Systemline Guide 1

Systemline®

Subject to alteration

Introduction

1. Load-bearing frame structure 21.0. Foundation 31.0.1. Foundation plan and data supply 31.0.2. Anchoring steel elements 31.1. Standard frame structure (�LS�) 61.2. Lindab welded frame structure 81.3. Lindab trussed frame structure 101.4. Craned hall building 121.4.1. Crane runway separaed from the building frames 121.4.2. Crane runway on frame column 121.5. Special solutions 141.6. Dilatation of the hall building 181.7. Spatial rigidity 181.7.1. Longitudinal bracings 191.7.1.1. Standard longitudinal bracing 191.7.1.2. Bracing frame 191.7.1.3. Bracing with masonry construction 201.7.2. Wind-bracing 201.7.3. Bracing of trussed primary frames or beams 201.8. Corrosion protection 211.9. Fire protection 21

2. Secondary load-bearing elements 222.1. Roff purlins and wall girts 222.1.1. Material, geometry, sizes 222.1.2. Static systems, static design 232.1.3. Constructional aspects 272.1.3.1. The design of supports 272.1.3.2. Longitudinal splice of thin-walled beams 282.1.3.3. Lateral support 292.1.3.4. Connections of thin-walled beams 302.2. High profile slab systems 312.2.1. Material, types, size range 332.2.2. Static system, dimensioning 342.2.3. Constructional aspects, rules 372.3. Wall cassettes 432.3.1. Materials, types/models, size ranges 432.3.2. Static systems, structural design 432.3.3. Constructional aspects, rules 45

Systemline®


3.0 Roof and wall cladding 463.1. Roof cladding systems 433.1.1. Metal sheet for roof covering 433.1.1.1. General description of profile sheets 433.1.1.2. Types of Profiled sheets 473.1.1.2.1. LTP20 trapezoidal sheet 483.1.1.2.2. LLP20 trapezoidal sheet 503.1.1.2.3. LTP45 trapezoidal sheet 513.1.1.2.4. LTP80 trapezoidal corugated sheet 533.1.1.2.5. SIN trapezoidal corugated sheet 553.1.1.2.6. LPA tile effect sheet 563.1.1.3. PLX flat sheet 573.1.1.4. Sandwich-panel for roofs 573.1.2. Heat insulated roof 593.1.2.1. LindabEcoroof - Assembled sandwich-panel 613.1.2.1.1. Building physics requirements 613.1.2.1.2. Order of layers and the materials needed 643.1.2.1.3. LindabToproof - Tiled assembled sandwich roof 743.1.2.1.4. LindabQualiroof - Assembled sandwich with folded upper sheet 753.1.2.1.5. LindabBuiltroof - High-profile assembled sandwich roof system 763.1.2.1.6. LindabCasetroof - Wall Casette assembled roof system 773.1.2.2. LindabFlatroof - Composition (soft) roofing system 783.1.2.2.1. Building physics requirements 783.1.2.2.2. The construction and materials of the roof structure 793.1.2.2.3. Special rules and principles for constructional design 813.1.2.3. LindabSandroof - Sandwich-panel for roofs 823.1.2.3.1. Thermal engineering parameters 823.1.2.3.2. Building physics requirements 833.1.2.3.3. Constructional aspects 833.1.2.4. Heat insulated horizontal false ceiling 863.1.2.4.1. Building physics requirements 863.1.2.4.2. Constructional design 873.1.3 Single-shell roof with no heat insulation 883.1.3.1. Building physics requirements 883.1.3.2. Structural design 883.1.4. Design of roof penetrations and openings 903.1.4.1. Dimension of the penetrations 903.1.4.2. Constructional aspects 913.1.4.3. Edging of penetrations cut through roofs covered with corrugated sheet 933.1.5. Drainage of precipitation from the roof 953.1.5.1. Selection of the size of eaves gutter components based on MSZ 04-134 (Hungarian Standard) 953.1.5.2. The system of eaves gutters 97

Systemline®


1. Load bearing frame structure

3.1.5.3. Aspects of designing valley gutters in case of roofs made of trapezoidal sheets 993.1.6. Skylight systems 1013.1.6.1. Transparent trapezoidal corrugated strip 1013.1.6.2. Dome-light 1053.1.6.3. LindabTopline barrel vault skylight strip 1083.1.7. Lightning protection 1103.1.8. Roof safety system 1143.1.9. Insertion of rupture roof in the Lindab structure 117

Hall Cladding - Walls3.2. Wall cladding systems 1193.2.1. General description of wall cladding profiles 1213.2.1.1. Technical parameters of the wall trapezoidal profiles 1223.2.1.1.1. LVP-20 trapezoidal sheet 1223.2.1.1.2. SIN corrugated sheet 1243.2.1.1.3. LLP-20 trapezoidal sheet 1253.2.1.1.4. LV-30 trapezoidal sheet 1263.2.1.1.5. LVV-30 trapezoidal sheet 1273.2.1.1.6. LVP-45 trapezoidal sheet 1283.2.1.2. Sandwich-panel for walls - Lindabwall 1303.2.1.3. Fixing and fastening 1323.2.2.1. LindabEcowall - Assembled sandwich wall system 1333.2.2.1.1. Building physics requirements 1333.2.2.1.2. Materials and constructional setup of the assembled sandwich-panel wall 1333.2.2.2. LindabCassetwall - Assembled wall system with wall casettes 1393.2.2.3. LindabSandwall - Sandwich (composite) panel wall system 1413.2.2.3.1. Thermal engineering parameters 1413.2.2.3.2. Constructional setup 1413.2.2.4. LindabQualiwall - Assembled wall system covered with trays 1453.2.2.5. LindabTradwall - Wall system with traditional brick cladding 1473.3. Fastening techniques 1483.4. Transport, storage and installation of the Lindab cladding elements 1543.5. Acoustics 1563.5.1. Insertion of doors and windows 1573.5.1.1. Windows 1573.5.1.2. Doors 1623.5.1.3. Industrial gates 162 LITERATURE 163

1


Systemline®

Introduction

In 1992, the Hungarian subsidiary of Lindab Ltd. began to market its light structure hall system whose favourable properties quickly won popularity among the building contractors and their clients. In accordance with the continuously changing and increasing demand of the users, we have developed further the product’s capabilities and now we can offer a multitude of different versions, extending the popular standard solution.The present book is an enlarged version of the Application Technology Guide issued in 2000 and is intended to illustrate the results of our most recent development efforts and the technical parameters of our hall systems, presented in three main chapters:

1. Primary Load-bearing frame structure2. Secondary load-bearing structure3. Roof and wall claddings

Our product variety satisfies the demand of every client wishing to build or to have built factory halls, service and auxiliary buildings, sport halls, cold storage facilities or buildings for agricultural use. In addition to the standard types, an innumerable variety can be created by means of multi-bay solution, applying intermediate floors or crane.

The main components of the system are approved by ÉMI (Hungarian Quality Controlling Institute) technical application certificate:

LINDAB primary steel frame structure A-993/1992LINDAB built-up sandwich roof structure M-98/1993LINDAB built-up sandwich wall structure M-103/1995LINDAB profiled transparent sheets M-271/1998

ISO 9001 and 14001 quality assurance system ensures the high quality of our products and manufacturing processes.

This Application Guide offers useful assistance for designers, builders and contractors in each phase of the implementation of the hall buildings. Lindab Ltd. is ready to support his client’s with very wide range of services:

– making price offer (preliminary quotation) based on sketch drawing,– preparing static documentation needed for building permit process (when ordered),– supply of reaction forces of the structure for foundation design (when ordered),– preparing erecting plans fort primary and secondary structures, layout plans for roof and wall claddings in case of ordered hall buildings,– offering solutions for building constructional and architectural details,– giving engineering consultancy in the office or on site,– providing design tools for static and structural dimensioning (hard copy or CD-ROM)– utilizing our designer and builder partnership network

2


Systemline®

Calculation tools

Calculation and design of the primary steel structure is completely supported by computer programs (Finite Element Analysis software, CAD/CAM programs). The use of sophisticated calculation methods in accordance with the respective international standards guarantees the perfect quality of the design process and the designed structure, as well.

Applied standards

ENV 1991 Eurocode 1 Basis of design and actions on structures.

ENV 1993 Eurocode 3 Design of steel structures

MSZ 15021 Structural design of load-bearing structures of buildings.

Actions and loads on superstructures

MSZ 15024 Structural design of steel load-bearing structures.

Base values and safety factors (MSZ15021)

Dead weight kN/m2 Ke = 1.2 Snow load 0,80 kN/m2 Ke = 1.4 ÷ 1.75 Wind pressure kN/m2 Ke = 1.2

Applied materials, welding

Primary frames: - IPE, HEA hot-rolled members (S235)- welded plated I-sections (S235 or S355)

Secondaries (purlins, girts): - certified, cold formed LINDAB „Z” and „C” profiles.Sheets: - certified, coated, cold formed LINDAB trapezoidal sheetsConnections: - for primaries: metric bolts of class 10.9 or 8.8 (DIN 6914-16)

- for primary-to-secondary: metric bolts of class 5.6 (DIN 601)- for secondary-to-secondary: 5.6 metric bolts or self-drilling screws

The structural materials meet the respective requirements; the materials purchased from Hungarian suppliers meet the specification in the Hungarian Standard MSZ EN 10113-1:1995„Steel used to manufacture welded structures”. Welds are made by gas protected electric arc welding and meet the requirements specified in MSZ 6442 „Technical requirements for welds and structural elements”.


3


Systemline®


1.0 Foundation

1.0.1. Foundation plan and data supply

The foundation plan is prepared by outer static designer engineer or company. The design is based on:– soil mechanics conditions,– foundation data supplied by LINDAB,which latter specifies the reaction forces from the superstructure; the types and arrangement of the anchoring steel fittings to be embedded in the concrete foundation. According to these conditions, efforts should be made to select the optimal foundation technique (e.g. base foundation, strip foundation, plate foundation, pier foundation etc.).

1.0.2. Anchoring steel elements

The frame column-bases are anchored into the foundation by means of pre-fabricated steel elements designed for primary structure (Figure 1).

Major types:

- Hinged base connection: - IPE anchoring elements- base plate with 2 or 4 anchoring bolts

- Fixed base connection: - base plate with anchoring bolts 4 up to 12 - Endwall post base: - base plate with 2 anchoring bolts

Positioning: (Figure 2)– temporarily fixed, by a wooden wedge, in a pocket left in the foundation body, then filled with C16 grade concrete, or– fixed to the reinforcement in the concrete base.

Permissible general tolerances during the positioning (depending on the global geometry) are:

– in the direction of frame span: ± 10 mm– between 2 general (non-braced) frames: ± 10 mm– between 2 braced frames: ± 2 mm– total longitudinal length ± 5 mm– level difference between adjacent column bases ± 5 mm

If the upper visible part of the anchor element should be covered for aesthetic or floor-isolation reasons, it can be sunk below the level of the hall’s floor level. In that case, the nominal eave height should be increased by cca. 100 mm.

4


Systemline®


Figure 1: Major types of anchoring steel elements

Axis of

endwall post

P / 92

Axis of frame

Column, outer plane

Axis of frame

Axis of raster

Axis of raster

Axis of raster

Axis of rasterAxis of raster

Axis of raster

Anchoring element of endwall post I. Anchoring element of endwall post II.

Anchoring of Frame Column

standard type I.

Column fastening,

embedded type

Anchoring of Frame

Column; fi xed or hinged

type

Threaded shank

Base plateAxis of raster

Frame, outer plane

Anchoring of Frame Column

standard type II.

5


Systemline®


Figure 2: Positioning of anchoring steel elements in concrete foundation

Anchoring element

Anchoring element of endwall post

Span

Span

Span

Axis of raster

Axis of raster

Axis of raster

Axis

of endwall post

Nest

Right-hand threadM20 – 60

6


Systemline®m

1.1. Standard frame structure (”LS”)

The main component of the frame is a double-hinged steel structure whose basic section is of IPE hot-rolled I-section, haunched at the frame corners. The height and the length of the haunch depend on the internal forces (bending moment diagram). The member joints are made of end-plated and bolted connections. High grade 8.8 or 10.9 steel bolts are used to connect the structural elements. The frame columns are hinged at the base for both horizontal directions. On the frame corners a special adjustable eave console is used, made of hollow section (Figure 3).


Figure 3: Standard frame structure

Application parameters:

Span: sz = 10.0 – 25.0 m Eave height: m = 3.0 – 8.0 m Frame spacing: t = 5.0 – 7.0 m Optimum frame spacing t 0= 6.0 m Roof slope: α = 6° – 30° Optimum roof slope: α 0 = 16°

7


Systemline®


The endwall frame represents double roles: carries the vertical loads as the internal ones and, in the same time, also the horizontal loads acting perpendicularly to the endwall. Therefore it corresponds to the design of the facade, as well. The spacing of endwall posts (internal columns) is flexible, however should be adjusted to load-bearing capacity of the secondary wall-beams and to the dimensions of the openings. The upper connection of the endwall post can be designed to load-bearing or movable in the vertical directions, that influences the static behaviour of the endwall (Figure 4).

Figure 4: Endwall posts with vertically sliding top connection

8


Systemline®M 01

G1

0,00-0,20

G2 G2

01

G1

Application parameters:

Span: sz =25,0 – 60,0 m Optimum frame spacing: t0 = 6,0 m Eave-height: m = 5,0 – 12,0 m Roof slope: α = 2° – 30° Frame spacing: t = 5,0 – 7,0 m Optimum roof slope: α0= 6° – 10°


1.2. Lindab welded frame structure

The main component of the frame structure is a steel frame with rigid frame corners, with hinged or fixed bases, depending on the soil conditions and the frame geometry. The cross-sections of the frame are welded, plated I-girder, the height is changing along the length according to the internal forces. The frame connections are rigid, end-plated and bolted. Usually high grade 8.8 or even 10.9 metric bolts are used to connect the structural elements. Solutions for eave consoles and endwall frames are similar to those presented at Standard Frame structures in Chapter 1.1. (Figure 5).

Figure 5a: “LH” welded frame structure

9


Systemline®

AB

C

FG

ED

1

2

Fig

ure

5b

: “L

H”

wel

ded

fram

e st

ruct

ure

(sp

atia

l 3D

vie

w)


10


Systemline®

1.3. Lindab trussed frame structure

In this case the roof beam of the frame is of a truss girder, whose upper and lower chords are made of hot-rolled HEA or HEB sections, the vertical posts and diagonals are made of hollow sections. In case of larger spans, also the diagonals can be of hot-rolled HEA or IPE section (Figure 7). The frame columns of the frame are made of large HEA or HEB profiles which is connected to the trussed roof beam by hinged or fixed way. In order to reduce the foundation costs, hinged connection is, in general, applied on the column base. In case of taller buildings, from static and therefore financial point of view, use of fixed column bases is more common.


Figure 6: Frame with trussed arch beam

The trussed arched roof beam is a special version of the trussed main frames. Up to 20 m span, the arched upper chord is made of hot-rolled hollow sections with radius minimum 50m (R ≥ 50 m). In case of spans larger than 20, the upper chord is made of HEA sections from straight segments, that are connected to each other by butt welds or end-plated bolted connections.The bottom chord and the diagonals are made of hollow sections or, at larger spans, of HEA sections. The columns made of HEA sections connect to the arch by hinges; the column bases are generally fixed (Figure 6).

HEA HEA

0,00

SZ

H1

H2

Application parameters

Span: W =20,5-45,0 m Eave height: m = 3,0-7,0 m Frame spacing: t = 4,0-6,0 m

Optimum frame spacing: t0= 6,0 m Roof slope: α= 2o - 10o

Optimum roof slope: α0 = 5,71° (10%)

W

11


Systemline®


1

2

3

1

2

3

4

5

6

Fig

ure

7:

“LR

” tr

usse

d r

oof s

truc

ture

Oth

er p

ossi

ble

ap

plic

atio

n fie

lds

of th

e “L

R”

trus

sed

roo

f str

uctu

re:

- tr

uss

roof

bui

lt on

re

info

rce

d c

on

cre

te p

illars

can

pro

vid

e ec

onom

ical

sol

utio

n w

here

ver

y st

rong

fire

r

esis

tanc

e ra

te is

req

uire

d fo

r th

e w

all s

truc

ture

s (T

H >

1 h

our)

;-

the

roof

str

uctu

re p

lace

d o

n tr

ad

itio

nal b

ric

k w

all

str

uc

ture

with

con

cret

e rin

gb

eam

is a

goo

d o

ptio

n to

hav

e m

uch

larg

er s

pan

s th

an a

ny c

omp

arab

le c

arp

ente

r’s w

ork,

at a

ver

y lo

w c

ost.

12


Systemline®


1.4. Craned hall building

1.4.1. Crane runway separated from the building frames

In this case the load-bearing steel skeleton of the standard hall building is completely independent from the crane supporting structures; the building is not designed to carry the crane loads. Therefore, the crane runway is supported by fixed columns erected separately from the load-bearing structure of the hall building.

1.4.2. Crane runway on frame column

In this case the load-bearing frame structure of the building, in addition to the normal loads (such as dead, service, snow, wind load), is designed to support the crane bridge, as well. The crane manufacturer should provide all the relevant data that is necessary to design the frames; these are the exact geometric data (clearance space, track distance) and the load capacity of the crane bridge (Figure 9).The frame columns and the crane cantilevers console are generally made of hot-rolled HEA sections, or welded plated I-sections. The cantilevers are connected to the column by bolts or welding.

The column-to-beam connection is rigid at the corners; while the column base is generally hinged at low eave height and low crane load, otherwise fixed (Figure 8).

0,00

Figure 8: Eave and base detail of a craned frame

13


Systemline®

Fig

ure

9:

Trus

sed

fram

e w

ith c

rane

sup

por

ting

can

tilev

ers


14


Systemline®

1.5. Special solutions

As to meet any client demand, we offer an almost unlimited variety of custom-tailored designs, in addition to the above presented options. A brief summary of the most frequently applied special versions is given below.

- Applying intermediate column results in a more favourable static solution over cca. 25-30m width and, in consequence, cost savings, where it does not cause functional problem (Figure 10).

I A B C D E II

+5,72

± 5,72

1000

1000

+4,20

+5,40

68001800180068001000

1000 17200

+3,00

95,70°

G2

0,00-0,20

55

00

G1 G1

01 01

G3

50300

02

G4 G4

+7,815

G3G2


Figure 10: „LH” welded frame with intermediate column

Figure 11: Frame structure with internal high “skylight” structural part

- The use of a hall frame combined with skylight structure enhances the functional and aesthetic value of the hall building. It is useful for the function of educational facility or office building, where a central longitudinal corridor is necessary.

15


Systemline®

- Machines, equipment or transporting track ways can be installed on a platform (strong middle floor) connected to internal frame columns, in order to improve the utilization of the side spaces available for cold storage facilities or warehouses (Figure 12).

- Each standard and custom-tailored frame structure can be equipped with canopy roof beam, in order to protect the space in front of the door or entrance from the effects of weather conditions or to create small open storage areas along the building’s facade (Figure 13).


Figure 12: Frame structure combined with intermediate platform (middle floor)

- It is quite common to build frame structure with mono-pitch roof where an extension of an existing hall building is required; or the new building is erected at the boundary of the estate. On the other hand, mono-pitch roof can improve the architectural/aesthetic impression of the building.

- At very complex buildings, where for architectural/aesthetic and/or functional reasons it is hard or impossible to use 2D plane frame structure joined and braced together, the whole hall building structure can be designed as a general spatial structure with independent fixed columns, roof beams (often spatial trusses), lintel beams etc. For example, when an office building „capped” with a roof of intricate geometry joins integrally to a workshop or warehouse of standard structure (car salon + repair shop).

16


Systemline®

G

F

ED

CB

A0

12

4

3

5

6

7

8

9

Fig

ure

13

: „L

S”

fram

e st

ruct

ure

with

can

opy

roof

bea

m


17


Systemline®

95,70°

IPE240

IPE240 IPE240

IPE240 IPE240

IPE240

IPE240

IPE300

IPE300

IPE300 IPE300 IPE300

IPE360

55

00

-0,200,00

+2,90 +2,90

+7,815

30300


- When many functions should be provided in different places of the same building, it is very economical to build two-storey structure by adding an intermediate floor, over a part or the whole of the hall. Connecting office section and other facilities for the working staff (changing room, toilets, etc.) to a larger plant or workshop space can be mentioned as the most frequent example (Figure 14).

Figure 14/b: Spatial view of a middle floor structure for office rooms

Figure 14/a: Two-storey frame structure

18


Systemline®

LVP 20

LTP 135

LVP 45 Dn

1.6. Dilatation of the hall building

It is proposed to apply longitudinal dilatation joint each 50 to 60m long section of the hall building structure, in order to avoid high overstresses due to the thermal motions. This matter can be solved by using a double frame at the dilatation joint; adjusting all the structural elements (claddings, purlins, foundation) for this role.

1.7. Spatial rigidity

The load-bearing capacity against the longitudinal horizontal loading actions (wind) and the global rigidity of hall frame structures is ensured by braced fields in every 5-6 frame bays. The bracing field is consisting of windbracing in the roof and wall bracing, together with the primary and the secondary structures, i.e. purlins and the braced main frames (Figure 16).


- The architectural appearance of the facade can be modified by using parapet wall at the eaves (Figure 15).

Figure 15: Parapet wall

Figure 16: General arrangement of braced fields

19


Systemline®

1.7.1. Longitudinal bracings

1.7.1.1. Standard longitudinal bracing

The standard solution to connect two adjacent frame beams and columns is using diagonal steel tension rods with high grade (St 50-2). The steel rod is welded to the frames through gusset plates; while site connection is realised by using a double-threaded nut element (Figure 17).

1.7.1.2. Bracing frame

When the design of the facade does not allow for the use of standard solution in the wall; a portal bracing frame should be applied.– If the opening in the braced field occupies

the whole wall space, both the columns and the beams of the portal frame are made of hot-rolled IPE section, with moment-resistant frame corners. This solution is rather material consuming and requires more mounting skills and efforts from the builders than the standard X-bracings (Figure 18/a).

Figure 18: Types of longitudinal bracing portal frames

IPE frame beam

IPE frame column

b./ Bracing portal frame made of truss

a./ Bracing portal frame made of I-sections

trussed beam

made of hollow

steel section

IPE column

Figure 17: Tension rods as bracing elements

longitudinal wall

bracing with

portal frame

standard

longitudinal wall

bracing made by

tension rods


– If the opening in the braced field permits to design, the beam of the portal bracing can be realised by lattice truss girder, which is a more favourable and economic solution (Figure 18/b).

20


Systemline®


1.7.1.3 Bracing with masonry construction

This method can be applied when masonry brick walls are designed for external wall covering, because in this case the in-plane stiffness of the brick wall can be utilised for bracing the frame structure. It is important to know that erecting the brick wall only lime-free cement grout should be used where contact is possible to steel structure (corrosion problem).

1.7.2. Wind-bracing

The chords of the wind-brace are represented by the upper flange of the primary frame beam. The truss posts are realised by means of roof purlins and wall girts. The purlins placing in wind-brace have compression forces beside other usual actions, therefore often need stronger sections, e.g double Z-sections connected together with spacer (Figure 19). The X-formed diagonals of the wind-brace are steel tension rods (phase 1.7.1.1). Their final position can be adjusted by threaded nut elements.

Figure 19: Doubled purlins in wind-brace as composed truss members

1.7.3 Bracing of trussed primary frames or beams

It is important to mention that in case of truss roof beams the out-of-stability of the trusses should be provided not only on upper but the lower chord member, as well. This role is generally played by longitudinal bracing truss girders within the width.

200

200

150 150

21


Systemline®

1.8. Corrosion protection

The steel structure of the LINDAB hall buildings is protected by a multi-layer corrosion protective painting. The surface of each steel member and fitting is prepared by sand blasting to have K0 grade surface quality. After the structural manufacturing processes, two painting layers are applied to the surface in a painting shop (1 layer zinc-chromate primer and 1 layer covering paint layer). Total thickness of the two layers is 80 microns. Shipping the structures to the site, some paint cans are also transported to facilitate repair or elimination of the minor damages/scratches suffered during the transport and installation phase.When only the middle zinc-chromate layer is painted in the shop, then the final protective layer is painted on site, it results in better and more uniform quality but costs more, because of more painting time. Upon request, the primary frame structures can be protected by 60 µm hot-dip galvanized surface. For galvanized constructions, under normal ambient conditions, 25 years of corrosion protection is guaranteed.

1.9. Fire protection

The fire resistance rate in time (TH) of the normal steel frame structure is 15 minutes (0.25h) without any fire protective materials. The steel material itself is classified as „non-combustible”.The frame structure can be used under the following circumstances according to Hungarian Standards (MSZ 595):- in buildings of Class IV or V of fire resistance,- in industrial facilities used for activities classified to „A” or „B” fire hazard category,- in industrial, warehousing or agricultural facilities rated to Class III of fire resistance, up to 500 MJ/m2 specific

heat release,- in school gymnasiums or other halls used for physical training, equipped with no public enclosures made

of combustible materials and having capacity for less than 500 spectators.If higher fire resistance capability is required, fire protective paint (e.g. HENSOTHERM) should be applied to the surfaces of the frame structure.- TH=0.5h fire protective painting in shop or on site; - TH=1.0h fire protective painting in shop preferably. In case of even higher fire resistance requirements it is more economic to apply other methods than painting. The most popular solution is using fire retardant boards around the steel structural members, if the plate thickness in the steel cross-section is not less than 5mm. The fire resistance time depends on the number and thickness of the applied retardant board (e.g. RIDURIT).


The resistance time TH (hour)

Protection on 3 sides Protection on 4 sides

0,5 15 150,75 20 201,0 20 201,5 25 302,0 40 452,5 45 503,0 45 55

Thickness of fire-retardant boards (mm)

Systemline®

22


2.0 Secondary load-bearing elements

2.1. Roof purlins and wall girts

The system of steel roof purlins and wall girts of the LINDAB hall buildings, completed with

mounted sheet panels, consist of thin-walled “Z” and “C” sections which transmit the load on

the roof shells and wall claddings to the primary load bearing structures, i.e. the main frames.

These sections can be used as components of the bracing system of the global structure and,

therefore, they can serve also a supplementary function (i.e. providing support to the compression

members of the main beams).

With the use of the appropriate connecting pieces, the system can be applied also to primary

structures made of reinforced concrete or timber constructions.

2.1.1. Material, geometry, sizes

- Material properties

Hot-dip galvanized steel sheets (quality: EN 10147, FeE 350 G) are used as raw material.

Yield point (Ry) 350 MPa

Tensile strength (Rm) 420 MPa

Modulus of elasticity (E) 210000 MPa

- Section geometric

The asymmetric shape of the section makes possible the overlapping connection of the beams.

As a result, the high bending momentum over the support is carried by doubled section (Figure

20).

2. Secondary load-bearing elements

B+6

H

B

16

16

41

C Cl

1818

45

Figure 20: Overlapping connection of “Z” and “C” beam sections

H = 100,120, 150, 200, 250, 300, 350

Sheet thickness: 1.0 to 3.0 mm

The “C” sections can be connected to each other by inserting special “CI” components.

Systemline®

23


2. 3.1.

b. a.

1.

2.

3.

4.

5.

6.

1. Both flanges are laterally supported.

2. Compression flange is supported, tension

flange is unsupported.

3. Tension flange is supported, compression

flange is unsupported

a.) for gravity loadingb.) for uplift load


2.1.2. Static systems, static design

Assuming equal spans and uniformly distributed load on the whole length of the beam, the

thin-walled Z and C sections can be designed by means of design tables (span vs. load tables)

shown in the “Design Guide for beams made of Z and C sections”.

The tables specify the load-bearing capacity

of the beam according to static models and

various lateral supporting conditions of the

beam (Figure 21), for the two limit state:

- ultimate limit state

- serviceability limit state

With the use of the special static calculation

software (DIMroof v2.0) developed by Lindaband Budapest Technical University, light

gauge beams can be designed with more

various parameters (changing spans,

different loading types, e.g. linearly

distributed or concentrated loads, and axial

tension force).

The deflection limit to be satisfied depends

on the applied code. Eurocode does not

provide exact value, the National Annexes

should clarify the limits in each country. The

Hungarian Standard (MSZ) prescribes the

following values for deflection limit (eH),

where “L” means the span of the beam:

roof and floor beams in general:

eH= L / 200

beams as structural elements of global

bracing:

eH= L / 300

beams in temporary building; or at lower

requirements:

eH= L / 150

Technical parameters of most common light

gauge thin-walled beams

Figure 21: Static model

Systemline®

24



Geom

etry

No

min

al th

ickn

ess

De

sig

n va

lue

of th

ickn

ess

Mo

me

nt o

f ine

rtia, g

ross c

ross-s

ec

tion

Mo

me

nt o

f ine

rtia, e

ffec

tive

cro

ss-s

ec

tion

Mate

rial p

rop

ertie

s

Yie

ld p

oin

t

De

ad

we

igh

t

Resis

tan

ces

(su

pp

ortin

g le

ng

th 1

00

mm

)

Be

nd

ing

mo

me

nt –

1

Be

nd

ing

mo

me

nt –

2

Be

nd

ing

mo

me

nt –

3

Be

nd

ing

mo

me

nt –

4

Sh

ea

ring

forc

e

Crip

plin

g, a

t the

inn

er s

up

po

rt

Crip

plin

g, a

t the

en

d s

up

po

rt

No

min

al th

ickn

ess

De

sig

n va

lue

of th

ickn

ess

Mo

me

nt o

f ine

rtia, g

ross c

ross-s

ec

tion

Mo

me

nt o

f ine

rtia, e

ffec

tive

cro

ss-s

ec

tion

Mate

rial p

rop

ertie

s

Yie

ld p

oin

t

De

ad

we

igh

t

Resis

tan

ces

(su

pp

ortin

g le

ng

th 1

00

mm

)

Be

nd

ing

mo

me

nt –

1

Be

nd

ing

mo

me

nt –

2

Be

nd

ing

mo

me

nt –

3

Be

nd

ing

mo

me

nt –

4

Sh

ea

ring

forc

e

Crip

plin

g, a

t the

inn

er s

up

po

rt

Crip

plin

g, a

t the

en

d s

up

po

rt

Systemline®

25



Nomination Sys Static system

t1

Thickness of the intermediate purlin

t2

Thickness of the end purlin

L Span (m)

Type Type of limit state

1. Ultimate limit state, both flange supported

2. Ultimate limit state, both flange supported; gravity load

3. Ultimate limit state, both flange supported; uplift load

4. Serviceability limit state, L/200 deflection limit

5. Serviceability limit state, L/300 deflection limit

The attached table contains an abstract from the load-bearing capacities (kN/m) for light gauge

LINDAB purlin beams (Z150 and Z200), for the most frequently used static system (standard

overlapped no. 5); for uniformly distributed loads.

Z 150 Z 200

sys t1 t2 type L

5.20 5.60 6.00 6.40 6.80 7.20 5.20 5.60 6.00 6.40 6.80 7.20

5 1.00 1.00 1 1.17 1.01 0.88 0.77 0.68 0.61 1.49 1.28 1.12 0.98 0.87 0.78

2 1.17 1.01 0.88 0.77 0.68 0.61 1.37 1.21 1.08 0.97 0.87 0.78

3 0.61 0.53 0.46 0.41 0.36 0.32 0.95 0.82 0.72 0.63 0.56 0.50

4 0.92 0.73 0.60 0.49 0.41 0.35 2.39 1.92 1.56 1.28 1.07 0.90

5 0.61 0.49 0.40 0.33 0.27 0.23 1.60 1.28 1.04 0.86 0.71 0.60

5 1.00 1.20 1 1.70 1.47 1.28 1.12 1.00 0.89 2.18 1.93 1.68 1.48 1.31 1.17

2 1.53 1.32 1.15 1.01 0.90 0.80 1.84 1.63 1.45 1.30 1.17 1.06

3 0.77 0.66 0.58 0.51 0.45 0.40 1.48 1.27 1.11 0.98 0.86 0.77

4 1.11 0.89 0.72 0.60 0.50 0.42 2.91 2.33 1.89 1.56 1.30 1.09

5 0.74 0.59 0.48 0.40 0.33 0.28 1.94 1.55 1.26 1.04 0.87 0.73

5 1.00 1.50 1 2.28 2.02 1.79 1.61 1.45 1.31 2.35 2.10 1.88 1.70 1.54 1.41

2 1.75 1.54 1.36 1.20 1.06 0.95 1.96 1.74 1.55 1.40 1.26 1.15

3 0.95 0.82 0.71 0.62 0.55 0.49 2.12 1.82 1.59 1.40 1.24 1.10

4 1.39 1.11 0.91 0.75 0.62 0.52 3.64 2.92 2.37 1.95 1.63 1.37

5 0.93 0.74 0.60 0.50 0.42 0.35 2.43 1.95 1.58 1.30 1.09 0.92

5 1.20 1.20 1 1.70 1.47 1.28 1.12 1.00 0.89 2.24 1.93 1.68 1.48 1.31 1.17

2 1.70 1.47 1.28 1.12 1.00 0.89 2.24 1.93 1.68 1.48 1.31 1.17

3 0.77 0.66 0.58 0.51 0.45 0.40 1.48 1.27 1.11 0.98 0.86 0.77

4 1.11 0.89 0.72 0.60 0.50 0.42 2.91 2.33 1.89 1.56 1.30 1.09

5 0.74 0.59 0.48 0.40 0.33 0.28 1.94 1.55 1.26 1.04 0.87 0.73

5 1.20 1.50 1 2.53 2.18 1.90 1.67 1.48 1.32 3.56 3.07 2.67 2.35 2.08 1.86

2 2.38 2.06 1.79 1.57 1.39 1.24 3.22 2.84 2.52 2.26 2.03 1.84

3 0.95 0.82 0.71 0.62 0.55 0.49 2.30 1.98 1.73 1.52 1.35 1.20

4 1.39 1.11 0.91 0.75 0.62 0.52 3.64 2.92 2.37 1.95 1.63 1.37

5 0.93 0.74 0.60 0.50 0.42 0.35 2.43 1.95 1.58 1.30 1.09 0.92

Systemline®

26



More detailed specification and data for static design can be found in the 2nd reviewed issue of

the “Static Design Guide for Z and C sections” published by LINDAB.

.

5 1.20 2.00 1 3.55 3.12 2.77 2.44 2.16 1.93 3.83 3.40 3.04 2.74 2.48 2.26

2 2.81 2.42 2.11 1.86 1.64 1.47 3.31 2.93 2.61 2.34 2.11 1.92

3 1.17 1.01 0.88 0.77 0.68 0.61 3.17 2.74 2.38 2.09 1.86 1.66

4 1.86 1.49 1.21 1.00 0.83 0.70 4.89 3.91 3.18 2.62 2.19 1.84

5 1.24 1.00 0.81 0.67 0.56 0.47 3.26 2.61 2.12 1.75 1.46 1.23

5 1.50 1.50 1 2.53 2.18 1.90 1.67 1.48 1.32 3.56 3.07 2.67 2.35 2.08 1.86

2 2.53 2.18 1.90 1.67 1.48 1.32 3.56 3.07 2.67 2.35 2.08 1.86

3 0.95 0.82 0.71 0.62 0.55 0.49 2.30 1.98 1.73 1.52 1.35 1.20

4 1.39 1.11 0.91 0.75 0.62 0.52 3.64 2.92 2.37 1.95 1.63 1.37

5 0.93 0.74 0.60 0.50 0.42 0.35 2.43 1.95 1.58 1.30 1.09 0.92

5 1.50 2.00 1 3.70 3.19 2.78 2.44 2.16 1.93 6.21 5.35 4.66 4.10 3.63 3.24

2 3.69 3.18 2.77 2.44 2.16 1.93 5.95 5.26 4.66 4.10 3.63 3.24

3 1.17 1.01 0.88 0.77 0.68 0.61 3.17 2.74 2.38 2.09 1.86 1.66

4 1.86 1.49 1.21 1.00 0.83 0.70 4.89 3.91 3.18 2.62 2.19 1.84

5 1.24 1.00 0.81 0.67 0.56 0.47 3.26 2.61 2.12 1.75 1.46 1.23

5 1.50 2.50 1 4.64 4.00 3.48 3.06 2.71 2.42 6.64 5.87 5.24 4.70 4.24 3.85

2 4.37 3.77 3.29 2.89 2.56 2.28 5.95 5.26 4.68 4.19 3.77 3.41

3 1.33 1.15 1.00 0.88 0.78 0.70 3.83 3.31 2.88 2.53 2.24 2.00

4 2.33 1.87 1.52 1.25 1.04 0.88 6.12 4.90 3.98 3.28 2.74 2.31

5 1.55 1.24 1.01 0.83 0.70 0.59 4.08 3.27 2.66 2.19 1.82 1.54

5 2.00 2.00 1 3.70 3.19 2.78 2.44 2.16 1.93 6.21 5.35 4.66 4.10 3.63 3.24

2 3.70 3.19 2.78 2.44 2.16 1.93 6.21 5.35 4.66 4.10 3.63 3.24

3 1.17 1.01 0.88 0.77 0.68 0.61 3.17 2.74 2.38 2.09 1.86 1.66

4 1.86 1.49 1.21 1.00 0.83 0.70 4.89 3.91 3.18 2.62 2.19 1.84

5 1.24 1.00 0.81 0.67 0.56 0.47 3.26 2.61 2.12 1.75 1.46 1.23

5 2.00 2.50 1 4.64 4.00 3.48 3.06 2.71 2.42 8.77 7.56 6.59 5.79 5.13 4.57

2 4.64 4.00 3.48 3.06 2.71 2.42 8.77 7.56 6.59 5.79 5.13 4.57

3 1.33 1.15 1.00 0.88 0.78 0.70 3.83 3.31 2.88 2.53 2.24 2.00

4 2.33 1.87 1.52 1.25 1.04 0.88 6.12 4.90 3.98 3.28 2.74 2.31

5 1.55 1.24 1.01 0.83 0.70 0.59 4.08 3.27 2.66 2.19 1.82 1.54

5 2.50 2.50 1 4.64 4.00 3.48 3.06 2.71 2.42 8.77 7.56 6.59 5.79 5.13 4.57

2 4.64 4.00 3.48 3.06 2.71 2.42 8.77 7.56 6.59 5.79 5.13 4.57

3 1.33 1.15 1.00 0.88 0.78 0.70 3.83 3.31 2.88 2.53 2.24 2.00

4 2.33 1.87 1.52 1.25 1.04 0.88 6.12 4.90 3.98 3.28 2.74 2.31

5 1.55 1.24 1.01 0.83 0.70 0.59 4.08 3.27 2.66 2.19 1.82 1.54

Z 150 Z 200

sys t 1 t 2 type L

5.20 5.60 6.00 6.40 6.80 7.20 5.20 5.60 6.00 6.40 6.80 7.20

Systemline®

27


2.1.3. Constructional aspects

2.1.3.1. The design of supports

The supports of the purlins should resist against reaction forces in the direction of the webs, and

perpendicularly to the webs, and as the purlins can perform as bracing element, should carry

axial forces, as well. Furthermore, continuous supporting of the web can avoid distortional andlocal deformations.

The supporting elements (“consoles”) are generally made of steel “U” channel sections. The

elements can be welded directly to the top of steel structures or, in case of reinforced concrete

structures, to pre-inserted flat steel. In case of laminated and glued timber structures, a

connecting steel piece can be bolted to the wood (Figure 22).

The transmission of forces applying in the plane of the roof panel towards the supports can be

provided by applying more screws over the support (i.e. by using 6 screws).

M10*35

min:5,6

1 + 2 x 2 + 1 = 6

a)

Figure 22: Design of purlin supporting element: (a) on reinforced concrete pillar; (b) on laminated timber girder.

b)


Systemline®

28


2.1.3.2. Longitudinal splice of thin-walled beams

- On smaller spans continuous beam over more supports can be used without site splices,

from one assembly unit (below production and transportation limit: 12.0-13.0m).

- In case of normal (cca. 6.0m) or higher (7.0-8.0m) continuous beam is constructed by

overlapping splices over the supports, thus one purlin line is consisting of more assembly

unit (Figure 23). Most optimum solution is the so-called standard overlap system with Z-

profiles (static model no. 5 on Figure 21).

Z at the end field: 1.2 L + gable overhang

in the intermediate field: 1.2 L

supplementary element: 0.8 L

C at the end field: 0.9 L + gable overhang

in the intermediate field: 1.0 L

supplementary element: min. 0.2 L + 150 mm

(standard length = 1,600 mm)

Figure 23: Structural system applying overlapped splices of “Z” and “C” beams


possible strengthening o

f

the e

nd structura

l element

end stru

ctural e

lementinterm

ediate stru

ctural e

lement

gable ove

rhang

end stru

ctural e

lement

intermediate s

tructura

l element

gable ove

rhang

CI splic

e pro

file

Systemline®

29


2.1.3.3. Lateral supports

If the prescribed fastening methods are used, the trapezoidal corrugated sheets shall

continuously provide the lateral support of the LINDAB “Z” and “C” beams. Added concentrated

supports may be needed at specific points along the length of the beam in the following cases:

– against lateral-torsional buckling during assembly & installation,

– against bending in the roof plane (about weak axis of the beams) in case of higher roof slopes

(α > 22°)

– against lateral movement of the free flange (against distortional buckling).

These extra supports shall be designed and dimensioned with regard to the applied structural

elements (Figure 24).

In special cases, purlins can be fixed only through the bottom flange without supporting element

(console). In such cases, the position of the purlins over the support (top flange of primary beam)

shall be retained by placing steel bars in the axis of the primary frames (Figure 25).


suspension rod rod for the suspension & lateral supporting

the free flange

Figure 25: Purlin directly fastened onto the top of primary beam

Figure 24: Types of lateral support

Systemline®

30



2.1.3.4. Connections of thin-walled beams

The individual elements of the Z – C profiled light gauge purlin system are connected to the

primary girders by metric bolts (M10-M12-M14); while to each other by metric bolts as well

(M10-M12) or by self-drilling screws (LD3 or LD6). For metric bolts the necessary holes are can

be prepared on site (by drilling or punching) or, in accordance with the production design

drawings, in the manufacturing shop (pre-punching).

Holes on site The thin-walled beams can be drilled or punched easily. This method is

not too sensitive to site inaccuracies during the assembly phase, however,

results in cost increases due to more labor time on site.

Holes in plant The erection costs can be reduced; however, the method requires high

grade of site precision. The product design must be prepared with takinginto account the production limitations of the manufacturer, in respect to

the number and the location of the bolt-holes.

At present, the beams can be produced observing the bolt-hole specification shown in the

following table:

Bolt hole (mm) Height of the beam (mm)

Circular Hole 100 120 150 200 250 300 350

12 + + + + + + +

14 + + + +

18 + + + + + + +

Oval Hole

10x15 + + +

12x20 + + +

14x25 + + + + + + +

18x25 + + +

– minimum distance between the holes and the end of the beams: 50 mm

– holes are available for webs only, for flanges there is no possibility to pre-punch

– max. number of holes: 36 holes/beam. More holes may be pre-punched only after having

specific agreements with LINDAB.

Systemline®

31


2.2. High profiled slab systems

High profiles are those steel trapezoidal sheets that have higher depth and thickness than

cladding sheets. These structural elements have high load-bearing capacity, therefore they are

suitable to carry the loads directly to the primary frames.

There are 2 main application areas for use of high profiles:

1., Roof slab of hall building structures which perform the function of the purlin system. If the

roof slope is 3° < α < 5°, the roof cladding system is composition (soft) roofing with the traditional

bitumen or PVC-type water tight top layer. In case of α ≥ 6°, with the necessary inclusion of

distance spacers and heat insulation, the common trapezoidal sheets can be used for roof

covering as mounted sandwich roof (Figure 26).

1., Plastic foil

2., Spacer (“Z” steel profile or

wooden batten)

3., Primary beam

4., Thermal insulation

5., LINDAB trapezoidal sheet

Order of layers for

trapezoidal roof sheets:

Order of layers for

composition (soft)

roofing:


Figure 26: Types of high profiled roof slab structural systems

α ≥ 6°

3°< α < 5°

1., Water sealing (bitumen

or PVC)

2., Thermal insulation

3., Vapor barrier foil

4., LINDAB high profile

5., Primary beam

Systemline®

32


2. When integrated in intermediate floor structure, it is used as built-in formwork. After

having installed statically dimensioned reinforcement and completed the concrete floor, a cost-

efficient and attractive floor structure can be created (Figure 27).

Detail drawing of the floor

structure:

Cross-Section of a floor structure with 2 kN/m2

load-bearing capacity


Figure 27: Structural design of intermediate floor structure

- glued floorboards

- finishing, 4 mm estrich gypsum layer

- C12 concrete load-bearing floor slab, 40 to 150 mm thick

- LTP 115 high profiled trapezoidal sheet

- IPE 160-240 secondary floor girder (spacing cca. 2.5-3.0m)

secondary floor beam

edge strip

top: Ø 8/20 mesh reinforcement

Ø 8/25 mesh reinforcementconcrete

fixed (screwed or pop

riveted) to floor beam

at every 50 cm

secondary floor beam

Systemline®

33


2.2.1. Material, types, size range

Surface protected (coated) steel strips are corrugated on a shaping rolling mill, to provide

trapezoidal ribs running parallel with length of the sheet.

Type of surface protection: hot-dip galvanized + plastic film coated steel sheet.

Thickness of the zinc coat: 275 g/m2

Plastic film coat: 15 µm thick polyester

Quality of the steel strip: S280GD+ZSheet thickness range: 0,75; 0,88 1,00; 1,25 mm

Max. transportation length:

LTP 100, LTP 115 13.000 mm

LTP 135, LTP 150: 19.000 mm

Min. production length: 1.500 mm


Profile types Lv (mm) Weight (kg/m2)

LTP 100 0.75 8.92

0.88 10.47

1.00 11.90

1.25 14.88

LTP 115 0.75 8.92

0.88 10.47

1.00 11.89

1.25 14.87

LTP 135 0.75 9.50

0.88 11.14

1.00 12.66

1.25 15.83

LTP 150 0.75 10.51

0.88 12.34

1.00 14.02

1.25 17.52

coloured

side

2. side

covering width = 930

covering width = 840

1. side

2. side

1. side

2. side

1. side

Systemline®

34


Static Design Tables for High Profiled Trapezoidal Sheets

Line 1: Allowable load (kN/m2)

without deflection limit

Line 2: Allowable load (kN/m2)

with deflection limit: L/200

Line 3: Allowable load (kN/m2) with

deflection limit: L/300

2.2.2. Static system, dimensioning

The high-profile floor sheet acts as a simple supported or continuous beam when carrying the

loads and transmitting them to the supporting floor beam. The ultimate load bearing capacity

data can be retrieved from the design tables, in the function of static model, (equal) span(s) and

thickness. The following table shows an example for the load bearing capacity of high profiles,

by increasing the span, by one meter. More detailed data are given in the “Design Guide for

LINDAB Trapezoidal Sheet”.

With the use of the special static calculation software (DIMroof v2.0) developed by Lindab and

Budapest Technical University, high profiles can be designed with more various parameters(more static model, e.g. overlaps over the supports; changing spans; different loading types,

e.g. linearly distributed or concentrated loads, and axial tension force).

Deflection limitations applicable to high profiles:

- for composition (soft) roofing ≤ l /300

- for trapezoidal sandwich roofing ≤ l /150

4.002.382.131.423.472.391.604.472.631.766.123.262.18

5.001.521.090.732.221.230.822.861.350.903.921.671.11

6.001.060.630.421.540.710.471.990.780.522.720.970.64

7.000.780.400.261.130.450.301.460.490.332.000.610.41

123123123123

Két

tám

aszú

tart

ó

LTP100 LTP115

Sor

0.75

0.88

1.00

1.25

Anyag-vastagság

[mm]3.003.483.482.964.774.772.075.465.464.016.876.875.05

3.252.972.972.334.074.071.634.654.653.155.865.863.97

3.502.562.561.873.513.511.304.014.012.525.055.053.18

4.001.961.961.252.682.680.873.073.071.693.873.872.13

Thickness

(mm)Lin

e

Sin

gle

sp

an

be

am

Systemline®

35



123123123123

LTP100 LTP115

Sor

0.75

0.88

1.00

1.25

Anyag-vastagság

[mm]3.003.083.083.084.164.164.164.764.764.766.006.006.00

3.252.732.732.733.683.683.684.214.214.215.315.315.31

3.502.442.442.443.283.283.283.753.753.754.734.734.73

4.001.961.961.962.662.662.663.043.043.043.833.833.83

Hár

omtá

mas

zú ta

rtó

4.002.612.612.613.393.393.394.254.254.236.556.555.25

5.001.801.801.752.332.331.972.892.892.174.444.032.69

6.001.251.251.011.691.691.142.081.881.253.162.331.55

7.000.920.920.641.281.080.721.571.180.792.321.470.98

123123123123

LTP100 LTP115

Sor

0.75

0.88

1.00

1.25

Anyag-vastagság

[mm]3.003.483.483.484.774.774.775.465.465.466.876.876.87

3.252.972.972.974.074.074.074.654.654.655.865.865.86

3.502.562.562.563.513.513.514.014.014.015.055.055.05

4.001.961.961.962.682.682.683.073.073.073.873.873.87

4.002.812.812.724.004.003.064.924.923.367.106.254.17

5.001.801.801.392.562.351.563.282.581.724.553.202.13

6.001.251.210.811.781.360.912.281.491.003.161.851.23

7.000.950.760.511.310.860.571.670.940.632.321.170.78

Nég

ytám

aszú

tart

ó

Thickness

(mm)Lin

e

Tri

ple

sp

an

be

am

Thickness

(mm)Lin

e

Do

ub

le s

pa

n b

ea

m

Systemline®

36


123123123123

Két

tám

aszú

tart

ó

LTP135 LTP150

Sor

0.75

0.88

1.00

1.25

Anyag-vastagság

[mm]4.003.293.293.175.235.233.756.766.424.288.658.105.39

5.002.282.281.623.392.871.924.333.302.195.534.152.76

6.001.581.400.942.351.671.113.011.901.273.842.401.60

7.001.160.880.591.731.050.702.211.200.802.821.501.01

4.002.412.412.293.383.382.714.394.393.106.095.873.91

5.001.841.761.172.332.081.392.832.381.593.893.012.00

6.001.281.080.681.621.210.801.961.380.922.701.741.16

7.000.940.640.431.190.760.511.440.870.581.991.100.73

123123123123

0.75

0.88

1.00

1.25

3.313.313.314.984.984.986.436.436.438.658.658.65

2.362.362.363.453.453.454.404.404.405.685.685.68

1.681.681.682.442.442.443.123.123.064.094.093.85

1.261.261.261.831.831.682.342.341.933.113.112.42H

árom

tám

aszú

tart

ó

2.432.432.433.263.263.264.024.024.025.655.655.65

1.691.691.692.262.262.262.772.772.773.853.853.85

1.241.241.241.621.621.621.961.961.962.702.702.70

0.940.940.941.191.191.191.441.441.391.991.991.76

123123123123

0.75

0.88

1.00

1.25

3.313.313.315.245.245.246.766.766.768.658.658.65

2.362.362.363.453.453.454.404.404.145.805.805.21

1.691.691.692.442.442.103.143.142.404.324.323.02

1.321.321.121.901.901.322.442.271.513.332.851.90

2.882.882.883.643.643.644.414.414.416.096.096.09

1.841.841.842.332.332.332.832.832.833.893.893.84

1.281.281.281.621.621.541.961.961.762.702.702.22

0.940.940.821.191.190.971.441.441.111.991.991.40N

égyt

ámas

zúta

rtó

Thickness

(mm)Lin

e

Sin

gle

sp

an

be

am

Do

ub

le s

pa

n b

ea

mTri

ple

sp

an

be

am

Systemline®

37



2.2.3. Constructional aspects, rules

The theoretical layout of high profiled sheets is illustrated on Figure 28.

The longitudinal edge of each panel must join to the edge of another panel or to an edge

stiffening bent sheet, or to an edge supporting structural element.

Length of longitudinal overlapping: 50 to 150 mm

Width of supports: 160 mm (80-200mm)

Figure 28: Axonometric view of high profiled sheet slab

lower flange

lower flange

stiffenereffective covering width

fixing elements

(stud, screw, rivet etc.)

web

web stiffener

longitudinal edge

bent up

stiffenerwidth

panel width

longitudinal

overlapping

upper

flange

upper flange stiffener

longitudinal splice

connection

fixing element of longitudinal connection

overlapping of

transversal

connection

transversal

connection

nominal sheet

thickness (zinc-

coated steel core)

edge

stiffener

profile height

sheet panel

plane longitudinal

edge

rivet, screw

length

of s

heet p

anel

fixing element at the support

support width

span

supporting beam/

girder/purlin

Systemline®

38



Depending on the supporting structure the following fixing components are proposed:

- Steel beams (where “v” is the plate thickness):

v ≤ 6 mm LD6 self-drilling screw

6 < v ≤ 12 mm LD12 self-drilling screw

v > 12 mm power stud (spike)

- Reinforced concrete beam:

– dowel, spike, power stud or, in case of the approach illustrated on Figure 29, LD6 self-

drilling screw

- Timber beam: LW-T self-drilling screw

Table 1 gives guidance concerning the number and the distribution of the fixing components.

Static design can be performed regarding the options shown in Table 2, for tensile and/or shear forces.

The fixing of the panels can be placed in the fields, along the longitudinal or transversal

connections, or along both the longitudinal and transversal connections.

Distance between fixing elements:

- longitudinal connection: 50 mm ≤ eL≤ 666 mm but min. 4 components between two supports

- edge stiffener sheet: 50 mm ≤ eR ≤ 333 mm

- edge support beam: 50 mm ≤ eR ≤ 666 mm

Distance measured from the edge of the sheet panel:

- longitudinal edge: e ≥ 10 mm

≥ 1.5 d

- transversal edge: e ≥ 20 mm

≥ 2.0 d where “d” is the diameter of bolt hole

62

20*3

89

24

109

62

24

20*3

3 50*1850*183

Figure 29: Axonometric view of fixing examples of high profiles

Systemline®

39



1. sz. táblázat

Number and distribution of fixing

componentsMethod of fastening

on each supporting beam flange


on every second

supporting beam flange

based on shear

resistance calculations




on every second

supporting beam flange

based on shear resistance

calculations

Table 1.

Systemline®

40



Table 1 (continued)



- in general, max. distance: eR = 666 mm

- based on shear resistance calculations

- in general, max. distance: eR = 333 mm

- based on shear resistance calculations

- based on calculations eR = 50 mm

- in general, max. distance: eL = 666 mm

- in high shearing region: eL = 50 mm

1. high profiled trapezoidal sheet

2. fixing element

3. edge stiffener with bent-up edge

4. stiffener for the end of cantilever5. edge support

Cantilevered beam

Cantilever stiffener

Edge support

Number and distribution of fixing

componentsMethod of fastening

Edge stiffener

Longitudinal connection

Systemline®

41



Alkalmazási eset F ’z

0,9 F· z

0,7·F z

F =0z, i

Fz, r

0,35·F z

mma

75

75

b =150mmg

0,5 F· z

0,7·F z

e

tN

bG

t <1,25mmN

e> 4

150mm<b 250mmg

t <1,25mmN

tN

bG

bG

tN

tN

a

t <1,25mmN

<5mm4

3

2

1

FZ’ = η x FZ

FZ’ = allowable load at the connection

FZ = allowable load in general

Table 2

Table 3

rögzités

nyíró terhelés

húzó terhelés

a b c da. fixing inside the

field

b. fixing at longitudinal

overlapping

c. fixing at transversal

overlapping

d. fixing at longitudinal

and transversal

overlapping

Type of application

Method

of fixing

Shear

loads

Tensile

loads

Systemline®

42


�

�

�

�

�

3d20mm4d40mm10d

�

�

�

4d40mm10d�30mm

�20

0mm

�30

mm

>4d �1,

5d =10mm=200mm=2d=15mm=1,5d=10mm

�20

0mm

�10

mm

�2d �1,5d�15mm �10mm

d�10mm

d

d�10mm

Fg e rin c��

Fb o rd a��


Figure 30: Detail of longitudinal connection of high profiles

Systemline®

43


2.3. Wall cassettes

The wall cassettes are secondary load-bearing structural elements that transmit the external

load (wind pressure) acting on the wall cladding directly to the primary frames. Joining together

properly, they constitute a secondary system with high load-bearing capacity on larger spans

(4.0 to 8.0m).

Main application fields are:

– internal cladding of hall buildings (e.g. manufacturing plant, warehouse, shopping center,

market house)

– partition walls and roof structures

– perforated noise-reducing walls.

2.3.1. Materials, types/models, size ranges

The wall cassettes are made of hot-dip galvanized steel sheets (yield point: min. 320 N/mm2)

rolled on profile shaping mill.

Surface protection: 275 g/m2 zinc coat + 15 ì m thick polyester, RAL 9002

Max. transportation length: 18,500 mm

Min. production length: 2,000 mm


2.3.2. Static system, structural design

The wall cassettes act as simple supported or continuous beam when carrying the loads and

transmitting them to the supporting floor beam. The ultimate load bearing capacity data can be

retrieved from the design tables, in the function of static model, (equal) span(s) and thickness.The support width is generally around 100 mm, at the least. The wider the support width is, the

higher the load bearing capacity is (because of higher resistance against crippling).

The following table gives load bearing capacities, by increasing the spans gradually, by one

meter in each case. More detailed data are given in the “Design Guide for Wall Cassettes”.

.

1237

1444

1640

1910

2150

2380

2247

2054

2750

1,053

1,246

1,424

1,112

1,316

1,504

1,136

1,344

1,535

l. eff

[mm4/mm]

A

[mm2/mm]

Systemline®

44



Line 1: without deflection limit

Line 2: with deflection limit L/150

3.00 4.00 5.00 6.00 7.00 4.00 5.00 6.00 7.00 8.00 4.00 5.00 6.00 7.00 8.00

1 2.15 1.21 0.77 0.54 0.39 1.54 0.98 0.68 0.50 0.38 1.70 1.09 0.76 0.56 0.432 2.15 1.21 0.77 0.54 0.39 1.54 0.98 0.68 0.50 0.38 1.70 1.09 0.76 0.56 0.433 2.15 1.21 0.77 0.46 0.29 1.54 0.98 0.68 0.45 0.30 1.70 1.09 0.76 0.53 0.354 2.15 1.04 0.53 0.31 0.19 1.54 0.82 0.48 0.30 0.20 1.70 0.97 0.56 0.35 0.241 2.83 1.59 1.02 0.71 0.52 2.04 1.31 0.91 0.67 0.51 2.26 1.45 1.01 0.74 0.572 2.83 1.59 1.02 0.71 0.45 2.04 1.31 0.91 0.67 0.45 2.26 1.45 1.01 0.74 0.533 2.83 1.59 0.93 0.54 0.34 2.04 1.31 0.80 0.51 0.34 2.26 1.45 0.93 0.59 0.394 2.83 1.21 0.62 0.36 0.23 1.81 0.92 0.54 0.34 0.23 2.10 1.08 0.62 0.39 0.261 3.46 1.95 1.25 0.87 0.64 2.51 1.61 1.12 0.82 0.63 2.79 1.79 1.24 0.91 0.702 3.46 1.95 1.25 0.82 0.51 2.51 1.61 1.12 0.75 0.50 2.79 1.79 1.24 0.86 0.583 3.46 1.95 1.06 0.61 0.39 2.51 1.54 0.89 0.56 0.37 2.79 1.77 1.03 0.65 0.434 3.27 1.38 0.71 0.41 0.26 2.00 1.02 0.59 0.37 0.25 2.31 1.18 0.68 0.43 0.29

1 2.15 1.25 0.80 0.55 0.41 1.54 0.98 0.68 0.50 0.38 1.59 1.09 0.76 0.56 0.432 2.15 1.25 0.80 0.55 0.41 1.54 0.98 0.68 0.50 0.38 1.59 1.09 0.76 0.56 0.433 2.15 1.25 0.80 0.55 0.41 1.54 0.98 0.68 0.50 0.38 1.59 1.09 0.76 0.56 0.434 2.15 1.25 0.80 0.55 0.41 1.54 0.98 0.68 0.50 0.38 1.59 1.09 0.76 0.56 0.431 2.85 1.71 1.10 0.76 0.56 2.04 1.34 0.93 0.69 0.53 2.17 1.45 1.01 0.75 0.572 2.85 1.71 1.10 0.76 0.56 2.04 1.34 0.93 0.69 0.53 2.17 1.45 1.01 0.75 0.573 2.85 1.71 1.10 0.76 0.56 2.04 1.34 0.93 0.69 0.53 2.17 1.45 1.01 0.75 0.574 2.85 1.71 1.10 0.76 0.54 2.04 1.34 0.93 0.69 0.53 2.17 1.45 1.01 0.75 0.571 3.60 2.15 1.37 0.95 0.70 2.51 1.68 1.18 0.86 0.66 2.70 1.79 1.24 0.93 0.722 3.60 2.15 1.37 0.95 0.70 2.51 1.68 1.18 0.86 0.66 2.70 1.79 1.24 0.93 0.723 3.60 2.15 1.37 0.95 0.70 2.51 1.68 1.18 0.86 0.66 2.70 1.79 1.24 0.93 0.724 3.60 2.15 1.37 0.95 0.62 2.51 1.68 1.18 0.86 0.60 2.70 1.79 1.24 0.93 0.70

1 2.47 1.55 1.00 0.69 0.51 1.60 1.15 0.84 0.62 0.47 1.70 1.09 0.81 0.65 0.512 2.47 1.55 1.00 0.69 0.51 1.60 1.15 0.84 0.62 0.47 1.70 1.09 0.81 0.65 0.513 2.47 1.55 1.00 0.69 0.51 1.60 1.15 0.84 0.62 0.47 1.70 1.09 0.81 0.65 0.514 2.47 1.55 1.00 0.59 0.37 1.60 1.15 0.84 0.57 0.38 1.70 1.09 0.81 0.65 0.451 3.43 2.14 1.37 0.95 0.70 2.22 1.60 1.17 0.86 0.66 2.26 1.45 1.11 0.89 0.722 3.43 2.14 1.37 0.95 0.70 2.22 1.60 1.17 0.86 0.66 2.26 1.45 1.11 0.89 0.723 3.43 2.14 1.37 0.95 0.65 2.22 1.60 1.17 0.86 0.65 2.26 1.45 1.11 0.89 0.724 3.43 2.14 1.19 0.69 0.43 2.22 1.60 1.02 0.65 0.43 2.26 1.45 1.11 0.75 0.501 4.32 2.68 1.72 1.19 0.88 2.79 2.01 1.47 1.08 0.83 2.79 1.79 1.39 1.11 0.912 4.32 2.68 1.72 1.19 0.88 2.79 2.01 1.47 1.08 0.83 2.79 1.79 1.39 1.11 0.913 4.32 2.68 1.72 1.17 0.74 2.79 2.01 1.47 1.07 0.72 2.79 1.79 1.39 1.11 0.834 4.32 2.64 1.35 0.78 0.49 2.79 1.96 1.13 0.71 0.48 2.79 1.79 1.31 0.83 0.55

LFK 100/600 LFK 120/600 LFK 130/600L - támaszköz (m)



Th

ickn

ess

(mm

)

Lin

e

Sin

gle

sp

an

be

am

Do

ub

le s

pa

n b

ea

mTri

ple

sp

an

be

am

L-span

Systemline®

45



2.3.3. Constructional aspects, rules

The flanges of the wall cassettes substitute for the wall girts, thusthey can be laid horizontally to support the vertical load-bearing

wall cladding and to be fastened directly on the primary columns

made of steel or reinforced concrete (Figure 31).

The wall cassette should be fastened on each support with min. 3 fixing elements

which can be either:

- in case of reinforced concrete structure: – power stud

– spike or

– dowel+anchor bolt

- in case of steel beams: – self-drilling screw or

– power stud

The static design of the fixing elements must be based upon the reaction forces

acting at the supports.

The wall cassettes should be connected through their flanges with by self-drilling

screws (LL2 or LD3) or rivets. Lateral buckling of the flanges is avoided by means

of adequately fixed external wall cladding sheets. Further details of this application

can be seen in Item 3.2.2.2.

Figure 31: Positioning and fixing wall

cassettes on primary columns

M SZ A B

LFK mm mm

100/600 99 600 19 35

120/600 119 600 39 85

130/600 129 600 49 85

W

Systemline Guide 1

Documents

Transcript of Systemline Guide 1