pass 5knm2 4.2mspan.pdf

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SCI Corus Panels and Profiles 8. 3 JOB REFERENCE: Job 1 Date: 11-05-2012 DECK REFERENCE: CF 80 1.20 thk Time: 10:43:53 PM COMPANY NAME: The Steel Construction Institute Job No: CLIENT NAME: Corus Panels and Profiles

FILENAME: Metal Deck Mom resist 4.2m 170thk 20kNm2Calcs by: Checked by:

FULL OUTPUT

NOTE: SECTION DESIGNED TO BRITISH STANDARDSConstruction Stage: PASS Max Unity Factor = 0.70Normal Stage: PASS Max Unity Factor = 0.45Fire Condition: PASS Max Unity Factor = 0.76Serviceability: SATISFACTORY Max Unity Factor = 0.99

*** SECTION ADEQUATE ***

FLOOR PLAN DATA : (unpropped composite construction with CF80/1.2 decking)Beam centres 4.20 m Span type SINGLEBeam or wall width 150 mm Propping NONE

PROFILE DATA : (CF80/1.2 decking. Grade S 450 GD )Depth 80 mm Pitch of deck ribs 300 mmTrough width 120 mm Crest width 147.0 mmNominal sheet thickness 1.20 mm Design sheet thickness 1.16 mmDeck weight 0.15 kN/m² Yield strength 450 N/mm²

CONCRETE SLAB : [Normal Weight Concrete ; Fibre Reinforced : FibreMesh 0.9 NovoMesh 35]Overall slab depth 170 mmConcrete characteristic strength 35 N/mm² Concrete wet density 2500 kg/m³Modular ratio 10 Concrete dry density 2500 kg/m³Bar reinforcement NONEFibermesh 150 0.9 kg/m³ Novomesh CMD 35.0 kg/m³Account for End Anchorage NO Shear connectors per rib 0Screeds NONE

SECTION PROPERTIES : ***NOTE - 1: All values of inertia are expressed in steel units ***NOTE - 2: Average inertia is used for deflection calculations for the composite stage ***NOTE - 3: Cracked dynamic inertia is used for natural frequency calculations

DECK PROFILE:Sagging Inertia, Ixx 234.100 cm4/m Area of profile (Net), Ap 1871 mm²/mHogging Inertia, Iyy 0.000 cm4/m

COMPOSITE:Inertia, Ixx - Uncracked 3488 cm4/m Cracked 1903 cm4/mAverage inertia 2695 cm4/m Cracked inertia (dynamic) 2162 cm4/mShear bond coefficients - Mr 84.60 Kr 0.050000Concrete volume 0.126 m³/m/m

LOADS ACTING ON SLAB :*** NOTE: Slab subjected to uniformly distributed loads (UDL) ONLYImposed (occupancy) 5.00 kN/m² Partitions 0.00 kN/m²Ceilings and services 0.00 kN/m² Finishes 0.00 kN/m²Self weight of concrete slab (wet) 3.62 kN/m² Self weight of decking 0.15 kN/m²Self weight of concrete slab (dry) 3.71 kN/m² Screeds NONEConstruction load 1.5 kN/m² (applied over middle 3m length, 0.75kN/m² elsewhere)

CF80/1.2 BS 5950 Parts 4, 6 and 8

File Name: C:\Program Files (x86)\SCI Software\Comdek\Metal Deck Mom resist 4.2m 170thk 20kNm2.pmdComdek V8. 3



LINE LOADS PERPENDICULAR TO DECK SPAN :None

LINE LOADS PARALLEL TO DECK SPAN :None

FIRE DATA :Design method FIRE ENGINEERING Fire resistance period 60 minsNon-permanent imposed loads 0.0 kN/m²

PARTIAL SAFETY FACTORS :Dead (self weight) 1.40 Imposed 1.60Super imposed dead 1.40 Fire (occupancy loads) 0.80

CONSTRUCTION STAGE

LOADINGS : Unfactored (kN/m²) Factored (kN/m²)Self weight of decking 0.15 0.21Self weight of concrete slab (wet) 3.10 4.34Additional slab weight due to ponding 0.52 0.73Construction load (central 3m length) 1.50 2.40

Construction load (other areas) 0.75 1.20

Total factored load (maximum) = 0.21 + 4.34 + 0.73 + 2.40= 7.68 kN/m²

EFFECTIVE SPAN OF DECK :NOTE: Critical span is longer span

Effective span Le, is the smaller of1) c/c of supports = 4.20 m2) clear span + deck depth = 4.05 + 80.0 / 1000

= 4.13 mTherefore Le = 4.13 m

SHEAR RESISTANCE CHECK :*** Check at exterior supportApplied shear = 15.19 kN/mShear strength of decking, pv = 191.0 N/mm²Shear resistance, Pv = 118.1 kN/m

UNITY FACTOR = 0.13 PASS

WEB CRUSHING RESISTANCE CHECK :*** Check at exterior supportApplied reaction = 15.19 kN/mWeb crushing resistance, Pw = 36.22 kN/m


CF80/1.2 BS 5950 Parts 4, 6 and 8




BENDING RESISTANCE CHECK :

SAGGING: Max applied moment = 16.19 kNm/mMoment resistance, Mc = 23.10 kNm/m


DEFLECTION CHECK :Allowable deflection ðmax, is the smaller of

1) Effective span/180 (= 22.9 mm ), and2) 20.0 mm ( absolute maximum value ), and3) Slab depth/10 = ( 17.0 mm )

Max. self weight deflection = 5 / 384 * 3.25 * (4.13* 1000 )^4 / (205*2341000 )/1000= 25.65 mm ( > 17.00 mm ) LIMITS EXCEEDED!

***NOTE: Limits exceeded; consider ponding

Allowable deflection including ponding ðmax2, is the smaller of1) Effective span/130 (= 31.8 mm ), and2) 30.0 mm ( absolute maximum value )

Max. self weight deflection = 5 / 384 * 3.77 * (4.13* 1000 )^4 / (205*2341000 )/1000

= 29.79 mm ( < 30.00 mm ) SATISFACTORY

NORMAL STAGE

LOADINGS : (see construction load calculations for details):

Unfactored (kN/m²) Factored (kN/m²)Dead 0.15 + 3.10 + 0.61

= 3.86 5.40Imposed 5.00 + 0.00

= 5.00 8.00Superimposed dead 0.00 + 0.00 + 0.00

= 0.00 0.00

Total = 8.86 kN/m² 13.40 kN/m²

EFFECTIVE SPAN :Effective span Le, is the smaller of

1) c/c of supports = 4.20 m2) clear span + slab overall depth = 4.1 + 170.0 / 1000

= 4.22 mTherefore Le = 4.20 m

SHEAR RESISTANCE CHECK :Maximum applied shear = 0.5 * 13.40 * 4.20

= 28.15 kN/m

Shear stress in concrete, v = 0.47 N/mm²Shear strength of concrete, vc = 1.05 N/mm²Shear resistance = 136.50 * 132.192 * 1.047 / 300.00

= 62.97 kN/m


CF80/1.2 BS 5950 Parts 4, 6 and 8




PUNCHING SHEAR CHECK :Not Applicable

SHEAR BOND RESISTANCE CHECK :Shear span = 4.20 / 4

= 1.05 mApplied shear = 28.1 - 1.0 * (0.15 + 3.71) * 0.5 * 4.2 * 1.0

= 20.04 kN/mShear due to shear bond = 1000 * 132.2/1.25 * [84.6 * 1871.0 / (1000 * 1050.0) +

0.0500 * Sqr(35.0)] / 1000= 47.22 kN/m (using m&k method)

Shear due to reinforcement Not ApplicableMoment due to end anchorage Not ApplicableTotal shear resistance = 47.22 + 0.00

= 47.22 kN/m


BENDING RESISTANCE CHECK :Applied bending moment = 0.125 * 13.40 * 4.20^2

= 29.55 kNm/mDepth of concrete stress block = 49.72 mm

NOTE: depth of concrete in compression may be limited to 0.45 dsTension in decking = 783.01 kN/mTension in bar reinforcement = 0.00 kN/mDepth to position of resultant tension = (0.0 * 140.0 + 783.0 * 132.2) / (0.0 + 783.0)

= 132.19 mmLever arm = 107.33 mmNOTE: lever arm may be limited to 0.95 dsCompression in concrete = 783.01 kN/mMoment resistance = 783.01 * 107.33/1000

= 84.04 kNm/m


CF80/1.2 BS 5950 Parts 4, 6 and 8




FIRE RESISTANCE CHECK :Effective span in fire, is the greater of

1) c/c suppports - support width = 4.20 - 150 / 1000= 4.05 m

2) c/c supports - 150 = 4.20 - 150 / 1000= 4.05 m

i.e effective span in fire = 4.05 m

Fire dead load = 0.15 + 3.71 + 0.00 + 0.00 + 0.00

= 3.86 kN/m²Non-permanent fire imposed load = 0.80 * 0.0 *5.00

= 0.0 kN/m²Permanent fire imposed load = (1 - 0.0) *5.00 + 0.00

= 5.00 kN/m²Fire imposed load = 0.00 + 5.00

= 5.00 kN/m²

Bending Moment and Deflection Profiles:

Station Location (m) Applied Moment(kNm) Deflections (mm)

LHS 0.00 0.0 0.0

2 0.54 -8.4 95.4

3 1.03 -13.8 162.7

4 1.53 -17.1 205.1 5 2.03 -18.2 219.0

6 2.03 -18.2 219.0

7 2.52 -17.1 203.4 8 3.02 -13.8 160.2

9 3.51 -8.4 93.3

RHS 0.00 0.0 0.0

Support Reactions:

LH Support RH Support

Location (m) 0.00 4.05

Reaction (kN) 17.9 17.9

Unity Factors:

Location (m)AppliedMoment

(kNm)

MomentCapacity

(kNm)

Unity Factor Remarks

Span 2.03 -18.2 -24.0 0.76 PASS

CF80/1.2 BS 5950 Parts 4, 6 and 8




DEFLECTION CHECK :Allowable deflection ðmax-i under imposed loads, is the smaller of1) Effective span/350 (= 12.0 mm ), and2) 20.0 mm ( absolute maximum value )

Imposed load deflection = 5 / 384 * 5.00 * (4.20* 1000 )^4 / (205 *26952026 )/1000= 3.7 mm ( < 12.0 mm ) SATISFACTORY

Allowable total deflection ðmax-t, is the smaller of

1) Effective span/250 or 16.8 mm, and2) 30.0 mm ( SCI recommended absolute maximum value )

Deflection due to imposed loads = 3.7 mm (based on average inertia)Additional deflection due to superimposed dead loads = 0.0 mm (based on average inertia)Total deflection = 3.7 + 0.0

= 3.7 mm ( < 16.8 mm ) SATISFACTORY

DYNAMIC SENSITIVITY :*** NOTE: loads are dead + super-imposed dead + 10% imposedDynamic inertia (cracked section) = 2162 cm4Maximum deflection = 5 / 384 * 4.36 * (4.20* 1000 )^4 / (205 *21624170 )/1000

= 3.98 mm

Frequency = 18 / sqr( 3.98 )= 9.02 Hz ( greater than 5.00 Hz) SATISFACTORY

CF80/1.2 BS 5950 Parts 4, 6 and 8


pass 5knm2 4.2mspan.pdf

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