Z and C - sections ZED PURLIN SYSTEMS. Design tables according to Eurocodes. For secondary steel structures. Large range of. Z and C - sections

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1 ZED PURLIN SYSTEMS Large range of Z and C - sections System solution Purlins and side rails Eaves beams Floor beams Framing Easy design in software MetSPEC 12 Z and C - sections For secondary steel structures Design tables according to Eurocodes voestalpine PROFILFORM s.r.o.

2 Structural systems METSEC a name you can trust and which is a synonym for the efficient solution of secondary steel structures of hall constructions. Our existing results include thousands of successful deliveries of purlin systems for halls of various uses and with the size ranging from several hundred square meters to huge logistic and shopping centres. There were photographs and material provided by the companies PKD, Warex and Ikon used in the catalogue.

3 Contents Introduction and components 4 Investment in the quality and services 4 natomy of frame structure with METSEC systems 6 7 Z - sections 8 C - sections 9 Purlin systems 10 Z - sections / purlins structural systems Z - sections / purlin system Butt 12 Z - sections / purlin system Sleeved Z - sections / purlin system H.E.B Z - sections / purlin system Metlap Supports / wire diagonal ties and eaves braces For length of roof slope up to 20 m Supports / wire diagonal ties and eaves braces For length of roof slope up to more than 20 m Cantilever / overlap 25 Cleader angle & frame struts 26 Eaves beam 28 Eaves beams sizes and cross-section characteristic Eaves beams detail of eavesthrough 30 Eaves beams column tie beams 31 Side rail systems 32 Z a C - sections / side rails structural systems 33 C - sections / side rails system Butt 34 Z - sections / side rails system Butt 35 C - sections / side rails system Sleeved Z - sections / side rails system Sleeved Systems of side rails support ttic frame 45 Window trimmers 46 Doorposts 47 ccessory components 48 Gable posts 48 Wind bracing components 49 Cleats and trimmer cleats 50 Design tables 51 Introduction 51 Purlins / Z - sections system Sleeved Purlins / Z - sections system H.E.B Purlins / Z - sections system Metlap Purlins / Z - sections system Butt Side rails / Z and C - sections system Sleeved Side rails / Z and C - sections system Butt Component weight 69 Floor beams System for floor beams Sizes, punching and cross-section characteristic 71 Frame design 72 Version inserted/oversail 73 ccessory cleats 74 ccessory bars 75 Light version of the celling construction 76 Heavy version of the celling construction 77 Floor beams design simply supported beam 78 Software 80 Production detailing in programme TEKL 80 dvance Steel 81 Design software MetSPEC 82

4 Introduction and components Investment in quality and services Company METSEC systems Voestalpine PROFILFORM s.r.o., producer of the METSEC system is a part of Metal Forming division of the voestalpine corporation the largest world producer of cold-rolled sections producing more than tons of these section a year. Voestalpine PROFILFORM s.r.o. belongs among the leading producers of thin-walled cold-rolled sections in the Czech Republic. It supplies the purlin systems METSEC on the markets in the Central Europe and Russia. These systems are used as secondary steel frames in the hall constructions. We focus on the precise production with technical support and supplies "in time". Our objective is to provide an excellent service and quality product, which offers an efficient solution of hall frames to the customers. - Purlin systems METSEC The system offers a wide range of Z - section design for the provision of optimum structural solutions of modern roof frames. - Side rails systems METSEC The system offers a wide range of C or Z - sections designed for the provision of optimum structural solutions of modern wall frames. - Floor beams METSEC The system offers a wide range of C - sections designed for easy and fast structural solution of hall ceiling buildings. 4

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6 Introduction and components natomy of frame structure with METSEC systems ttic pillar from C - section page 45 Cleader angle page 26 Eaves beam page 28 Floor beams page Door posts from C - section page 47 6

7 Introduction and components METSEC systems are the most used systems for purlins and side rails in the Czech Republic. Upper attic side rail page 45 Purlin systems Eaves beams Side rails systems ccessory components Design tables Floor beams 79 Tie beam of frame corner page 31 Wire diagonal tie / strut between purlins page 20 Trimmers from C - sections Eaves brace page 30 Z - Purlin page 10 Window trimmer cross bars from C - sections page 46 Side rails support page 40 Side rails page 33 7

8 Introduction and components E Lt Z - sections Sizes and cross-section characteristic Reference of Z - Section Reference of the height of Z - Section 232 mm and thickness 1.8 mm = 232 Z 18. First three characters designate the section height in millimetres (i.e. 232 is equal to height 232 mm). The fourth character designates the section type (Z for Z - section). Last two characters designate the section thickness (18 is equal 1.8 mm). Holes design Holes in the web of 18 mm diameter are transversely located on standard axes see figure. Holes in flanges of 14 mm diameter are transversely located in the half of the flange size. Longitudinal position of holes is carried out in compliance with customer requirements. Lb X t Cy Y Y F X Cx HEIGHT Reference of sleeves The designation of sleeves is the same as of purlins with the following extension: S for standard sleeves S 232 Z 18, HS for sleeves of next-to-last frames in the system H.E.B HS 232 Z 18. Section height Lt mm Lb mm E mm F mm ll the METSEC Z and C - sections are made of hot-dip galvanised steel S450GD + Z275 with the minimum strength at yield point 450 MPa. 8 Z - Sections / cross-section characteristic of the full cross section Section reference Weight kg/m rea cm 2 Height mm Upper flange Lower flange t mm Ixx cm 4 Iyy cm Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Note: capacity moments Mcx, Mcy are specified for the efficient cross section. Wxx cm 3 Wyy cm 3 Ixx cm Iyy cm Cx cm Cy cm Mcx knm Mcy knm

9 Introduction and components C - sections Sizes and cross-section characteristic Y L Reference of C - sections Reference of the height of C - Section 232 mm and thickness 1.8 mm = 232 C 18. First three characters designate the section height in millimetres (i.e. 232 is equal to height 232 mm). The fourth character designates the section type (C for C - section). Last two characters designate the section thickness (18 is equal 1.8 mm). Holes design Holes in the web of 18 mm diameter are transversely located on standard axes see figure. Holes in flanges of 14 mm diameter are transversely located in the half of the flange size. Longitudinal position of holes is carried out in compliance with customer requirements. HEIGHT X Cy Y B t X L Cx D 2 Reference of sleeves See pages 36 37, where the designation and weights of C sleeves are mentioned. Section height mm L mm , , ll the METSEC Z and C - sections are made of hot-dip galvanised steel S450GD + Z275 with the minimum strength at yield point 450 MPa. C - Sections / cross-section characteristic of the full cross section Section reference Weight kg/m rea cm 2 Height mm Flange mm t mm Ixx cm C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C Note: capacity moments Mcx, Mcy are specified for the efficient cross section. Iyy cm 4 Wxx cm 3 Wyy cm 3 Ixx cm Iyy cm Cy cm Mcx knm Mcy knm 9

10 Purlin systems Z - sections / purlins Structural systems System H.E.B. single span lengths For the buildings with five or more s. The maximum purlin span is up to 15.0 meters. Stronger purlins are placed in outer s and weaker ones in inner s. The purlin joints on the next-to-last frames are reinforced by the sleeves of the same section as the purlins of outer s and they are longer than standard sleeves. ll the joints of inner purlins are reinforced by standard sleeves of the same section as the purlins of the inner. CONTINUOUS BEM Design tables Details Figure 1: minimum of 5 s, purlin span up to 15 m System H.E.B double span lengths See mentioned above: purlins of inner s are in double span lengths in the maximum version of length of 15 meters. CONTINUOUS BEM Design tables Details Figure 2: minimum of 5 s, purlin span up to 7.5 m System Sleeved single span lengths For the buildings with two or more s where it is not possible to use the H.E.B. system. The maximum purlin span is 15 meters. Standard sleeves reinforce the purlin connections on inner joints to frames and on each joint on the next-to-last frame. CONTINUOUS BEM Design tables Details Figure 3: minimum of 2 s, purlin span 15 m The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). 10

11 Purlin systems Z - sections / purlins Structural systems System Sleeved double span lengths CONTINUOUS BEM See System Sleeved but the standard sleeves reinforce all the purlin connections (at next-to-last frames and inner frames also). Maximum length can be up to 15 meters. Figure 4: minimum of 4 s, purlin span up to 7.5 m Design tables Details System Metlap CONTINUOUS BEM For the buildings with four or more s. The maximum purlin span is up to 14.5 meters. Stronger purlins are placed in outer s and weaker purlins in inner s. The continuity of purlins is secured by the section overlap in the place where they are connected to frames. Figure 5: minimum of 4 s, purlin span up to 14.5 m Design tables Details System Butt SIMPLY SUPPORTED BEM This system is used for single s and it can be used as inserted between the frames or oversail above the frames. Figure 6: minimum of 1 by, purlin span up to 12 m Design tables Details 12 The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). 11

12 Purlin systems Z - sections / purlin system Butt rrangement and details Roof purlins designed as simply supported beams are suitable for buildings with one or more s up to 25 of pitch (included). The Butt system offers a simple connection to structural frames and it is intended for smaller buildings, short or uneven spans or for frames with small load. The Butt system is designed for the span up to 12 meters depending on the load and type of cladding securing the necessary reinforcement through its connection to the purlin (according to producer s requirements). This system can be combined with other systems described in this publication or as an independent system. The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). Figure 7: P1 and P1x (opposite side) P2 Total length Total length C B H C L C L C L Single span arrangement Holes in web are of 18 mm diameter. * lternatively executed holes for the placement of reinforcements. Figure 8: typical single arrangement depicting the purlin placement Design tables B C H

13 Purlin systems 13

14 Purlin systems Z - sections / purlin system Sleeved rrangement and details for 2 and more s Roof purlins designed as continuous beams are suitable for buildings with two or more s up to 25 of pitch (included). The Sleeved system optimises the use of beams by inserting the sleeves in all the connections on the next-to-last frames and alternate sleeves in inner frames. The Sleeved system can be used for the purlin span up to 15 meters depending on the load and on the precondition that the cladding secures the sufficient stiffness of purlins by its connection (according to producer s instructions). The sleeve must be turned so as to be able to insert it in the purlin. Information about the detail of the connection is on the page 50. The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). Design tables More information about the connection detail is on the page

15 Purlin systems General structural details Figure 9: P1 and P1x (opposite side) P4 and P4x (opposite side) Variable overhang Total length xial distance of frames 33 xial distance of frames 33 Wide flange D D Wide flange * * C B Narrow flange C F Figure 10: P2 32 E D D 32 G C E Connection of sleeve to beams: - 8 screws for sections 232 and higher - 6 screws for sections xial distance of frames xial distance of frames 3 32 D D D Wide flange Wide flange * * Narrow flange Narrow flange G Figure 11: P3 xial distance of frames 3 32 D Wide flange 3 3 Narrow flange Narrow flange G G * Wide flange G Holes in webs have a diameter 18 mm. * lternatively executed holes for the placement of reinforcements. B C D E F G Single span arrangement ll the connections on the next-to-last frames are reinforced by the sleeve. Connections on inner frames are reinforced by alternate sleeves. Design tables Double span arrangement The purlins of end s are single ones and the purlins of inner s are two ones. Maximum distance between the frames is 7.5 meters. The maximum section length is 15 meters. Please pay attention to the manipulation with longer lengths. The sleeves must be placed in all the purlin connections. Figure 12: typical single span arrangement depicting the placement of purlins and sleeves Figure 13: typical double span arrangement depicting the placement of purlins and sleeves 15

16 Purlin systems Z - sections / purlin system H.E.B. rrangement and details for five and more s The purlin system of continuous beams H.E.B. provides, in most cases, the most economic solution using the advantages of sleeve systems highlighted by the use of weaker purlins in inner s. This system uses the span of purlins up to 15 meter depending on the load in effect on the precondition that the cladding provides sufficient stiffness to purlins (according to producer s instruction) by its connection. The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). rrangement of purlins and sleeves More information about the connection detail is on the page 50. The figures 14 and 15 (bellow) show that the purlins of end s (P1 and P1x) and sleeves in the next-to-last s are of a same section stronger than purlins and sleeves in inner s (P2, P3, P5, P5x, P6 and P6x). Single and two arrangements are depicted in figures. Návrhové tabulky Note: Sleeves must reinforce all the mutual joints of purlins. Figure 14: double span lengths arrangement of purlins and sleeves Pay attention to the manipulation with long sections. The maximum length of one section is 15 meters. Figure 15: single span lengths arrangement of purlins and sleeves 16

17 Purlin systems General structural details Figure 16: P1 and P1x (opposite side) P4 a P4x (opposite side) Variable overhang Total length xial distance of frames 33 xial distance of frames 33 Wide flange H H Wide flange D D Wide flange C B * * C F Figure 17: P6 a P6x (opposite side) C E 32 Narrow flange H H 32 J E 32 Narrow flange D D 32 G Connection of the sleeve to beams: - 8 screws for sections 232 and higher - 6 screws for sections xial distance of frames xial distance of frames 3 32 H Wide flange Wide flange D D Wide flange * * Narrow flange Narrow flange J G Figure 18: P2 xial distance of frames xial distance of frames 3 32 D Wide flange Wide flange D D Wide flange * * Narrow flange Narrow flange G Figure 19: P3 xial distance of frames G 3 32 D Wide flange 3 3 Wide flange Narrow flange * Narrow flange Holes in webs have a diameter 18 mm. * lternatively executed holes for the placement of bracings. B C D E F G H J G G Design tables

18 Purlin systems Z - sections / purlin system Metlap rrangement and details for four and more s The purlin system of continuous beams Metlap provides an efficient solution for purlins of large span (more than 10 meters) or in the case of heavy load. The system Metlap uses the advantages of the continuous beam highlighted by placing the stronger sections in outer s and weaker sections in inner s. The system Metlap is used up to the span of 14.5 meters depending on the load in effect and on the precondition that the cladding provides sufficient stiffness to purlins (according to producer s instruction, however, the maximum centres of the connecting screw is 600 mm) by its connection. The purlins must be alternatively turned in order to create the connections with overlaps. The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). Single span arrangement More information about the connection detail is on the page 50. Figure 20 shows the structural arrangement of purlins in the Metlap system. Stronger purlins with larger overlaps are placed in end s; weaker purlins with shorter overlaps are in inner s. Design tables Figure 20: single span lengths arrangement 18

19 Purlin systems General structural details Figure 21: position P2 and P2x xial distance of frames xial distance of frames xial distance of frames Variable overhang Total length Narrow flange Narrow flange D B C Figure 22: position P1, P1x and P3 C B D 32 E F E E 32 Wide flange C B D Wide flange 32 E E 32 B G Total length Total length Holes in webs have a diameter 18 mm. METLP System Sizes mm B C D G Purlin span m Overlap E mm Overlap F mm Up to > > > > > > > > > >

20 Purlin systems Sag bars / sag rods and eaves braces For the pitch length up to 20 meters Sag bars and sag rods METSEC are designed for securing of purlins against twisting due to wind suction and providing sufficient stiffness when installing the cladding. Sag rods of 16 mm diameter are used for sections 122, 142, 172, 202, 232 and 262. nti sag bars mm are used for sections 302 and 342. On roofs with pitch larger than 25 or with the purlin span larger than 2.4 meters, the anti sag bars mm must be always used for all the section lines. If the bars or rods are not proposed, temporary reinforcements can be required during the cladding installation. t any time when wire diagonal ties are used, eaves angles shall be used as it is shown in Figure 24. pex angles pex angle from the angle mm must be used in the case of sections 302 and 342 or at the roof with pitch larger than 25. In all the other cases, in which the rods system is required, apex ties of 16 mm diameter must be used see Figure 25 and 26. ll the eaves bars are made from the angle mm. For the roof with pitch larger than 25 use the program MetSPEC for the design of purlins and reinforcement components. Figure 23: version without sag rods Figure 24: version with sag rods Figure 25: purlin anti sag rods of 16 mm diameter for lines 142, 172, 202, 232, 262 Purlin center Diameter 16 mm Figure 26: apex tie of 16 mm diameter Figure 27: apex angle from angle

21 Purlin systems Figure 28: eaves bar for sections of line 142, 172, 202, 232, Section B B 28 Purlin span 28 ll the holes have diameter 18 mm for screws M 16. Static tables on pages state minimum requirements for reinforcement of individual systems. However, it is recommended to always observe the principles 28 of minimum span without angles mentioned in tables on page 22. Figure 29a: anti sag bars for sections of line 302 and 342. For other section lines in the case that the non-restraint cladding is used. Figure 29b: HCS bar for sections 402 and centres bigger than 2.4 m Standard axes for the location of holes on purlins

22 Purlin systems Sag bars / sag rods and eaves braces For the slope length larger than 20 meters Roof slope, length > 20 m The recommended restraint version for the lengths of roof slope larger than 20 meters is in the figures (for the roof slope length shorter than 20 meters, it is not necessary to use wire diagonal ties). If it is not necessary to use supports or ties due to stabilisation of purlins against wind suction loads, we always recommend using the apex angles and eaves brace so that the installation is easier. In some cases, it might be necessary to use temporary ties or supports. Details mentioned on these pages assume that the adequate reinforcement of purlins is secured by the cladding fastened to purlins according to the requirements of the producer of cladding and at the same time in such manner that the maximum centres of connecting screws are 600 mm. In the zones with high local wind load, additional fastening components can be required. Note: The mentioned reinforcements can be used even due to static design of eaves beams. Figure 30: roof plan with one line of rods/bars Maximum span of purlins without supports for the systems Sleeved, Metlap, Butt and end s of the system H.E.B. 20 m max 20 m max nti sag rods 16 mm Section depth Purlin span m / / Detail 1 Eaves beam span ll the wire diagonal ties must be fastened to the bottom hole in the cleat connecting the purlin to the frame. Detail 1 Eaves brace WDT wire diagonal ties Eaves beam Eaves brace Maximum purlin span for inner s of the system H.E.B. Section depth Purlin span m / / Upper rim of the purlin 22

23 nti-sags nti-sags Purlin systems 20 m max 20 m max Figure 31: roof plan 2 lines of bars/rods 20 m max 20 m max Figure 32: roof plan 3 lines of bars/rods 20 m max m max nti sag rods 16 mm nti sag rods 16 mm 20 m max 20 m max Eaves brace Eaves brace WDT wire diagonal tie WDT wire diagonal tie Eaves beam Eaves beam Eaves brace Eaves brace Detail 2 Detail 3 Eaves beam span Detail 2 Eaves beam span ll the wire diagonal ties must be fastened to the bottom hole in the cleat connecting the purlin to the frame. Detail 3 Upper rim of the purlin Upper rim of the purlin 23

24 Purlin systems Sag bars / sag rods and eaves braces Non-restraint cladding If cladding, which is not fastened to purlins according to the requirements on the pages 22 23, is used or if cladding, which does not provide sufficient reinforcement of purlins is used, it is necessary to design a reinforcement system, which will secure the purlin stiffness against the deviation. If you design purlins in the programme MetSPEC, you will automatically get the number of supports necessary for securing the purlin stiffness. Support from angle mm Roof pitch > 25 The reinforcement effect of the cladding is considered sufficient for the roof pitch up to 25. The purlins with the roof pitch larger than 25 are designed for the load affecting in two directions. When designing the purlins in the programme MetSPEC, you will simply define the required amount of angles for each case. Mono pitch roofs with pitch < 25 When solving the mono pitch roofs, the eaves angles with wire diagonal ties are always used as it is depicted on pages (Figure 30 31). If the purlin stiffness is secured in another manner, it is of course possible to leave the eaves angles and diagonal ties. Requirements for bracings Component Duo pitch roof 25 Slope length 20 m > 20 m WDT Every 20 m Mono pitch roof 25 Roof pitch > 25 Non-restraint cladding ll roof pitches ll roof pitches ll roof pitches Every 20 m Eaves brace nti sag rod 16 mm * * * pex angle of rod of 16 mm diameter nti sag bar mm pex angle from angle mm * They can be required due to the wind suction or installation see recommendation on page

25 Purlin systems Cantilever / overlap Roof purlin Cleader angle Ceiling cladding Roof cladding Cleader angle Frame rafter Pillar Wall cladding Execution The figure 33 shows the recommended execution the purlin of the outer is overlapped across the gable wall in necessary length. The sufficient cantilever stiffness is secured by cladding or optional restraint. Deflection criteria The roof purlins designed in the compliance with this technical manual must meet the minimum criterion for the span deflection L/180. The final deflection of the cantilever should be compatible with this criterion and therefore, we recommend that the cantilever is maximum of 28 % of the purlin span. Figure 33: typical detail of cantilever Cantilever restraint It is recommended for cantilevers that their ends are connected with reinforcement elements (for example an angle mm) because of the increase of stiffness and stability at twisting. n example of such detail in in Figure 33. The angle fastened to the upper and bottom rim of the section provides sufficient reinforcement and it also allows for the easy connection of the cladding. These angles should be connected at the top due to the prevention of the deflection on the roof pitch. Mono pitch roofs and roofs with pitch > 25 We recommend using diagonal ties in order to create the restraint. Of course, you can use another manner of reinforcement. 25

26 Purlin systems Cleader angles & rafter stays Cleader angles Cleader angles are made of hot-dip galvanised steel. They are used for the fixation of the cladding to purlins (for example at gable wall or hipped end). There are two cleat sections available mm = 1.37 kg/m mm = 4.30 kg/m Max. length = 7.50 m We recommend to use the angle mm for purlin centres up to 1.8 meters. There is an angle mm for larger spans. Figures show the manner of using and connecting cleader angles. With regards to the angle thicknesses, we recommend to connect them by overlaps of the length of minimum 28 mm (see Figure 36). Figure 36: connecting of cleader angles The angles can be fixed to the upper or bottom rim of the section see Figure 37. CL CL C L = = = = Figure 34: fixation of stays in the case of higher section of the frame rafter Figure 37: connecting the cleader angles Figure 35: fixation of stays into holes for sleeves Rafter stays Where the static design of steel frames requires the use of stays, it is possible to add holes to purlins according to individual requirements. The ideal pitch of frame supports is 45. Where it is possible, the holes for fixation of sleeves or purlin overlaps can be used for the fixation of supports. We supply stays made of an angle mm. In the case of higher sections of the frame rafter or truss tie beams, a stronger section of the rafter stays must be used. It is possible to define the support section through the programme MetSPEC. The size were designed so as the holes for sleeves can be used. 26

27 Purlin systems 27

28 Eaves beams Eaves beams Sizes and cross-section characteristic ngle 0 25 in 5 steps Eaves beams METSEC are sections designed so as they can be used as an eaves purlin, eaves side rail or beam bearing the gutter. D L Design Eaves beams are designed as simply supported up to the span of 15 meters depending on the load in effect. The design tables in this manual are intended for basic designs only and they do not contain all the conditions. We recommend using the programme MetSPEC for the design of eaves beams. Height C ll the holes have 18 mm for the use of screws M16 Specification Eaves beams are made of hot-dip galvanised steel of S450GD + Z275 quality. B t L Load bearing capacity It is specified for simply supported beam. The holes in eaves beams can be in a standard or counterformed version. Note: The requirements for stiffening are on pages Cy F/2 Diameter of holes is 18 mm. F Figure 38: options of holes executions Nominal sizes and cross-section characteristic of the full cross section Section reference Weight kg/m Surface cm 2 Height mm Flange F mm L mm t mm Dim B mm Dim C mm Dim D mm Ixx cm 4 lyy cm 4 Wxx cm 3 Wyy cm 3 Ixx cm Iyy cm Cy cm Q Mcx knm Mcy knm 1 E E E E E E E Note: capacity moments Mcx and Mcy are specified for the efficient cross section. 28

29 Eaves beams Figure 39: view from the direction Eaves beam Details of connection Eaves beams METSEC are designed so that they can provide easy connection of the cladding by the counterformed holes filled with screws M16 with countersunk head. Due to these reasons, it is necessary to use the packing plate as shown in the Figure 39. Packing plate Reinforcement angle reference EBS. 1 EBS. 230 EBS. 2 EBS. 330 Side rails supports Eaves bracing 18 mm Note: When using the eaves reinforcements, it is necessary EBS. 1 to shorten the EBS. reinforcement 230 by 6 mm. The packing plate is used at counterformed EBS. 2 holes only. EBS. 330 Use of reinforcement angles If you use side rail supports and hange them into the eaves beam (see page 41), the connection must be reinforced by so-called reinforcement angle and the length of the eaves reinforcements must be shortened by another 6 mm EBS. 1 EBS. 1 EBS. (thickness of the reinforcement angle). EBS. 230 EBS EBS. 2 EBS EBS. 330 EBS x 24 mm 18 mm 18 x 24 mm 32 Manners of fixating the eaves beams to frames Figure 40: cladding fitting to the column rim Total length of the eaves beam = pillar centres Column width 20 mm (10 mm from each end) = = 32 = = Figure 41: packing plate, material: galvanised steel plate 6 mm thick Centres = see table Holes = = of diameter 36 mm = = Length 30 = see table Figure 42: oversail cladding Total length of the eaves beam = column centres 6 mm (3 mm from each side) Cleat (not supplied by METSEC) is screwed to or welded to the column Reference Section Centres Length number depth mm PP PP 2 172/ PP PP 4 PP 5 232/ / PP PP 7 342/

30 Eaves beams Eaves beams Gutter detail Design of eaves beams and purlins will be made with the help of design tables on the page or by the design programme MetSPEC. The use of eaves reinforcements is necessary due to the fixation of the eaves beam when there is a wind stress and twisting coming from the gutter load. It is assumed that the upper pressed flange of the eaves beam is stabilised by the cladding. The examples of the eaves beam reinforcement are in Figure If necessary, non-standard eaves reinforcement can be used so that it complies with individual requirements. It is substantial to use the screwed connections in the web for the fixation of the eaves beam to columns. Pillar tie beams Figure 43: detail of fixation of gutter to the column Figure 44: detail of eaves beam reinforcement Figure 45: detail of fixation of eaves beam to the column Figure 46: detail of eaves beam reinforcement 30

31 Eaves beams Eaves beams Column tie beams Column tie beams made of C - sections METSEC offer an efficient solution starting with their purchase and ending with the installation on site. They are supplied as individual components and they are connected into one component on the installation site. They provide extreme performance due to their weight. Design of column tie beams from C - sections can be made in the programme MetSPEC. Figure 47: version of column tie beam at attic Column tie beams Figure 48: version of column tie beam at central gutter Figure 49: details of fixation of column tie beam 31

32 Side rails systems Side rails systems Side rails systems METSEC are designed so as to create a reliable and efficient frame for various types of cladding according to the requirements placed on them. 32

33 Side rails systems Z and C - sections / side rails Structural systems System Butt SIMPLY SUPPORTED BEM This system can be used for a single in the oversail or inserted version. Load tables Details of C - sections 34 Details of Z - sections 35 Figure 50: minimum 1, maximum frame span is 15 m System Sleeved single span lengths CONTINUOUS BEM The sleeves reinforce every connection on the next-to-last frames. They are alternately placed on inner frames. Load tables Details of C - sections Details of Z - sections Figure 51: minimum 2 s, maximum frame span is 15 m System Sleeved double span lengths CONTINUOUS BEM The sleeves reinforce every connection on the next-to-last frames. They are alternately placed on inner frames see figure. Load tables Details C - sections Details Z - sections Figure 52: minimum 4 s, maximum frame span is 7.5 m 33

34 Side rails systems C - sections / side rails systems Butt rrangement and details The side rails system of simply supported beams Butt of C - sections is suitable for buildings with one or more s. This system offers simple fixation to bearing frames by the cleats. It is intended for smaller buildings, short or uneven spans or for small loads. This system can be used independently or in the combination with other systems described in this publication. This system can be used for the span up to 15 meters depending on the load in effect. It is assumed that the cladding secures the stiffness of sections against the deviation. Details of cleats see page 50. The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). Single span arrangement R1 R1X R1 R1X R1 R1 R1 R1X R1X R1X Holes in web are of 18 mm diameter. R1 R1 R1X R1X B C H Figure 53: R1 and R1X (opposite side) Total length Total length C B H CL CL CL Design tables

35 Side rails systems Z - sections / side rails system Butt rrangement and details The side rails system of simply supported beams Butt of Z - sections is suitable for buildings with one or more s. This system offers simple fixation to bearing frames by the cleats. It is intended for smaller buildings, short or uneven spans or for small loads. This system can be used independently or in the combination with other systems described in this publication. This system can be used for the span up to 15 meters depending on load in effect. It is assumed that the cladding secures the stiffness of sections against the deviation. Details of cleats see page 50. The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). Single span arrangement R1 R1X R1 R1 R1 R1 R1X R1X R1X R1X Holes in web are of 18 mm diameter. R1 R1 R1X R1X B C H Figure 54: R1 and R1X (opposite side) Total length Total length C B H CL CL CL Design tables

36 Side rails systems C - sections / side rails system Sleeved rrangement and details for structures with two and more s The system Sleeved optimises the use of sections through inserting the sleeves in all the connections on the next-tolast frames and alternate insertion into the connections on inner frames. It is possible to use the Sleeved system up to the maximum span of 15 meters depending on the load in effect. It is assumed that the cladding secures the stiffness of sections against the deviation. Details of cleats see page 50. The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). Design tables Single span arrangement Single span lengths can be supplied according to individual requirements. The connections of the next-to-last frames are reinforced by the sleeve and the connections of inner frames are reinforced by alternate sleeves. Double span arrangement The side rails of end s are single ones and the side rails of inner s are two ones. The maximum length of individual sections is 15 meters; therefore, the maximum possible span is 7.5 meters. The sleeves must be in each connection of adjacent side rails see figure bellow. Pay attention to the manipulation with longer lengths. Figure 55: typical single arrangement with marked locations of side rails and sleeves Figure 56: typical two arrangement with marked location of side rails and sleeves 36

37 Side rails systems General structural details Figure 57: R1 and R1X (opposite side) Total length 33 Variable overhang xial frame distance D D * C B F C E H F 32 D D 32 G Figure 58: xial frame distance xial frame distance 3 32 D D D * * Figure 59: R3 xial frame distance 3 32 D 33 * Holes in web are of 18 mm diameter. * lternatively made holes for the bracing placement Sleeves C - sections Range of sleeves C - sections includes the thickness for each section height see table. Reference designation Thickness mm Weight kg CS Figure 60: R4 and R4X (opposite side) xial frame distance * CS CS CS CS CS CS B C D E F G H Design tables

38 Side rails systems Z - sections / side rails system Sleeved rrangement and details for the structures with two or more s The system of continuous beams Sleeved optimises the use of sections by inserting the sleeves into all the connections on the next-to-last frames and alternate insertion into the connection on inner frames. The Sleeved system can be used up to the maximum span of 15 meters depending on the load in effect. It is assumed that the cladding secures the stiffness of sections against the deviation. Cleat details see page 50. The production processes managed and controlled electronically allow using the reference of individual components according to the customer request. (Maximum number of characters is 5). Design tables Single span arrangement Single span lengths can be supplied according to individual requirements. The connections of the next-to-last frames are reinforced by the sleeve and the connections of inner frames are reinforced by alternate sleeves. Double span arrangement The side rails of end s are single ones and the side rails of inner s are two ones. The maximum length of individual sections is 15 meters; therefore, the maximum possible span is 7.5 meters. The sleeves must be in each adjacent connection of side rails see figure bellow. Figure 61: typical single arrangement with marking the location of side rails and sleeves Figure 62: typical two arrangement with marking the location of side rails and sleeves 38

39 Side rails systems General structural details Figure 63: R1 a R1X (opposite side) Total length 33 Variable overhang Frame axial distance F Wide flange * D * * E Narrow flange D C E C B Connection of the sleeve to beams: - 8 screws for sections 232 and higher - 6 screws for sections D D 32 Figure 64: G Frame axial distance Frame axial distance 3 32 D D Wide flange Wide flange D * * Narrow flange Narrow flange Figure 65: R3 Frame axial distance 3 32 D 33 Wide flange Wide flange * Narrow flange Narrow flange Holes in web are of 18 mm diameter. * lternatively made holes for the bracing placement B C D E F G Figure 66: R4 and R4X (opposite side) Frame axial distance Wide flange Wide flange * Wide flange Narrow flange Design tables

40 Side rails systems Systems of side rail supports In most frame structures, the wall cladding is fixed directly to the side rails. So as to secure their stiffness, in many cases, the use of supports and tie wires is required. The METSEC systems offer extensive possibilities of support systems so that they meet the load requirements placed on them. 40

41 Side rails systems Requirements on reinforcement Figure 67: span m Systems of side rails support Fixed to the eaves beam 2.5 mm max ** In most frame structures, the wall cladding is fixed directly to the side rails. So as to secure their stiffness, in many cases, the use of supports and wires ties is required. The side rails can also be secured by hanging out into the eaves beam or by the combination of mentioned systems. C or Z side rail Figure 68: span m Fixed to the eaves beam R1 2.5 m max WDT 10 m max* ** Recommended manner of installation Fix the bottom side rail (R1) and sleeves if required. Execute sufficient temporary support of the side rail so as its straightness is secured. Fix the second side rail and sleeves if required. Fix the side rail support and diagonal tie rods between R1 and. By stretching the tie rods, you will secure that R1 and do not show any deflection. Continue to fix the remaining side rails and supports in the direction from the reinforcement between R1 and. fter you finish the installation, remove the temporary support. C or Z side rail 10 m max* Note: if the angle of diagonal tie rod is less than 25, use more supports example of the solution see Figure. WDT R1 Figure 69: span m Figure : arrangement of tie rod < 25 ** WDT C or Z side rail 2.5 m max 7.5 m max* < 25º * Maximum height mentioned in figures is intended for the cladding weight 15 kg/m 2. If the cladding weight is larger, the maximum height must be proportionately shortened. ** In all the cases when the maximum recommended height is exceeded, another line of wires ties must be used see Figure R1 > 25º The connection reinforced by the anti sag bar (see page 29). 41

42 Side rails systems Wire diagonal ties (WDT) Diagonal wires tie METSEC offer elegant solutions of system of side rails supports from the perspective of preparing the product documents and also from the perspective of the installation itself. The wires tie are supplied completely assembled due to preventing the loss of individual components. They are equipped with an adjustable end, which enables the stretching Holes in side rails Holes in cleat V1 Figure 71: arrangement for diagonal wires ties for span m (side rail span) B B For the production specification, it is necessary to know the centre between the side rails and distance of holes in side rails to which the wire tie will be fixed. It is important that the brackets are always screwed to the hole in the cleat closest to the pillar. WDT 35 V1 35 V1 WDT B Side rail centre Span Holes in side rails (Span) Span V2 V5 Holes in cross bars Figure 72: arrangement for wires diagonal ties for span m Holes in cleat B Oval holes in brackets allow the wires tie angle pitch WDT WDT V2 V5 B Cross bar span Span Span Span Orifices in cross bars (Span) Figure 73: arrangement for wires diagonal ties for span m Holes in side rails Holes in cleat WDT WDT WDT WDT V3 V4 V6 V7 B Side rail centre Span V3 V6 Span Holes in side rail V4 (Span) V7 Span Span B

43 Side rails systems Side rails supports Figure 74: V1 Figure * * * * * * * 28 Recommended manner of installation * * 28 Side rail supports are installed between the side rails according to mentioned rules. WDT WDT 28 * * Side rail supports are made of hot-dip galvanised steel Distance between side rails (max. 2.5 m) 45 x 45 x 2 = side rail support 45 x x x x x 452 x 2100M M12 x WDT x 2 = wire diagonal 100M12tie 100F13 It shows to the screw of the cleat closer to the column face. It shows to the screw of the cleat closest to the cladding. Holes in cleat 45 x 45 x 2 100M12 Lines Lines *standard orifice pitch Figure 76: V2 Figure 77: V3 Figure 78: V4 WDT WDT WDT WDT Cladding side Cladding side Cladding side Figure 79: V5 lines 302 and 342 Figure 80: V6 lines 302 and 342 Figure 81: V7 lines 302 and 342 WDT WDT WDT WDT Cladding side Cladding side Cladding side 43

44 44 Side rails systems

45 Side rails systems ttic frame The attic columns can be formed of two C - sections constructed as a complex component with cleats. Sections can be supplied as individual components, which are assembled on site before installing them in the frame. The attic columns composed from C - sections offer cost saving solution in comparison with classical sections. The attic columns are fixed directly to columns with the bounce 8 mm due to the cladding installation see Figure ll the attic side rails can be fixed to the attic columns by standard cleats fixed to the column before its installation to the frame. Figure 82 Figure 83 Cleat ttic column Side rail Cleat X View X Purlin View Y Y Cleats on the column (primary frame component) Cleats on the column (primary frame component) Column tie beams 45

46 Side rails systems Window trimmer By using C - sections as trimmers of windows in the combination with side rail from C - sections, you will acquire sufficient surface for the fixation of the window itself and for the cladding and other necessary components. The window trimmers should be, in an ideal case, of the same height as the side rail and then they can be connected by standard trimmer cleats. Through the use of counterformed holes, you will acquire flat surface. Figure 84: There is an example of the arrangement of wall with windows and its necessary reinforcement by wire ties and side rail support. Window trimmer Wire diagonal tie Side rail support of C - section Window side rail Window side rail Side rails of C - sections Figure 85: connection of window trimmer and side rail Figure 86: section - Counterformed holes C - section = vertical window trimmer Packing plate Horizontal side rail Standard trimmer cleat Side rail of C - sections Trimmer cleat Packing plate Cladding 46

47 Side rails systems Door posts Figure 87: typical arrangement of side rails at doors C - section door header C - sections METSEC can be used as door posts. The connection of door posts and side rails from C - sections of same height is carried out with the help of standard trimmer cleats. By using the counterformed holes, you will acquire a flat surface for easier fitting of the door itself. C - section / door post Z or C - section / side rails Figure 91: standard trimmer cleat Figure 92: example of connection of two C - sections Figure 88: section - Counterformed holes Z or C - section / side rail Figure 89: connection of door post of C - sections Figure 90: front view Packing plate Trimmer cleat Vertical door post of the same height as the side rail 47

48 ccessory components ccessory components Gable posts B It is possible to design the components mentioned here in the programme MetSPEC. For these components, C - sections connected back to back are used as depicted in figures. Cleader angle Gable rafter B B Connection cleat, which is a part of the rafter. The connection must be in compliance with static calculation and must include 2 or 4 screws. Side rail METSEC Gable posts of sections METSEC Figure 95 Figure 93 1 C C The connected components are formed by connecting the C - sections across the web with pairs of screws with pitches specified in the programme and placed on standard measuring axes (the washer is necessary under the screw head and nut). Fixation The post must be adequately fastened to the main frame at the top and the bottom so that the coefficient for the efficient length is 0.85H. The end connections will be done with 2 or 4 screws in the web placed on standard gauge lines. 65 The design of cleats, which are a part of the rafter, is not possible to make in the programme MetSPEC and they have to be designed so as to carry the required equipment. The supports can also be required the programme MetSPEC will specify the necessity and details of use of supports. C C ll the connections will be executed by the screws M16, quality 8.8 and completed by washers. Note: The bearing capacity will be achieved when using the washers under the screw head and nut in the connections of the section to the primary frame. The programme MetSPEC allows using 1 or 2 washers under the head/nut Figure 94: detail depicting the connection of the side rail to the outer flange B of the gable post made of C - sections Figure 96: connection of the inserted side rail

49 ccessory components Wind restraint components C - sections METSEC can be used as components, which will transfer axial tension or compression force. The program MetsPEC can be used for the design of these components. The specified bearing capacities are for the tension or compression load and they do not take into consideration other bending moments arising from the weight itself or from the eccentricity in connections. Section connections to cleats at the end must go across the section web. Connections of double C - sections are used for the components transferring compression load. The connection of C - sections is executed by pairs of screws on the standard gauge lines specified by the MetSPEC programme. The screws will have a washer under the head and nut. ll the connections are made by screws M16 of quality 8.8, which are equipped with the washers under the head and nut. Figure 97 Note: The bearing capacity will be achieved when using the washers under the screw head and nut in the connections of the section to the primary frame. The programme MetSPEC allows using 1 or 2 washers under the head/nut. Figure 99 Example of executing the restraint connection C L C L C - section / component stressed by traction Complex C section / component stressed by pressure Figure 98 Components under tension Connected components under compression ccessory component under compression Components stressed by compression can be simple or double. 49

50 ccessory components Cleats and trimmer cleats Standard Z and C - sections C Standard cleats METSEC are suitable for all the common applications of purlin and side rails systems. For excessive loads in the case of roofs with pitch larger than 25, the cleats can be reinforced. Special cleats can be supplied upon agreement. B Surface finish: 1. Black steel for welded cleats 2. Hot-dip galvanised steel for bolted on cleats max Figure 100: sections / welded cleats Cleats Cleats reference B* C D E F C C B D E F 130 D E 130 B F max ll holes are of diameter 18 mm. * In the case of request, cleats with variable height can be supplied. Size B = max 142 mm. Figure 101: sections bolted on cleats Figure 102: sections bolted on cleats 30 Trimmer cleats Reference of the trimmer cleat B C D D 142. TC TC TC TC TC B C TC TC Figure 103: trimmer cleats ll trimmer cleats are made of steel 3 mm thick with the hot-dip galvanisation surface finish. The trimmer cleats are compatible with the same height of Z and C - sections i.e. for example 202 Z to 202 C 50

51 Design tables Design tables Introduction Design tables mentioned in this technical manual are based on the mentioned standards and they are a result of extensive test execution and knowledge of the Faculty of Mechanical and erospace Engineering of University of Strathclyde. The execution and bearing capacities in this technical manual are in compliance with the standard EN with the addition of carried out tests. The programme METSPEC uses the design tables for the roofs with pitch less than 25, the roofs with pitch larger than 25. Example of design of purlin line according to tables system Sleeved Design of the continuous beam of two s in the system Sleeved II. Snow zone according to ČSN EN (Sk = 1 kn/m 2 ) Load (standard values): - Permanent from the roof cladding: 0.20 kn/m 2 - Wind according to ČSN EN : 0.60 kn/m 2 (suction) Span of purlins: 4.00 m Centres of purlins: 1.50 m 1. Static diagram L = 4.00 m 2. Combination of load effects according to ČSN EN I. limit state (calculation values of load) Maximum vertical load effect q sd1 = kn/m kn/m 2 = 1.47 kn/m Minimum vertical load effect q sd2 = kn/m (-0.6 kn/m 2 ) = -0. kn/m II. limit state (calculation values of load) q m1 = 0.2 kn/m kn/m 2 = 1.00 kn/m 2 3. Table design of purlin to I.L.S.: 142 Z Maximum vertical purlin load q zd1 = 2.89 kn/m 2 > q sd1 = 1.47 kn/m Minimum vertical purlin load q zd2 = 2.86 kn/m / 1.5 m = kn/m 2 > 0.0 kn/m 2 = q sd2 4. Table design of purlin to II.L.S (limit L/200): maximum standard purlin load q n = 2.69 kn/m / 1.5 m = 1.8 kn/m 2 > q n1 = 1.0 kn/m 2 Values q zd1, q zd2, q n are copied from design tables on pages

52 Design tables Design tables Purlins / Z - sections system Sleeved, restraint cladding Load coefficients according to EN 1990: Load Coefficient Dead load 1.35 Dead load in the combination with wind suction 1.00 Load width Dead and random load in the combination with wind pressure 1.15 Snow load 1.50 Span Wind load 1.50 Section reference Weight kg/m Design load (1 st limit state bearing capacity) q zd1 (maximum vertical load kn/m 2 pressure) Purlin span in mm q zd2 minimum vertical load kn/m suction) number of supports q n characteristic load (2 nd limit state) usability kn/m /200 1/250 SPN 4 m 142 Z Z Z Z Z Z SPN 4.5 m 142 Z Z Z Z Z Z SPN 5 m 142 Z Z Z Z Z Z Z Z Z Z Z SPN 5.5 m Z Z Z Z Z Z Z Z Z SPN 6 m 172 Z Z Z Z Z Z Z Z Z Z Z

53 Design tables Design tables Purlins / Z - sections system Sleeved, restraint cladding Section reference Weight kg/m Design load (1 st limit state bearing capacity) q zd1 (maximum vertical load kn/m 2 pressure) Purlin span in mm q zd2 minimum vertical load kn/m suction) number of supports q n characteristic load (2 nd limit state) usability kn/m /200 1/250 SPN 6.5 m 202 Z Z Z Z Z Z Z Z SPN 7 m 202 Z Z Z Z Z Z Z Z Z Z SPN 7.5 m Z Z Z Z Z Z Z Z Z SPN 8 m 232 Z Z Z Z Z Z Z Z SPN 8.5 m 232 Z Z Z Z Z Z Z Z SPN 9 m 232 Z Z Z Z Z Z Z Z Z Z

54 Design tables Design tables Purlins / Z - sections system Sleeved, restraint cladding Section reference Weight kg/m Design load (1 st limit state bearing capacity) q zd1 (maximum vertical load kn/m 2 pressure) Purlin span in mm q zd2 minimum vertical load kn/m suction) number of supports q n characteristic load (2 nd limit state) usability kn/m /200 1/ Z SPN 10 m Z Z Z Z Z Z SPN 9.5 m 262 Z Z Z Z Z Z Z SPN 10.5 m 302 Z Z Z Z Z Z SPN 11 m 302 Z Z Z Z Z Z SPN 11.5 m 302 Z Z Z Z Z Z SPN 12 m 302 Z Z Z Z Z Z Z

55 Design tables Design tables Purlins / Z - sections system H.E.B., restraint cladding Load coefficients according to EN 1990: Load Coefficient Dead load 1.35 Dead load in the combination with wind suction 1.00 Load width Dead and random load in the combination with wind pressure 1.15 Snow load 1.50 Wind load 1.50 Span Minimum of 5 s Section reference Weight kg/m q zd1 (k, v) (maximum vertical load kn/m pressure) Design load (1 st limit state bearing capacity) Characteristic load (2 nd limit state) usability q zd2 (k, v) (minimum vertical load kn/m suction), number of supports q n1 kn/m for deflection L/200 L/250 SPN 4.5 m 142 Z Z Z Z Z Z SPN 5 m 142 Z Z Z Z Z Z Z Z Z Z Z Z SPN 5.5 m 142 Z Z Z Z Z Z Z Z Z Z Z Z SPN 6 m 172 Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z

56 Design tables Design tables Purlins / Z - sections system H.E.B., restraint cladding Section reference Weight kg/m q zd1 (k, v) (maximum vertical load kn/m pressure) Design load (1 st limit state bearing capacity) Characteristic load (2 nd limit state) usability q zd2 (k, v) (minimum vertical load kn/m suction), number of supports q n1 kn/m for deflection L/200 L/250 SPN 6.5 m 172 Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z SPN 7 m 202 Z Z Z Z Z Z Z Z Z Z Z Z Z SPN 7.5 m 202 Z Z Z Z Z Z Z Z Z Z Z Z Z

57 Design tables Design tables Purlins / Z - sections system H.E.B., restraint cladding Section reference Weight kg/m q zd1 (k, v) (maximum vertical load kn/m pressure) Design load (1 st limit state bearing capacity) Characteristic load (2 nd limit state) usability q zd2 (k, v) (minimum vertical load kn/m suction), number of supports q n1 kn/m for deflection L/200 L/250 SPN 8 m 202 Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z SPN 8.5 m 232 Z Z Z Z Z Z t 262 Z Z Z Z Z SPN 9 m 232 Z Z Z Z Z Z Z Z Z Z Z SPN 9.5 m 262 Z Z Z Z Z Z Z Z

58 Design tables Design tables Purlins / Z - sections system H.E.B., restraint cladding Section reference Weight kg/m q zd1 (k, v) (maximum vertical load kn/m pressure) Design load (1 st limit state bearing capacity) Characteristic load (2 nd limit state) usability q zd2 (k, v) (minimum vertical load kn/m suction), number of supports q n1 kn/m for deflection L/200 L/250 SPN 10 m 262 Z Z Z Z Z Z Z Z Z Z SPN 10.5 m 262 Z Z Z Z Z Z Z Z Z Z Z Z Z Z SPN 11 m 262 Z Z Z Z Z Z Z Z Z Z Z Z Z Z SPN 11.5 m 302 Z Z Z Z Z Z Z Z SPN 12 m 302 Z Z Z Z Z Z

59 Design tables Design tables Example of design of purlin line according to tables system Metlap Design of continuous beam consisting of minimum of 4 s in the system Metlap Load (characteristic values): - dead from roof cladding: 0.20 kn/m 2 - snow according to ČSN EN : S k = 1.00 kn/m 2 - wind according to ČSN EN : 0.60 kn/m 2 (suction) Span of purlins: 6.00 m Centres of purlins: 1.50 m 1. Static diagram L = 6.00 m 2. Combination of load effects according to ČSN EN I. limit state Maximum vertical load effect q sd1 = 1.5 [ ] = kn/m Minimum vertical load effect q sd2 = 1.5 [ (-0.6)] = kn/m 2.2 II. Limit state q nk = q nv = 1.5 [ ] = 1.5 kn/m 3. Table design of purlin to I.L.S.: 172 Z 14/172 Z Z 14 outer : q zd1k = kn/m > q sd1 = kn/m Z 13 inner : q zd1v = kn/m > q sd1 = kn/m 3.2 Z 14 outer : q zd2k = 1.57 kn/m > q sd2 = 1.05 kn/m Z 13 inner : q zd2v = kn/m > q sd2 = 1.05 kn/m 4. Table design of purlin to II.L.S.: (L/200 limit) Z 14 outer : q n1 = 1.57 kn/m > q nk = 1.5 kn/m Z 13 inner : q n1 = kn/m > q nv = 1.5 kn/m Values q zd1, q zd2, q n1 are copied from tables on pages Purlins / Z - sections system Metlap, restraint cladding Load coefficients according to EN 1990: Load Coefficient Dead load 1.35 Dead load in the combination with wind suction 1.00 Load width Dead and random load in the combination with wind pressure 1.15 Snow load 1.50 Wind load 1.50 Span Minimum of 4 s Section reference Weight kg/m q zd1 (k, v) (maximum vertical load kn/m pressure) Design load (1 st limit state bearing capacity) Characteristic load (2 nd limit state) usability q zd2 (k, v) (minimum vertical loadí kn/m suction), number of supports q n1 kn/m for deflection L/200 SPN 6 m 172 Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z

60 Design tables Design tables Purlins / Z - sections system Metlap, restraint cladding Section reference Weight kg/m q zd1 (k, v) (maximum vertical load kn/m pressure) Design load (1 st limit state bearing capacity) Characteristic load (2 nd limit state) usability q zd2 (k, v) (minimum vertical loadí kn/m suction), number of supports q n1 kn/m for deflection L/200 SPN 6.5 m 202 Z Z Z Z Z Z Z Z Z Z Z Z Z SPN 7 m 232 Z Z Z Z Z Z Z Z Z Z Z Z SPN 7.5 m 232 Z Z Z Z Z Z Z Z Z Z Z Z SPN 8 m 262 Z Z Z Z Z Z Z Z Z Z

61 Design tables Design tables Purlins / Z - sections system Metlap, restraint cladding Section reference Weight kg/m q zd1 (k, v) (maximum vertical load kn/m pressure) Design load (1 st limit state bearing capacity) Characteristic load (2 nd limit state) usability q zd2 (k, v) (minimum vertical loadí kn/m suction), number of supports q n1 kn/m for deflection L/200 SPN 8.5 m 262 Z Z Z Z Z Z Z Z Z Z SPN 9 m 262 Z Z Z Z Z Z Z Z Z Z SPN 9.5 m 262 Z Z Z Z Z Z Z Z Z Z SPN 10 m 302 Z Z Z Z Z Z Z Z SPN 10.5 m 302 Z Z Z Z Z Z Z Z

62 Design tables Design tables Purlins / Z - sections system Metlap, restraint cladding Section reference Weight kg/m q zd1 (k, v) (maximum vertical load kn/m pressure) Design load (1 st limit state bearing capacity) Characteristic load (2 nd limit state) usability q zd2 (k, v) (minimum vertical loadí kn/m suction), number of supports q n1 kn/m for deflection L/200 SPN 11 m 302 Z Z Z Z Z Z Z Z SPN 11.5 m 302 Z Z Z Z Z Z Z Z SPN 12 m 302 Z Z Z Z Z Z Z Z SPN 12.5 m 342 Z Z Z Z SPN 13 m 342 Z Z Z Z SPN 13.5 m 342 Z Z Z Z SPN 14 m 342 Z Z Z Z

63 Design tables Design tables Purlins / Z - sections system Butt, restraint cladding Load coefficients according to EN 1990: Load Coefficient Dead load 1.35 Dead load in the combination with wind suction 1.00 Load width Dead and random load in the combination with wind pressure 1.15 Snow load 1.50 Span Wind load 1.50 Section reference Weight kg/m Design load (1 st limit state bearing capacity) q zd1 (maximum vertical load kn/m 2 pressure) Purlin span in mm q zd2 (minimum vertical load kn/m suction) Number of supports q n characteristic load (2 nd limit state) usability kn/m /200 1/250 SPN 3.5 m 142 Z Z SPN 4 m 142 Z Z Z Z SPN 4.5 m 172 Z Z Z Z SPN 5 m 172 Z Z Z Z Z Z SPN 5.5 m 172 Z Z Z Z Z Z SPN 6 m 202 Z Z Z Z Z Z SPN 6.5 m 202 Z Z Z Z Z Z

64 Design tables Design tables Purlins / Z - sections system Butt, restraint cladding Section reference Weight kg/m Design load (1 st limit state bearing capacity) q zd1 (maximum vertical load kn/m 2 pressure) Purlin span in mm q zd2 (minimum vertical load kn/m suction) Number of supports q n characteristic load (2 nd limit state) usability kn/m /200 1/250 SPN 7 m 232 Z Z Z Z Z SPN 7.5 m 262 Z Z Z Z Z SPN 8 m 262 Z Z Z Z Z SPN 8.5 m 262 Z Z Z Z Z SPN 9 m 262 Z Z Z Z SPN 9.5 m 302 Z Z Z Z SPN 10 m 302 Z Z Z Z Z SPN 10.5 m 302 Z Z Z Z SPN 11 m 342 Z Z Z SPN 11.5 m 342 Z Z Z SPN 12 m 342 Z Z

65 Design tables Design tables Side rails / Z and C - sections system Sleeved, restraint cladding Load coefficients according to EN 1990: Load Coefficient Wind load 1.50 Load width Reference of Z and C section Weight kg/m q zd design load (1 st limit state bearing capacity) (Load kn/m 2 pressure/suction) Purlin spans in mm q n characteristic load (2 nd limit state) usability kn/m /250 SPN 5 m 142 / / / / / / / SPN 5.5 m 142 / / / / / / / SPN 6 m 142 / / / / / / / / / SPN 6.5 m 142 / / / / / / / / / / SPN 7 m 142 / / / / / / / / / / / Reference of Z and C section Weight kg/m Span q zd design load (1 st limit state bearing capacity) (Load kn/m 2 pressure/suction) Purlin spans in mm q n characteristic load (2 nd limit state) usability kn/m /250 SPN 7.5 m 172 / / / / / / / / / SPN 8 m 202 / / / / / / / / / SPN 8.5 m 202 / / / / / / / / / / SPN 9 m 202 / / / / / / / / / / /

66 Design tables Design tables Side rails / Z and C - sections system Sleeved, restraint cladding Reference of Z and C section Weight kg/m q zd design load (1 st limit state bearing capacity) (Load kn/m 2 pressure/suction) Purlin spans in mm q n characteristic load (2 nd limit state) usability kn/m /250 SPN 9.5 m 232 / / / / / / / SPN 10 m 232 / / / / / / / SPN 10.5 m 232 / / / / / / / / SPN 11 m 262 / / / / / / SPN 11.5 m 262 / / / / / / / SPN 12 m 262 / / / / / / / /

67 Design tables Design tables Side rails / Z and C - sections system Butt, restraint cladding Load width Load coefficients according to EN 1990: Load Coefficient Wind load 1.50 Span Reference of Z and C section Weight kg/m q zd design load (1 st limit state bearing capacity) (Load kn/m 2 pressure/suction) Purlin spans in mm q n characteristic load (2 nd limit state) usability kn/m limit 1/250 L SPN 3.5 m 142 / / SPN 4 m 142 / / / / SPN 4.5 m 142 / / / / / / / SPN 5 m 142 / / / / / / / SPN 5.5 m 142 / / / / / / / / / SPN 6 m 172 / / / / / / / / Reference of Z and C section Weight kg/m q zd design load (1 st limit state bearing capacity) (Load kn/m 2 pressure/suction) Purlin spans in mm q n characteristic load (2 nd limit state) usability kn/m limit 1/250 L SPN 6.5 m 172 / / / / / / / / / SPN 7 m 172 / / / / / / / / / SPN 7.5 m 202 / / / / / / / / SPN 8 m 232 / / / / / / / SPN 8.5 m 232 / / / / / / / / /

68 Design tables Design tables Side rails / Z and C - sections system Butt, restraint cladding Reference of Z and C section Weight kg/m q zd design load (1 st limit state bearing capacity) (Load kn/m 2 pressure/suction) Purlin spans in mm q n characteristic load (2 nd limit state) usability kn/m limit 1/250 L SPN 9 m 232 / / / / / / / / / / SPN 9.5 m 262 / / / / / / / SPN 10 m 262 / / / / / / / / SPN 10.5 m 262 / / / / / / SPN 11 m 302 / / / / / / / SPN 11.5 m 302 / / / / / / SPN 12 m 302 / / / /

69 Design tables Design tables Component weights Reference of Z and C sections Weight kg/m Z sleeve kg/ks Z-H.E.B. sleeve kg/ks C sleeve kg/ks 142 Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z C Z Z Z ccessories Weight kg/m Side rails support ( ) 1.37 Side rails support ( ) 2.17 Eaves support 1.37 Sag rods ( ) 0.50 Sag bars ( ) 1.37 Wire diagonal tie 0.50 Cleader angle mm 4.30 Cleader angle mm 1.37 Rafter stay 1.37 Section designation Eaves beams Weight kg/m 1 E E E E E E E Reinforcement angles EBS EBS EBS EBS Packing plates PP PP PP PP PP PP PP Cleats Z a C - sections (screwed on) Trimmer cleats TC TC TC TC TC TC TC

70 Floor beam Systems for floor beams Besides the offer of wide range of sections for roof and wall systems, we also offer a complex line of sections for floor beams, which enable an easy and fast solution for the ceiling frame, for example in hall buildings. The floor beams systems can be used as a part of primary steel structures or independently in the case of independent buildings.

71 Floor beam Sizes, punching and cross-section characteristic Y Section reference First three characters designate the section height in millimetres. M designates the section type (M = Mezzanine floors). Last two characters designate the thickness (for example 20 = 2.0 mm). Example 232 M 15 is the designation of 232 mm high section of the thickness 1.5 mm. Holes execution The holes in the web of 18 mm diameter are transversally placed on standard axes. The holes in flanges of 18 mm are placed in the half of the flange size. HEIGHT X Cy Y B t X L L Cx D 2 Section height mm mm L mm , , , Sizes and cross section characteristic of full cross section Section reference Weight kg/m rea cm 2 Height mm Flanges mm t mm Ixx cm 4 Iyy cm M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M Wxx cm 3 Note: Capacity moments Mcx and Mcy are specified for the efficient cross section. Wyy cm 3 Ixx cm Iyy cm Cx cm Cy cm Mcx knm Mcy knm 71

72 Floor beam Design of floor beams The bearing capacities were specified in compliance with the following standards: - Principles of designing and general loads according to EN 1990 and EN Steel frame design (general rules) EN Steel frame design (thin-walled and flat sections) EN Bearing capacities are valid only on the precondition of executing structural details according to this technical manual. Design and performance of these systems was confirmed by extensive tests executed by the Faculty of Mechanical and erospace Engineering of University of Strathclyde. dequate restraint against tilt is executed at least by chipboard 38 mm thick with the maximum pitch of selfdrilling screws 300 mm and of minimum diameter 5.5 mm. In the case of using the trapezoidal sheet, the conditions for connection are the same. The ceiling joists seem as not to be coupled with ceiling board. Cross bracings must be in the middle of the span as mentioned in the technical manual. ll holes are of 18 mm diameters for screws M16 of quality 8.8. ll sizes are in millimetres. holes, holes for bracing and other holes are punched in pairs on standard gauge lines and they are longitudinally placed according to your requirements. Holes in flanges are punched in the centre of the flange lengths and longitudinally according to your requirements. Minimum distance of holes from the section end is 25 mm (measured to the centre of the hole). Maximum section length is 13.5 m. Minimum section length is 1.2 m. 72

73 Floor beam pplication inserted / oversail Figure 108: inserted application of the connection of C - section floor beam and primary frame beam Inserted application Floors, which request the use of maximum possible height of the room, should be designed together with beams in the inserted version as depicted in Figure 108. Oversail application with cleats In the case that there is no structural limit of the structural height of the ceiling, it is more suitable to use the oversail version as depicted in Figure 104. Oversail application without cleats The oversail version of the beams system without cleats offers a simple solution with less accessory components. The advantage of this system is connected with the span. In general, it is possible to recommend this version only for short spans. It is usually not economic for larger spans due to significantly lower bearing capacity. The minimum beam supporting width should be 65 mm. Typical overhang For single and two arrangements, the overhang should have the maximum span length L/8 for the application with cleats and span L/12 for the application without cleats. Figure 104: oversail application of connection of C - section floor beam to the primary frame by cleats Figure 105: oversail application of connection of C - section floor beam to the primary frame without cleats Figure 106: oversail application of connection of C - section floor beam with an overlap to the primary frame by cleats Connection details Single span arrangement Min. 20 min 35 Double span arrangement Minimum pitch of screws Support two span Support single span Figure 107: maximum allowed overlap for the application without cleats should be limited by the value of span L/12 73

74 Floor beam ccessories cleats D 25 N 25 C Specification of cleats We supply cleats, which are made of 4 mm and 5 mm hot-dip galvanised steel with coating G 275, with the strength on yield point 350 Mpa. ll holes are of 18 mm diameter for screws M16 of quality N 160 Figure 109 Inserted cleats Reference C mm D mm N mm Weight kg C D MIC 142 4/ MIC 150 4/ D C MIC 165 4/ MIC 172 4/ MIC 202 4/ MIC 220 4/ MIC 232 4/ Figure MIC 262 4/ MIC 302 4/ MIC 342 4/ Oversail cleats 116 Reference mm B mm C mm Weight kg MOC MOC MOC MOC MOC B C MOC MOC MOC MOC MOC Figure

75 Floor beam ccessories bars The bars must be used in all the applications of floor beams so as to prevent their twisting. The bars are located in the middle of the span in the lower hole in the section web. The bars must be used before the floor is installed. The bars are made of the steel of quality S 275 and have diameter 16 mm. They are fixed by 4 nuts and 4 washers as depicted in Figure 112 and 113 and on the page 77. Beams centre Beams centre Beams centre 1/2 span 1/2 span Figure 112: holes for bars are located in the middle of the span Figure 113 Bar length 75

76 Floor beam Ceiling joists of the floor system Light version of the ceiling construction Standard application of floor beams OSB mats Self-drilling screws (min. Ø 5.5 mm to 300 mm) Nut with washer Tie bar Ø 16 mm Note: - The precondition of the ceiling is the OSB deck + floor layers - Self-drilling screws do not secure the coupling of floor structure elements and beams - Bar always one in the middle of the span - Span < 2 m no need to apply tie bars - Max. centre of floor beams: 1.0 m (according to load) Tie bar 16 mm Figure 114: standard version of bars Figure 115: assembly set of the reinforcement Nonstandard application of floor beams pplication in the case of odd number of floor beams The stabilisation of the lower flange of odd number of floor beams (recommended solution) OSB decks Self-drilling screws (min. Ø 5.5 mm po 300 mm) Nut with washer 1 bar Ø 16 mm 2 threaded 2 bar Ø 16 mm 2 threaded Note: - The precondition of the ceiling is the OSB deck + floor layers - Self-drilling screws do not secure the coupling of floor structure elements and beams - Bar always one in the middle of the span - Span < 2 m no need to apply tie bars - Max. span of floor beams: according to load: precondition 1.0 m Figure 116: application of bars in the case of odd version of floor beams 76

77 Floor beam Ceiling joists of the floor system Heavy version of the ceiling construction Standard application of floor beams Trapezoidal sheet (min mm thick and material at least S320GD) + concrete slab with KRI web Self-drilling screws (min. Ø 5.5 mm each 300 mm) Sheet P5-/ Nut with washer Tie bar Ø 16 mm Note: - The precondition of the ceiling is the metal sheet-concrete slab - Self-drilling screws do not secure the coupling of floor structure elements and beams - Tie bar always one in the middle of the span - Span < 2 m no need to apply tie bars - Max. centre of floor beams is: 1.2 m (according to load) Tie bar 16 mm Figure 117: standard version of bars Sheet P5-/ Figure 118: assembly set of the reinforcement Nonstandard application of floor beams pplication in the case of odd number of floor beams Stabilisation of lower flange at the odd number of floor beams (recommended solution) Trapezoidal sheet (min mm thick and material at least S320GD) Self-drilling screws (min. Ø 5.5 mm to 300 mm) Sheet P5-/ Nut with washer 1 tie bar Ø 16 mm 2 tie bar Ø 16 mm Note: - The precondition of the ceiling is the metal sheet-concrete slab - Self-drilling screws do not secure the coupling of floor structure elements and beams - Tie bar always one in the middle of the span - Span < 2 m no need to apply tie bars - Max. centre of floor beams: according to load: precondition 1.2 m Figure 119: application of bars in the case of odd number of floor beams 77

78 Floor beam Design tables Example of floor beams design Design of simply placed floor beam while using the tables on the page 79 Span: 4.50 m Centre: 0.90 m Load: - Dead load - floor structure: 0.80 kn/m 2 - concrete deck: 2.50 kn/m 2 - Service load: 0.30 kn/m 2 - Imposed load: 2.50 kn/m 2 The stabilisation of upper flange by the floor trapezoidal sheet and lower flange by the bar (see recommendation on pages 76 and 77). 1. Static diagram 2. Specification of surface load according to BS-EN Utility 2.5 kn/m kn/m 2 Floor 0.8 kn/m kn/m 2 Flat slab 2.5 kn/m kn/m 2 Service 0.3 kn/m kn/m kn/m kn/m 2 3. Specification of line load of floor beams q n = 6.10 kn/m m = kn/m q d = 8.25 kn/m m = kn/m 4. Design of floor beams to I.L.S. 202 M 20 q zd = kn/m > q d = kn/m Complies 5. Verification of floor beams to criterion II.L.S. q n1 L/300 = kn/m > q n = 5.49 kn/m Does not comply, the closest new section 262 M 25 L q n1 L/300 = kn/m > q n = 5.49 kn/m Complies Values q zd and q n1 are specified in the table on the page

79 Floor beam Design tables Floor beams / simply supported beam Coefficients according to EN 1990: Load Coefficient Dead and random loads 1.25 Load width Utility load 1.50 Span Section reference Weight kg/m Design load (1 st limit state bearing capacity) (Maximum gravitational load q zd kn/m ) Floor beams span Characteristic load (2 nd limit state) utility q n kn/m (Maximum gravitational load q n1 kn/m for deflection limit L/300) Floor beams span 2.5 m 3.0 m 3.5 m 4.0 m 4.5 m 5.0 m 5.5 m 6.0 m 6.5 m 2.5 m 3.0 m 3.5 m 4.0 m 4.5 m 5.0 m 5.5 m 6.0 m 6.5 m 142 M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M

80 Software Production detailing Tekla Structures Steel Detailing The 3D system Tekla Structures Steel Detailing represents a complex and efficient tool of creating the production documents of the METSEC system. It contains a complex database of details and structural elements. Tekla Structures Steel Detailing generates complete documentation necessary for the production of the same standard as the primary steel structure. The system also generates a Cam file with the production data and it is compatible with our production information system. Therefore, there is no need to send the documents in the form of drawings, which eliminates the error rate and shortens the delivery dates. You can find the information about the METSEC system options in the programme Tekla Structures at 80

81 Software dvance Steel dvance Steel is 3D system, which, in the environment utocdu automates the whole process of working on the steel frame (3D model, installation and workshop drawings, list of materials) and it also creates data for the CNC machines. It offers for the METSEC system: - Complex and current library of Metsec products - Links and macros supporting the Metsec products - automated creation of CM files for the precise and fast production of Metsec cold-rolled products You can find more information about the product dvance Steel at and 81

82 Software Design software MetSPEC 12 Several independent design programmes with the name MetSPEC form a part of the METSEC systems. We provide them to the customers for free. MetSPEC includes the programmes for the static design of purlins, side rails, eaves beams and many other components for secondary steel structures produced by our company. If you want to get the installation CD for free, contact us at purlins.sk@voestalpine.com. MetSPEC12 EC Principles of designing and general loads according to standards EN 1990 and EN Snow load according to EN , including the generator of load from snowdrifts Wind load according to the standard EN Design of purlins, side rails and floor beams according to standards EN Steel frame design (general rules) and EN Design of steel frames (thin-walled and surface sections) 82

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