ec3 design

1

Design of a steel frame according to Eurocode –SAP2000 Training Program

CSI Portugal & Spain

2CSI Portugal - Design of a Steel Frame

3. Portal frames

1. Architectural and environmental conditions

2. Architecture

7. Actions

4. Roof and walls sheeting

5. Purlins

8. Actions combinations

6. Bracing systems

Contents of Frame Design Example

Contents

9. Steel sheeting design


10. Modeling the structure

Contents of Frame Design Example

15. Members automatic ULS check

14. Members buckling lengths

11. Load assignments

16. Members automatic design

12. Frame buckling analyses

Contents (cont.)

13. Equivalent imperfection forces

17. SLS check


Objective: Design steel structure for indoor sports facility in the suburbs of the city of Évora (Portugal) with a covered area of 60 x 30 m2

Arquitectural requirements:

• Soil suitable for slallow foundations

• Materials: steel S275 for framework and S235 for roof and wall sheeting concrete C25/30 rebar reinforcement: S400

1. Architectural and Environmental Conditions


2. Architecture

1) Flat frame

imin = 0.5-1%

2) Duopitch or gable frame

Slope decreases moments in the middle region of the rafters

Roof shapes

for drainage


2. Architecture

3) Single slope, monopitch or shed frame 4) Parabolic or circular frame

5) Multispan frame


Chosen solution: 15 steep duo-pitch roof shape

2. Architecture

Portal frame components:


3. Portal Frames

Portal frames structural behaviour

Simply supported because of (i) support conditions or (ii) variable inertia

1) Simply supported beam

2) Articulated (pinned) frame

Isostatic


3. Portal Frames

3) Rigid connections frame

4) Cable stayed frame

Very slender rafters prone to up-lifting by wind

Hiperstatic

Plastic stress-resultant redistributions possible

10

1) Hot-rolled I- or H-section profiles 2) Welded beams (composed of unperforated plates)

3. Portal Frames

Support moments higher than span in rigid connections frameSolution: use knee joint

knee joint

CSI Portugal - Design of a Steel Frame

Rafter solutions

L < 30 ~ 35 m

3) Tapered beams: simply supported rafter Simply supported beam

For simply supported rafters or articulated frames


4) Perforated beams: honeycomb

3. Portal Frames

Increased bending resistance and stiffness maintaining shear resistance

Tubes can pass throught the beams

Higher costs (cuting and welding)

Usually pinned beams (may not resist bending + shear at supports)

5) Cellular beams: uniform or tapered

Tapered sectionUniform sectionFabricationL0/h = 15-30Similar to honeycomb + esthetics


6) Planar trusses Constant depth Variable depth

7) Spatial trusses

Cubes or tetrahedron shape

Complex connections

Hollow section profiles

Light solutions for long spans

Reduces bracing required

Boeing factory Olympic pool

3. Portal Frames

L0/h = 5-6L0/h = 10-12

20 < L < 100 m


Extreme rafter slenderness

8) Cable-stayed solutions

Additional column compression

Solution for large spans

Roof weight vs up-lifting forcesPossible up-lift due to wind forces

3. Portal Frames


Chosen solution:

Rafter: planar truss; RHS profiles; welded connections

Column:HEA or HEB

3. Portal Frames

Rigid connection(bolted)

Rigid connection(bolted)


• IPE, Z, U or channel purlins

3. Portal Frames

1) Regular (5-7 m)• Moderate actions

• Economical solution

2) Reduced (< 5 m) • Very high loads (wind, snow, insulation materials, soil)

3) Increased (> 7 m, < 12 m)

• Trussed purlins

• Interior constraints to column locations

• Roof sheeting suitable for long spans

Portal frames spacing

6 m

Chosen spacing:


Elements:

2) Trapezoidal steel sheeting: longer spans, lighter, thermal insulation possible, better esthetics, enough longitudinal strength for purlins bracing3) Corrugated aluminium sheeting: very light, corrosion resitant, expensive, too deformable (shorter spans), high noise in heavy rain

4) Translucid plastics (polycarbonate): low strength (shorter spans), sensitive to sunlight exposure (become brittle), combustible, very light

4. Roof and Walls Sheeting

1) Corrugated fibre-cement: economical, brittle, unesthetical, heavy, low insulation, asbestos fibres are unhealthy

Sheeting:

(i) Sheeting (iii) Drainage elements

(ii) Purlins (iv) Joint elements and purlins bracing

Steel sheeting with thermal insulation; 1.5 m spans

Adopted solution:


Main:• Transmit roof loads to the rafters• Brace the rafters upper chords or flanges

Purlin solutions:

- Hot rolled (IPE, UNP)1) Spans up to 9 m

- Cold-formed (Z-, channel or lipped channel section)

5. Purlins

2) Spans up to 15 m - planar or spatial truss beams - Planar beam with rods

- Planar beam with profiles

Functions:

Optional:• Brace the rafters lower chords (indirectely through the lower chords bracing rods)• Brace the portal frames for out-of-plane displacements• Transmit longitudinal horizontal endwall loads to the bracing system

UNP (channel) profiles

Chosen solution:


5. Purlins

Connection to the rafter:

Ovalisation: elongated bolt hole to function as a movement joint for thermal action

Types of connections to the rafters: (i) lower flange bolted, (ii) plate bolted to the web, (iii) use a channel

InclinedChosen configuration:

Purlin configurations:

Vertical Inclined

• For predominatly vertical loads (snow or life) • For predominatly normal loads (wind)• Easier to execute


5. Purlins

1) Simply supported

Supports and joints:

2) Gerber

3) Continuous beam

4) Two-span beam

Purlin connection:

Two-span beam in alternated configuration (see next slide)

Chosen solution:


5. Purlins

Two-span alternated configuration reactions:

Purlin

Rafter

Two-span non-alternated:One-span:

1.875/2 6.25/2 3.75/2 6.25/2 3.75/2

2.5/2 5/2 5/2 5/2 5/2

Two-span alternated:

• Distributes more uniformly the loads on the rafters


5. Purlins

• Determined by the sheeting span (1.2-2 m normally)

• Possibility of reduced spacing in localised zones (e.g., where wind loads are higher)

Spacing

1.5 m

Chosen spacing:


3) Purlins bracing

2) Rafter lower chords bracing

1) Frame longitudinal and transversal bracing

6. Bracing systems


Transversal bracing

6. Bracing systems

• resists longitudinal horizontal loads (e.g., wind loads in the enwalls)

• prevents global buckling

Longitudinal bracing

• resists transversal horizontal loads

• prevents global buckling

• only used in highly deformable frames• braces the rafters (absorbs their imperfection equiv. loads)

Central

• thermal action generates negligible axial forces• purlins under compression for wind loads (additional beams may be necessary)

Double-sided

• thermal action may result in high axial forces• purlins are not subjected to compression due to wind • No longitudinal bracing

Chosen bracing:

• Transversal double-sided


Rafter lower chord bracing

6. Bracing systems

• May be uniformly spaced or more concentrated on the most compressed zones

• Diagonal at 45

Chosen bracing:

Perpendicular

• works only in tension• must be fixed at both ends

endwall column

chord bracing rod

Diagonal

• normally at q=45• low q: less flexible but may not work in compression

• transfers the instability loads to the purlins

• high q: more flexible due to purlin bending

rafterpurlin

chord bracing rod


• Absobs the roof in-plane load component

• Limits purlin minor axis bending

• Reduces purlins lateral buckling length

6. Bracing systems

Bracing rod, tie rod or sag bar:

Bracing rod anchor:

a) Ridge (eave) purlins absorb the rod tension b) Diagonal rods transmit the tension to the rafters

Purlins bracing

• Connected using nuts and washers


2) Live

EN 1991: Part 1-1

3) Wind actions

4) Thermal actions

EN 1991: Part 1-4

EN 1991: Part 1-5

7. Actions

1) Dead

EN 1991: Part 1-1


Dead

377 mkNs Structural elements:

Note: members dead weight is automatically determined in SAP2000

Sheeting self-weight: 205.0 mkNqEd

Live

24.0 mkNqEd Roof:

kNQEd 1

(distributed)

(concentrated)EN 1991-1-1 Table 6.10

H category – roof not accessible except for normal maintenance and repair

EN 1991-1-1 Table A.4

7.1 Dead and Live Actions


7.2 Wind Action

222 /456.02725.121

21 mkNvq bb

Basic velocity pressure:

Wind force:

refppEkw AcqF .

peak velocity pressure

differential pressure coeficient

reference areaNotes:• Fw.Ed is normal to the surface• friction force can be neglected when: A//4A∟

2

2//

2

3

aA

aA

e.g.:

Terrain category: III (regular cover of vegetation or buildings)

2/903.0456.098.1)15()15( mkNqmcmq bep

Peak velocity pressure:

smvccv bseasondirb /27270.10.10. Basic wind velocity:

season factor

directional factor

Évora county (Zone A): vb.0=27 m/s(National Annex, Table NA.I)

Peak velocity pressure (qp)

fundamental velocity


External pressure coeficient (cpe)

3.0,2.0 pic

(both should be considered)

Otherwise:

7.2 Wind Action

Internal pressure coeficient (cpi)

If area of opennings in each face is known:

openingsallofArea

0cwithopeningsofArea pe

Two wind directions are considered:

º0 º90


2 wind directions × 2 internal pressures = 4 wind loading cases

Differential pressure coeficient (cp):

7.2 Wind Action

Number of loading cases:

pipep ccc


Temperature in a element according to EN 1991-1-5:

neglected (elements are thin-walled)

7.3 Thermal Action

1) Uniform

2) Linearly varying

3) Nonlinear

neglected (elements are flexible for bending)

Uniform temperature variation of an element:

0TTTu

average temp. of an element in summer or winter considering a temp. profile

average temp. during construction

Example:

2outin TTT


(bright light surface)Location: Évora

CT

CT

º5

º45

min

max

03 T CT º200

7.3 Thermal Action

Évora county (Zone A) (National Annex, Tables NA.I and NA.II)

National Annex, Table NA.5.1

CT

CT

º18

º25

2

1

Inside temp.

Summer

Winter

Members temp.

CTTTT º355.0 13max

Temp. variation

CTTT

CTTT

º5.13

º15

0

0

Outside temp.

Notes:(construction during spring or automn)Temp. profile is deemed

linear (conservative)

CTTT º5.65.0 2min

Uniform temperature variation for the steel members:


DEAD

CB_LIVE ULS_STR/GEO-B1_0 1.35 1.5 0.9 ULS_STR/GEO-B1_1 1.35 1.5 0.9ULS_STR/GEO-B1_2 1 1.5 0.9ULS_STR/GEO-B1_3 1 1.5 0.9ULS_STR/GEO-B1_4 1.35 1.5ULS_STR/GEO-B1_5 1 1.5ULS_STR/GEO-B1_6 1.35 1.5 0.9ULS_STR/GEO-B1_7 1.35 1.5 0.9ULS_STR/GEO-B1_8 1.35 1.5 0.9ULS_STR/GEO-B1_9 1.35 1.5 0.9ULS_STR/GEO-B1_10 1.35 1.5 0.9ULS_STR/GEO-B1_11 1.35 1.5 0.9ULS_STR/GEO-B1_12 1.35 1.5 0.9ULS_STR/GEO-B1_13 1.35 1.5 0.9ULS_STR/GEO-B1_14 1 1.5 0.9ULS_STR/GEO-B1_15 1 1.5 0.9ULS_STR/GEO-B1_16 1 1.5 0.9ULS_STR/GEO-B1_17 1 1.5 0.9ULS_STR/GEO-B1_18 1 1.5 0.9ULS_STR/GEO-B1_19 1 1.5 0.9ULS_STR/GEO-B1_20 1 1.5 0.9ULS_STR/GEO-B1_21 1 1.5 0.9ULS_STR/GEO-B1_22 1.35 1.5ULS_STR/GEO-B1_23 1.35 1.5

Load pattern

LIVE WIND_2WIND_1 WIND_3 WIND_4 TEMP+ TEMP-

• 50 combinations• 7 are deemed the most unfavourable (green)

8. Actions Combinations

Actions combinations according to EN 1990:


Note: automatic load combinations obtained using CTM 1.0 software

CB_WIND3 ULS_STR/GEO-B1_24 1.35 1.5 CB_WIND4 ULS_STR/GEO-B1_25 1.35 1.5 CB_WIND1 ULS_STR/GEO-B1_26 1 1.5 CB_WIND2 ULS_STR/GEO-B1_27 1 1.5

ULS_STR/GEO-B1_28 1 1.5ULS_STR/GEO-B1_29 1 1.5ULS_STR/GEO-B1_30 1.35 0.9 1.5ULS_STR/GEO-B1_31 1.35 0.9 1.5ULS_STR/GEO-B1_32 1.35 0.9 1.5ULS_STR/GEO-B1_33 1.35 0.9 1.5ULS_STR/GEO-B1_34 1.35 0.9 1.5ULS_STR/GEO-B1_35 1.35 0.9 1.5ULS_STR/GEO-B1_36 1.35 0.9 1.5ULS_STR/GEO-B1_37 1.35 0.9 1.5ULS_STR/GEO-B1_38 1 0.9 1.5ULS_STR/GEO-B1_39 1 0.9 1.5ULS_STR/GEO-B1_40 1 0.9 1.5ULS_STR/GEO-B1_41 1 0.9 1.5ULS_STR/GEO-B1_42 1 0.9 1.5ULS_STR/GEO-B1_43 1 0.9 1.5ULS_STR/GEO-B1_44 1 0.9 1.5ULS_STR/GEO-B1_45 1 0.9 1.5

CB_TEMP1 ULS_STR/GEO-B1_46 1.35 1.5 CB_TEMP2 ULS_STR/GEO-B1_47 1.35 1.5

ULS_STR/GEO-B1_48 1 1.5ULS_STR/GEO-B1_49 1 1.5

DEAD

Load pattern

LIVE WIND_2WIND_1 WIND_3 WIND_4 TEMP+ TEMP-

8. Actions Combinations


2max.. /03.25.1903.05.1 mkNcqq ppQEdW Maximum wind load:

Permissable loads [kN/m2]

9. Steel Sheeting Design

Trapezoidal sheet sheeting:

• 0.5 mm

Chosen thickness:

2/41.2 mkNqRd

Thickness: 0.5 mmSpan: 1.5 mPermissable load:

03.241.2 . EdWRd qq

OK

(up-lifting)


Sheeting distributed self-weight:

6 m long sheets with 0.3 m overlaping5% of weight increase due to joint additional elements

23 /051.07.5681.9107.405.1 mkNpEd

sheet mass per sqr meter

9. Steel Sheeting Design

Actions on the purlins

Sheeting self-weight: mkNLpp EdEdG 077.05.1051.0.

Uniform life load: mkNLqp EdEdQ 58.0º15cos5.14.0cos.

Maximum wind load: mkNLqp EdWEdW 05.35.103.2..


Portal frame column

Sheeting equivalent beam

Lower chord bracing

Purlin

Transversal bracingEndwall column

Girt or wall purlin

Rafter truss

10. Modeling the Structure

Purlins bracing rod

Girts bracing rod

Modelled members:



1) Stiffness model

• Longitudinal purlins and sheeting axially fixed

2) Strength model

• All purlins axially released (simply supported)

• Purlins connect the rafters to the transversal bracing contributing to their stability

• Purlins do not transmit thermal loads, since they are provided with movement joints (slotted connections)

Objective: perform buckling analyses

Objective: determine stress resultants for member design

Two frame models are used:


Local axes of roof and wall purlins:

1- axial2- major deflection3- minor deflection

Axis 3 (cyan) of UNP profile should be pointing upwards to avoid dirt or water accumulation in the profile

Axis 2 (green) should be pointing in-wards to make the application of wind loads easy



Portal frame Rafter (planar truss)

Column


Option 2: model members with the longest length possible

Option 1: model members with the shortest length possible

Advantages

Disadvantages

• buckling lengths are easily identified

• buckling lengths may be more difficult to determine

• it is necessary to determine the imperfection forces (and eventual P- effects) in all minor nodes

• it is only necessary to determine the imperfection forces and P- effects in the major nodes

Major node

Minor node

• only possible if the member is uniform (continuous) • Option 2

Chosen option:



• Sheeting contributes to stabilize the rafters lower chords

Rafter lower chord P- instability:

Equivalent inertia beam:

(spaced 1 m)

1 m

Frame model: Purlin

Steel sheeting modeling


11. Load Assignments

Dead Live



Wind 1 Wind 2



Wind 3 Wind 4



The thermal actions on the purlins can be ignored because they are provided with movement joints

Thermal

CT º0Purlins:

Rafters, columns and bracing:

CT º15


Frame buckling loads may be determined using equations (5.1) and (5.2) of EC3-1-1:

kNVEd 120

b) Transversal buckling

mH 0015.0max.

101.610015.011

1201

HEd

crh

VH

12. Frame Buckling Analysis

• Equation (5.2) is only valid for not significantly compressed and shallow (26) rafters

)2.5()1.5(HEd

crEd

crcr

hVH

FF

• Average compression force per column (LIVE load combination):• SAP2000 stiffness model is used and 1st order analyses are performed to determine H

a) Longitudinal buckling

104.760012.011

1201

HEd

crh

VH

mH 0012.0max.

No global 2nd order effects need to be considered



The lower chords buckling length may be verified using a buckling analysis:

• Only part of the structure needs to be analysed (decreases number of buckling modes to be checked)

• Additional restraints substitute the transversal bracing effect

• Useful to check if lower chord bracing has enough stiffness to function propertly

• Use stiffness model (purlins and sheeting axially fixed)

• Negative buckling loads are ignored

lower chord bracing

additional restraint

• Buckling length is the distance between inflection points of the buckled lower chord

Bracing system must resist the effect of member imperfections (eventually amplified by 2nd order effects) (EC3-1-1: 5.3.3) compressed

chordbraced point



a) LIVE load combinationBuckling mode 2:

37.72. b

lower chord buckling

bracing almost 100% effective

• Buckling length may be considered as the distance between bracing points

• Bracing must resist imperfection forces

58.114. b

• Sheeting shear stiffness likely to prevent this mode

Buckling mode 4:

upper chord buckling

Chord buckling modes



b) WIND3 load combination

51.134. b

• Sheeting shear stiffness likely to prevent this mode

Buckling mode 4:

upper chord buckling

Buckling mode 1:

08.71. b

lower chord buckling

bracing almost 100% effective

• Buckling length may be considered as the distance between bracing points

• Bracing must resist imperfection forces

Chord buckling modes


13. Equivalent Imperfection Forces

Lower chord bracing design

Member length: mL 54.1

One took advantage of bracing compressive stiffness therefore it must be checked for its buckling strength

Max. chord compressive force (LIVE comb):

kNNEd 310 Axial force (lower chord):

Braced pointLateral force: kNNEd 775.025.02

Imperfection: 005.0

Average comp. force: EdN25.0

Bracing axial force:

kNkNN Rdb 10.193.65.

kN10.1º45cos775.0

OKBracing buck. strength:

Comp.

(L50x5)



2) Columns initial geometric imperfection

76.06115.0115.0 mm(EC3-1-1: 5.3.3)

mmLe m 175001176.05000

number of members to brace

Slotted hole ovalisation of +/- 4 mm every 12 m

md 24

mm812244

1) Bolt hole ovalisation (slotted connection) effect

• The purlins only work axially for displacements higher than the ovalisation

Purlin

m11

3) The effect of the ovalisation must be added to the imperfection

mmee equiv 258170.0

Instability loads on the transversal bracing



4) Bracing force

kNVEd 120 (LIVE load comb.)

Compressive force per column:

Supported by right bracingSupported by left bracing

Bracing force applied in each bracing system corner:

kN

LeVF equivEdEd

64.11110251206

63

.0

Neglectable (less than 1% of the wind load)

5) Effect of ovalisation displacement in columns

kNmH /0072.0

kN

HH

11.10072.0108 3

(from SAP2000 strength model)

to be applied on top of each column



Columns equivalent geometric imperfections

866.02115.0115.0 mm

mh 0

Imperfection equivalent forces

mm 115.0

132with2 hh h

32h

Portal frame in-plane imperfection

mh 15

kNNEd 35.012000289.0

00289.0866.032

2001

20010


14. Members Buckling Lengths

In SAP2000 the buckling lengths of members are determined by:

Buckl. length = K factor × L factor × Member length

There are 3 types of L factors:• major axis L factor• minor axis L factor• lateral torsional L factor

Related to the rotational stiffenesses at the member ends

Related to the intermediate bracing

There are 5 types of K factors:

• K1.z – minor plane in braced mode

• K1.y – major plane in braced mode• K2.y – major plane in sway mode

• K2.z – minor plane in sway mode

• KLT – lateral torsional mode

- K2 (sway mode) values are used by default

Note:



Determination of K factors according to Annex E of old EC3:

),(KfactorK 21

22212

12111

KKKKKKKK

cc

cc

• In SAP2000 the K factors are determined from the components of the beams stiffenesses in the considered plane:

iiicc KKK cos11

iiicc KKK cos22

Note: - If ‘P-Delta done’ is checked, K2.y= K2.z= KLT=1

Unbraced

Braced



L factor automatic determination

• In SAP2000 the effect of intermediate bracing due to other bars intersecting the member is incorporated by the L factor:

(i) Only members with 60 w.r.t. the buckling plane are considered as bracing elements

(ii) Stiffness or strength requirements for bracing members are not checked

(iii) L factor is equal in minor axis buckling and lateral torsional buckling

º307.0º301

(minor)factor L

º607.0º601

(major)factor L

ifif

ifif



1st Overwrite – Lateral Bracing

Overwriting K factors and L factors

• For L factors for minor plane and lateral torsional buckling• Point bracing and/or uniform bracing on top and/or bottom flange are possible• Top or bottom always braces minor plane buckling• Top or bottom only braces lateral buckling if the respective flange is under compression

2nd Overwrite – Direct Overwrite

• For all K factors and L factors• Overwrites the lateral bracing overwrite if L factors are specified

• L factor = maximum unbraced length



Lower chord buckling lengths

m5.1

m5.4

Member length:

Diagonal nodes spacing:

Bracing spacing:

Manually determined factors:

305.0752.145.4LTB)(FactorL305.0752.145.4Minor)(FactorL102.0752.145.1Major)(FactorL

Automatically determined factors:

OK

mL 752.14



Upper chord buckling lengths

m5.1

m5.1

Member length:

Diagonal nodes spacing:

Purlins spacing:


098.0261.155.1LTB)(FactorL098.0261.155.1Minor)(FactorL098.0261.155.1Major)(FactorL

mL 261.15


OK



Purlins buckling lengths

m1Member length: Equiv. Sheeting bars spacing:


5.063LTB5.063Minor

166MajorFactor L

1LTB1Minor1Major

sway)-(nonFactorK

mL 6


Not OKOK

Overwrites:

• Equiv. sheeting rods don’t provide lateral bracing. L Factor Minor and LTB are 0.5 due to the bracing rods

Braced nodes spacing: m3

OK

Factors after overwrite:

OK



OKNot OK


Portal frame columns

m932.0

m5.1Member length:

Chord nodes spacing:

Girts spacing:


136.0115.1LTB136.0115.1Minor

915.011932.011MajorFactor L

1LTB1Minor

7.0~5.0Major

sway)-(nonFactorK

mL 11

OK


OK

Overwrites:

• Column has a K Factor Major between 0.5 (fixed-fixed) or 0.7 (fixed-pinned). The latter value is adopted conservatively



Endwall columns

m5.1Member length: Girts spacing:mL 14

OK


OK


OKNot OK

Overwrites:

• Column has a major K Factor of 0.7 (fixed-pinned).


107.0145.1LTB107.0145.1Minor

11414MajorFactor L

1LTB1Minor

7.0Major

sway)-(nonFactorK


15. Members Automatic ULS Check

• Use SAP2000 frame strength model

Check members for collapse ULS

Steel frame design preferences:

• Interaction factors method (EC3-1-1: Annex A and B)

• Check ‘P-Delta done’ if 2nd order effects at the nodes are already determined (Sway K Factors become unitary)

• Set design code and coutry

• Ignore seismic code (EC8)

• Demand/Capacity ratio limit should be 1 for ULS but may be user specified


16. Members Automatic Design

2) Select design groups

Design -> Steel Frame Design -> Select Design Groups

3) Start design of structureDesign -> Steel Frame Design -> Start Design/Check of Structure

• If optimised member sections are significantly smaller than the original ones, it may be necessary to run the buckling analyses again with the new sections

Note:

1) Assign Auto select section properties to the groupsDefine -> Section Properties -> Frame Sections

Add New Property -> Auto Select List


Action combinations for SLS:

Serviceability limit state (SLS): Limitation of vertical and horizontal displacements (National Annex EN 1993-1-1)

DEAD LIVE WIND2 TEMPSLS_CARAC_0 1 1 0.6SLS_CARAC_1 1 1SLS_CARAC_2 1 1 0.6SLS_CARAC_3 1 1SLS_CARAC_4 1 0.6 1SLS_CARAC_5 1 1

17. SLS Check

Note: automatic load combinations obtained using CTM 1.0 software

2) Horizontal displacements:(on columns top)

(frames without lift equipment)150limit h

mm 073.015011009.0 limitmax Column (HE400A):

1) Vertical displacements:(of every beam)

200limit L (general roof cathegory)

mm 030.02006025.0 limitmax Purlins (UPN 140):mm 150.020030027.0 limitmax Rafter:

Endwall column span (HE300A): mm 070.020014015.0 limitmax

ec3 design

Engineering