and serviceability limit states. The static assessment of the new structure is satisfied from the viewpoint of both limit states.
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29

Wawreczka, Karel. "Ocelová konstrukce výstavního pavilonu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-372019.

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The aim of diploma thesis is to design steel roof structure of minimum dimensions 45 m x 50 m and minimum height 12 m. The plan of the building design has dimensions of 52,14 m x 70, 00 m and height is 18,68 m. The roofing was design as 3D truss girders with two lower chords and one upper chord. The shape of 3D truss girder consists of three circular arcs of radius 69,88m, 12,43 m and 33,45 m. Between main girders is 3D bracing. The structure is pin-supported.
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30

Šašinka, Jakub. "Ocelová konstrukce vojenského muzea." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227198.

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The diploma thesis describes the design and assessment of steel structure of the roofing of the military museum in Králíky. The supporting structure of hall is 40.00 meters span. The total layout are 55.93 x 72.04 m, building height 11.43 m, 16.11 m pylon height. Main construction material is steel, grade S355, secondary constructions are made from steel grade S235, rods are made from steel grade S460. I did optimization of steel structure and chose the best option. For this option I made detailed structural analysis. It is prepared by static analysis of the main load-bearing parts of the structure, including joints and details. The supporting structure of hall consists in the transverse direction from the curved spatial lattice structure made of steel circular tubes which hang on rods on a sloped pylon. Part of the report is open-air roofing.
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31

Briheim, Ludvig, and Dennis Ståhl. "Researching and Developing Universal Gas Purging Solutions." Thesis, KTH, Maskinkonstruktion (Avd.), 2020. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-276080.

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In the welding of more sensitive metals such as stainless steel, titanium and some specific nickel alloys, the presence and application of a protective gas is essential. Without the use of a nonreactive shielding gas, defects occur in or adjacent to the weld joint, which vary from light discoloration of the weld bead to the direct onset and propagation of cracks. The supply of shielding gas is usually via the welding tool. Unfortunately, when it comes to welding pipes, the problem arises when the root bead comes into contact with the oxygen present within the pipe. Since the shielding gas supplied from the welding tool has no possibility of penetrating into the pipe and protecting the melt from the oxygen, the result consequence will be defects in the weld bead. To prevent this from happening, the pipes are sealed before welding and the oxygen in the pipe is purged and replaced with protective gas. Due to the fact that pipe welding operations concern a vast spectrum of pipe dimensions, complications arise for the welding operator as the solutions available have a low degree of adaptability. Thus, the purpose of this project is to investigate the possibility of designing and developing a new method of supplying root gas protection that can be adapted to several pipe diameters. Field studies at welding companies resulted in the clarification of which diameter spans the root gas protection solution should comply with, the pipe diameter span to cater for was identified as 25-100 mm in diameter. Requests were also made regarding the robustness of the product, with expressed desire for the product to withstand the strenuous working environment often encountered during welding operations. Solution proposals were produced which later developed into six separate concepts. From these six concepts, one was selected as the foremost solution and further developed for construction. The concept was sketched out and reproduced using CAD and a model was made using 3D printers. The model showed a need for modifications as it was not of a sufficiently adaptable nature. A modified model was thus developed and manufactured using a 3D printer, this modified model showed better results of adaptation to different pipe diameters. Furthermore, a flow analysis of the gas as it enters via the root gas plug and into the pipe was conducted, to verify total distribution of the gas within the pipe. The material with which to construct the concept with will be silicone infused with additives to make it more heat resistant and more resistant to wear. However, the exact mixture of silicone and additives in question was not available for this project but is something that is intended for future work. The concept meets the specified requirements of being applicable to multiple pipe diameters, more specifically so meeting the wishes of those active within the industry, covering a pipe span of 25- 100 mm.
Vid svetsning av mer känsliga metaller såsom rostfritt stål, titan och vissa specifika nickellegeringar är närvaron och tillämpningen av en skyddsgas väsentligt. Utan nyttjandet av en icke reaktiv skyddsgas uppkommer defekter i eller intill svetsfogen, vilka varierar från lätta missfärgningar av svetssträngen till den direkta uppkomsten och propageringen av sprickor. Tillförseln av skyddsgas sker vanligtvis via svetsverktyget. När det kommer till svetsning av rör uppstår dessvärre problemet att rotsträngen kommer i kontakt med syret som finns på insidan av röret. Eftersom att den skyddsgas som tillförs från svetsverktyget inte har någon möjlighet att tränga sig in i röret och skydda smältan från syret kommer det resultera i en svetssträng med defekter. För att förhindra detta från att ske tätas rören innan svetsning och syret i röret ersätts med skyddsgas. Eftersom att de rör som skall sammanfogas förekommer i flera dimensioner uppstår komplikationer för svetsoperatören ty de lösningar som finns tillgängliga har låg anpassningsgrad. Därmed är syftet med detta projekt att undersöka möjligheten att designa och utveckla ett nytt rotgasskydd som kan anpassas till flera diametrar. Fältstudier hos svetsföretag resulterade i ett tydligt spann för vilka diametrar som bör tillgodoses med sagda rotgasskydd, detta spann av rördiametrar var 25-100 mm. Det uppgavs även önskemål om säkerställning av att produkterna är robusta nog att klara den påfrestande arbetsmiljö som ofta förekommer vid svetsning. Lösningsförslag lades fram vilket senare utvecklades till sex separata koncept. Från dessa sex koncept utsågs en som den främsta lösningen och togs vidare till konstruktion. Konceptet skissades upp i CAD och en modell gjordes i 3D-skrivare. Modellen visade upp behov på modifieringar då den inte var av tillräckligt anpassningsbar karaktär. En modifierad modell togs därmed fram och tillverkades i en 3D-skrivare, denna modifierade modell visade bättre prov på anpassning till olika  rördiametrar. Vidare gjordes en flödesanalys av gasen då den färdas in via rotgaspluggen, vilket visade att gasen fyller röret som önskat. Materialet som konceptet kommer tillverkas i är silikon med tillförda additiv för att göra det mer värmebeständigt och mer resistent mot slitage. Den exakta blandningen av silikon och additiv i fråga var dock inte tillgängliga till detta projekt utan är något som får gå till vidare arbete. Konceptet uppfyller kraven på anpassning till flera rördiametrar och möter mer specifikt även önskemålet från branschaktiva med dess spann på 25-100 mm.
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32

Kopecký, Ladislav. "Ocelová konstrukce průmyslové budovy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240169.

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Industrial hall with storage outbuilding. The length of the hall is 72 meters and width of 30 meters. The main hall has a span 24 meters and the outbuilding has a span 6m. The distance between primary steel frame is 6 meters. The height of the main hall is 10.7 meters and a height of outbuilding is 13.0 metres. The roof is flat with roof slope of 3.5% the main hall and 8.75% outbuilding. The structural system of the hall's bar structure. Primary steel frame is designed as a steel frame rafter with eaves haunch. In the roof structure are designed purlins. The stability of the structure is secured by roof braces and longitudinal braces. The hall is pin-supported on the foundation pad. The hall is clad wall and roof panels PUR. Main hall is equipped with a bridge crane with capacity of 8 tons.
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33

Myška, Jan. "Sportovní a kulturní areál, Otradov." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240083.

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The subject of this diploma thesis is the preparation of project documentation for the implementation of new sports and cultural centre Otradov. The dominant feature of the complex objects stands and multipurpose hall. The building is architecturally designed with an effort to fit in too much of rural architecture. Multipurpose hall has two floors, one third roofed flat roof, two-thirds of the roof ridge. The core system is aerated concrete blocks. The building is two-storey grandstand with the carrier deck. Roofing is solved by means of broken wooden beams. Sanitary facilities is dealt wall system and roofed shed roof. Athletics track, the surface of the polyurethane mixture designed for sports.
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34

Zálešák, Roman. "Rodinné vinařství VILARO, Velké Bílovice." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265592.

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This thesis describes the design of a project Family Winery VILARO in Velké Bílovice. It consists of two objects. The first is a guesthouse with a restaurant and the second is a production building with a tasting room. The guesthouse is submitted in the stage of building design. Production facility, a winery, is discussed further as the implementation project. The winery is located in a slightly sloped terrain. It has one partially cellared ground floor. The roof is atypical, one part is sloped triple-coated shed roof, second part is flat with stabilizing layer. The support systém mainly consists of brick blocks, ferroconcrete walls, ferroconcrete boards, ferroconcrete beam ceiling and prestressed concrete ceiling panels Spiroll. The project assumes using of typical building materials.
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35

Labuda, Ondřej. "Zastřešení trojlodního sportovního objektu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226909.

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The theme of the master’s thesis is to design wooden roof structure three-aisled building in Brno. The proposal is developed up according to standards ČSN EN. The thesis solves the static effect of the wooden structure, design of parts, and materials design. Plan dimensions are 51x14m, maximal height is 11,9m. The structure is designed for ultimate limit states and serviceability. The supporting structure is designed as solid wooden arched trusses frames's connection to the wooden pole. The thesis solve also details and solution design.
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