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The Steel Construction Institute Corus Construction & IndustrialBDES Corus UK - Version 8. 0

JOB REFERENCE: Exemplo prático Date: 05/06/2013 BEAM REFERENCE: Vigas Sec. piso Int. Time: 9:49 COMPANY NAME: ISEP Job No: 113 CLIENT NAME:

FILENAME: Vigas Princ. Piso Extr. Meio.cbw Serial No: Calcs by: Rui Gavina Checked by:

DISCLAIMER :

YOUR USE OF THIS PROGRAM CONSTITUTES YOUR ACCEPTANCE OF THESE TERMS AND

CONDITIONS. PLEASE READ THEM CAREFULLY. IF YOU DO NOT AGREE WITH THEM, DO NOT USE

THE PROGRAM, AND PROMPTLY RETURN THIS PROGRAM TO CORUS CONSTRUCTION LTD

1. RIGHT TO USE

Subject to your acceptance of these Terms and Conditions as set forth above, you are hereby granted a non-exclusive, non-transferable right to use this Program for the sole purpose of assisting in the selection or specification of products described in the program. This program and all related rights and patents, copyrights, trade secrets and other intellectual property, are and shall remain the sole property of Corus UK Limited [“Corus”] and the Steel Construction Institute [“SCI”] as may apply. You agree not to copy, reverse compile or engineer, disassemble, or otherwise use this program, or permit others to do so, other than as specifically authorised in these Terms and Conditions.

2. UPDATES

The information contained in the Program was current as of 21/09/06. For information regarding updates to this program please visit www.corusconstruction.com.

3. DESIGN CONSIDERATIONS AND LOAD VALUES

All design practices, calculations, assumptions, and safety factors are made in accordance with current BS 5950, ENV 1993-1-1 & ENV 1994-1-1 may apply. Because of variations in materials, on-site testing may be necessary to determine actual performance at any specific site.

4. TERMS AND CONDITIONS OF SALE

This program is provided as is.

The BDES software is written by the Steel Construction Institute on behalf of Corus. It is provided free of charge to specifiers to be used for the analysis and design of composite and non-composite beams, as used in general building construction worldwide.

Care has been taken to ensure that the information herein is accurate, but neither Corus nor the Steel Construction Institute (SCI), accept responsibility for errors due to misinterpretation of the input data or of output information by the user.

The BDES software, associated data files and documentation are the property of Corus and the Steel Construction Institute. Reproduction of any kind, in whole or in part in any form, without prior written consent is strictly prohibited.

Queries relating to the use of this software should be directed to the Corus Construction and Industrial, Tel. No. 01724 405060. For information regarding the use of HVB shear connectors refer to Hilti Ltd.

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PROGRAM INFORMATION :

This program designs and analyses composite and non-composite beams under distributed and/or point loading. Both edge and internal beams are covered. Shear connectors may be welded studs or Hilti HVB shear connectors.

Designs are given for BS5950: Part 1(2000) and Part 3(1990), Eurocode 3(ENV 1993-1-1) and Eurocode 4(ENV 1994-1-1). Design of openings in webs of beams is covered by SCI publication SCI-P-068. This option is available for BS and EC design.

The program covers the use of the following hot rolled I-sections: Advance UKB, Advance UKC, European IPE and HE, and the following hot rolled hollow sections: RHS and SHS. Options exist in the program to use a solid concrete slab or a steel decking acting compositely with the beam. For edge beams ONLY, the beam may also be loaded by a cladding element

IPE 270 ENV 1993-1-1 & ENV 1994-1-1 Page 1

File Name: Vigas Princ. Piso Extr. Meio.cbw BDES Ver. 8. 0

on one side. The decking may span perpendicular to, or parallel to, the beam on one or both sides.

Two analysis modes are available, Automatic Design and Beam Check. In Automatic Design mode, all sections that satisfy design criteria are listed (in weight order). In beam check mode, a full design calculation for a selected section is available. This program does not incorporate the design of user defined sections.

Web openings of circular, elongated or rectangular form may be introduced as discrete openings. Additional checks are made on the resistance of the beam at each opening position, these being output as local checks.

Output is in metric (SI) units only.

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IPE 270 ENV 1993-1-1 & ENV 1994-1-1 Page 2


The Steel Construction Institute Corus Construction & IndustrialBDES Corus UK - Version 8. 0

JOB REFERENCE: Exemplo prático Date: 05/06/2013 BEAM REFERENCE: Vigas Sec. piso Int. Time: 9:49 COMPANY NAME: ISEP Job No: 113 CLIENT NAME:

FILENAME: Vigas Princ. Piso Extr. Meio.cbw Serial No: Calcs by: Rui Gavina Checked by:

FULL OUTPUT

Beam : IPE 270

Construction Stage: PASS Max Unity Factor = 0.75COMPOSITE Stage: PASS Max Unity Factor = 0.74

Serviceability Limit State: SATISFACTORY Max Unity Factor = 0.44

Deflections: SATISFACTORY

*** SECTION CHECK ADEQUATE ***

*** NOTE: ADDITIONAL TRANSVERSE REINFORCEMENT REQUIRED ***

GENERAL :

COMPOSITE construction with H60x0.7x120 (Feliz)Beam will NOT be propped in construction Decking PARALLEL to beamDecking will NOT be propped in construction

FLOOR PLAN DATA : ( Edge Beam )

Beam span 6.00 m Beam spacing 3.50 m

BEAM RESTRAINT DETAILS :

Restraint No Distance (m) - from LHS 1 2.0 2 4.0

PROFILE DATA : ( H60x0.7x120 (Feliz) )

Depth 60 mm Pitch of deck ribs 205 mmTrough width 60 mm Crest width 100.0 mmSheet thickness 0.7 mm Deck weight 0.08 kN/m²Crest stiffener NONE Design strength 280.0 N/mm²No. of trough stiffeners NONE

CONCRETE SLAB : ( Normal Weight Concrete - NWC )

Cylinder strength 25.0 N/mm² Overall slab depth 120 mmWet density 2400 kg/m³ Dry density 2350 kg/m³Modular ratio 7 Mesh reinforcement B188Yield strength of mesh reinf't 400.0 N/mm² Screed depth 0 mm

BEAM DATA : ( Section type: IPE 270. Grade S275)

Depth 270.0 mm Mass 36.1 kg/mTop flange width 135.0 mm Bottom flange width 135.0 mmTop flange thickness 10.2 mm Bottom flange thickness 10.2 mmWeb thickness 6.6 mm Root radius 15.0 mm

Nominal yield strength 275 N/mm² Design strength 250 N/mm²Steel cost (per tonne) £ 0 Percentage allowed for fittings, etc 0 %

IPE 270 ENV 1993-1-1 & ENV 1994-1-1 Page 3


STEEL SECTION PROPERTIES :

Section classification is CLASS 1Elastic neutral axis is in WEB (135.0mm from beam top flange)Plastic neutral axis is in WEB (135.0mm from beam top flange)2nd moment of area Ixx = 5789.8 cm4 2nd moment of area Iyy = 419.9 cm4Elastic modulus (top) Zt = 428.9 cm³ Elastic modulus (btm) Zb = 428.9 cm³Radius of gyration rx = 11.2 cm Radius of gyration ry = 3.0 cmPlastic modulus Sx = 484.0 cm³ Elastic modulus (minor axis) Zy = 62.2 cm³Torsional constant J = 15.9 cm4 Cross section area A = 45.9 cm²Warping constant Iw = 70577.9 cm6 Shear centre (from top flange) ys = 135.0 mm

SHEAR CONNECTORS DATA : ( HEADED STUD CONNECTORS )

Diameter 19 mm Height 95 mmTotal no of shear connectors provided 37

Zone

No

From

(mm)

To

(mm)

Zone

Length (mm)

Connector

Spacing (mm)

No in

Group

Connector

Capacity (kN)

1 LHS 2000.0 2000.0 150.0 1.0 35.2

2 2000.0 4000.0 2000.0 150.0 1.0 35.2

3 4000.0 RHS 2000.0 150.0 1.0 35.2

*** NOTE: Stud capacities assume placement in the middle of the trough or on the 'favourable side'. If this is not the case, additional calculations must be carried out.

LOADS ACTING ON BEAM :

*** NOTE: Beam subjected to point load(s) from secondary beam(s)- see details belowOccupancy imposed loads 2.00 kN/m² Partition loads 1.20 kN/m²Ceilings, services and finishes 2.50 kN/m² Construction load 0.75 kN/m²Natural frequency limit 3.2 Hz Screed self weight 0.00 kN/m²Cladding loads 0.00 kN/m

TRANSVERSE BEAM DETAILS :

***Seconday beam(s) on SLAB sideBeam No. Location (m) - from LHS Mass (kg/m)

1 2.0 12.9 2 4.0 12.9

WEB OPENINGS :

No web openings specified

ADDITIONAL POINT LOADS :

None

ADDITIONAL DISTRIBUTED LOADS :

Load No Intensity (kN/m) Load Start (m) - from LHS Load End (m) - from LHS Type1 8.0 0.0 6.0 Dead

PARTIAL SAFETY FACTORS :

Dead (self weight) 1.35 Imposed 1.50Super imposed dead 1.35 Natural Frequency imposed load 0.00

SUMMARY END REACTIONS:

COMPOSITE Stage: Left = 74.5kN Right: 74.5kNConstruction Stage: Left = 48.6kN Right: 48.6kN

IPE 270 ENV 1993-1-1 & ENV 1994-1-1 Page 4


COMPOSITE STAGE - ULTIMATE LIMIT STATE CHECKS

FLOOR LOADS : (unfactored)

Dead :

Self weight of beam = 36.1 * 9.81 / 1.82 / 1000= 0.19 kN/m²

Self weight of secondary beam (1) = 0.22 kN ( at 2.0 m from left support )Self weight of secondary beam (2) = 0.22 kN ( at 4.0 m from left support )Self weight of in-situ concrete = 9.81 * 24.1 * 2350 / 10^6

+ 9.81 * (120.0 - 60.0) * 2350 / 10^6 = 0.56 + 1.38= 1.94 kN/m²

Self weight of steel decking = 0.08 kN/m²Additional distr. loading (1) = 8.00 kNm ( between 0.0 m and 6.0 m along beam span )

Live :

Occupancy load = 2.00 kN/m²Partitions = 1.20 kN/m²Total imposed load = 3.20 kN/m²

Super-imposed dead :

Ceilings and services = 2.50 kN/m²Screeds = 0.00 kN/m²Cladding = 0.00 kN/m²

NS: SECTION SHEAR CHECK :

Applied shear (left support) = 74.49 kNApplied shear (right support) = 74.49 kNShear capacity = 2213.8 * 275 / sqrt(3) / 1.10 / 1000

= 319.54 kN

UNITY FACTOR = 74.49 / 319.54= 0.233 PASS

NS: INTERACTION OF BENDING MOMENT AND VERTICAL SHEAR :

*** check at maximum moment position :

Maximum applied moment = 130.95 kNm ( at 3.0 m from nearest support )Co-existent shear = 1.44 kN

*** check degree of shear connection :

No. of shear connectors = 18 (to maximum moment position)Degree of shear connection = 95% ( ***PARTIAL SHEAR CONNECTION )Minimum degree of shear connection = 40% ( ***SATISFACTORY )

*** check bending capacity at maximum moment position :

Concrete in compression = 59.6 mmEffective width of slab = 750.0 mmPlastic modulus (composite section) = 840.9 cm³ (includes effective web thickness)Plastic neutral axis is 127.6 mm from top of slabSection bending capacity = 840.9 * 275 / 1.10 / 1000

= 210.23 kNm


IPE 270 ENV 1993-1-1 & ENV 1994-1-1 Page 5


*** check at location of transverse beams :

Beam Distance from Applied Forces* Shear Connectors# Moment Unity RemarkNo LHS (m) Shear (kN) Moment (kNm) No. Degree (%) Capacity (kNm) Factor -- 1 2.00 51.4 (L) 123.9 12 63 (P) 193.4 0.641

2 4.00 51.4 (L) 123.9 12 63 (P) 193.4 0.641

NOTES:(*) L Low shear H High shear(#) P Partial shear connection F Full shear connection

NS: LONGITUDINAL SHEAR RESISTANCE CHECK :

***NOTE: For the concrete shear check, the longitudinal shear force is reduced by the ratio of the applied

factored moment to the moment capacity of the section for the actual degree of shear connection

Design longitudinal shear force (plane a - a) = 146.15 kN/mDeck resistance = 0.0 kN/m ***decking assumed discontinuousConcrete shear area = (120.0 - 60.0) * 1000

= 60000 mm²/mLongitudinal shear capacity = 0.2 * 60000 * 0.985 * 25.0 / 1.5/ 1000 + 0

= 197.08 kN/m


NS: TRANSVERSE REINFORCEMENT CHECK :

***NOTE: For the transverse reinforcement check, the longitudinal shear force is reduced if more connectors

than that needed for full shear connection have been provided

Shear plane a - a :

Maximum shear force on plane = 146.15 kN/mShear area = 60000.0 mm²/ mTransverse resistance (concrete & mesh) = 108.09 kN/mAdditional bar reinforcement required = 1000 * (146.2 - 108.1) / ( 400.0/ 1.15 )

= 109.42 mm²/ m

FIRE PROTECTION : (Guide to required thickness)

Spray (Profile) Board (Box)

Section Factor (Hp/A) 205 145

Fire Resistance (mins) Estimated Thickness ( mm) Estimated Thickness ( mm)30 10 1560 15 1590 22 18120 29 30180 43 55240 57 -

CONSTRUCTION STAGE - ULTIMATE LIMIT STATE CHECKS

FLOOR LOADS : (unfactored)

Dead : (see COMPOSITE stage load calculations for details)

Self weight of beam = 0.19 kN/m²Self weight of secondary beam (1) = 0.22 kN ( at 2.0 m from left support )Self weight of secondary beam (2) = 0.22 kN ( at 4.0 m from left support )Self weight of in-situ concrete = 1.94 * 2400.00 / 2350.00

= 1.98 kN/m²Self weight of steel decking = 0.08 kN/m²Construction load = 0.75 kN/m²Additional distr. loading (1) = 8.00 kN/m ( between 0.0 m and 6.0 m along beam span )

IPE 270 ENV 1993-1-1 & ENV 1994-1-1 Page 6


CS: INTERACTION OF BENDING MOMENT AND VERTICAL SHEAR :

Maximum applied moment = 79.87 kNm ( at 3.0 m from nearest support )Co-existent shear = 1.38 kN

*** check bending capacity at maximum moment position :

Plastic modulus (steel section) = 484.0 cm³ (includes effective web thickness)Plastic neutral axis is 135.0 mm from beam top flangeSection bending capacity = 484.0 * 275 / 1000 / 1.10

= 121.00 kNm


*** check at location of transverse beams :

Beam Distance from Applied Forces* Moment Unity RemarkNo LHS (m) Shear (kN) Moment (kNm) Capacity (kNm) Factor -- 1 2.00 26.4 (L) 73.7 133.1 0.554

2 4.00 26.4 (L) 73.7 133.1 0.554

NOTES:(*) L Low shear H High shear(#) P Partial shear connection F Full shear connection

CS: LTB CHECK :

***NOTE: Lateral torsional buckling check is performed using the 'modified moment factor' approach, in

accordance with British practice

End 1 * End 2 * Effective Mmax # m Mbar ~ Mb ¶ Unity Remark(m) (m) Length (m) (kNm) -- (kNm) (kNm) Factor --LHS 2.0 2.0 72.0 0.67 48.2 105.5 0.46

2.0 4.0 2.0 79.9 0.99 79.4 105.5 0.75

4.0 RHS 2.0 72.0 0.67 48.2 105.5 0.46

NOTES:(*) Distance from Left Support (#) Maximum applied moment(~) Buckling moment (¶) Buckling capacity

IPE 270 ENV 1993-1-1 & ENV 1994-1-1 Page 7


SERVICEABILITY LIMIT STATE CHECKS

DEFLECTION CHECKS

CONSTRUCTION STAGE :

SELF WEIGHT DEFLECTION :

Inertia (steel section) = 5790 cm4Maximum deflection = 16.87 mm

COMPOSITE DESIGN STAGE :

DEFLECTION DUE TO IMPOSED LOADS :

Inertia (steel section) = 5790 cm4Deflection = 7.54 mmInertia (uncracked section) = 19742 cm4 (***full shear connection)Deflection = 2.21 mmAdditional deflection = 0.30 * (1 - 18/19) * (7.54 - 2.21) ***due to partial shear connection

= 0.08 mmTotal deflection = 2.21 + 0.08

= 2.30 mm ( < SPAN / 500 i.e 12.0 mm ) SATISFACTORY

DEFLECTION DUE TO IMPOSED AND CLADDING LOADS :

*** No cladding loads specified ***

*** check not required ***

DEFLECTION DUE TO SUPERIMPOSED DEAD LOADS :

Inertia (steel section) = 5790 cm4Deflection = 5.89 mmInertia (uncracked section) = 19742 cm4 (***full shear connection)Deflection = 1.73 mmAdditional deflection = 0.30 * (1 - 18/19) * (5.89 - 1.73) ***due to partial shear connection

= 0.07 mmTotal deflection = 1.73 + 0.07

= 1.79 mm= 1.79 mm

TOTAL DEFLECTION CHECK :

Total deflection = 16.87 + 2.30 + 1.79= 20.96 mm ( < SPAN / 250 = 24.0 mm ) SATISFACTORY

VIBRATION CHECK

DYNAMIC SENSITIVITY :

*** NOTE: loads are dead + super-imposed dead + 0% imposedDynamic inertia (uncracked section) = 20977 cm4Maximum deflection = 6.24 mmFrequency = 18 / sqr( 6.24 )

= 7.20 Hz ( greater than 3.20 Hz) SATISFACTORY

IPE 270 ENV 1993-1-1 & ENV 1994-1-1 Page 8


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