ComFlor 46/1.2/S280 BS 5950 Parts 4, 6 and 8 Page 1 of 6SCI Tata Steel v9.0.22.0JOB REFERENCE: NOVO CINEMA Date: 1/8/2015DECK REFERENCE: CF46/1.2_280 Time: 12:07:22COMPANY NAME: Job No.:CLIENT NAME:FILENAME:FILENAME:FILENAME:FILENAME: Calcs by:Calcs by:Calcs by:Calcs by: Checked by:Checked by:Checked by:Checked by:FULL OUTPUTFULL OUTPUTFULL OUTPUTFULL OUTPUTNOTE: SECTION DESIGNED TO BRITISH STANDARDSNOTE: SECTION DESIGNED TO BRITISH STANDARDSNOTE: SECTION DESIGNED TO BRITISH STANDARDSNOTE: SECTION DESIGNED TO BRITISH STANDARDSConstruction Stage:Construction Stage:Construction Stage:Construction Stage: PASSPASSPASSPASS Max Unity Factor = 0.46Max Unity Factor = 0.46Max Unity Factor = 0.46Max Unity Factor = 0.46Normal Stage:Normal Stage:Normal Stage:Normal Stage: PASSPASSPASSPASS Max Unity Factor = 0.18Max Unity Factor = 0.18Max Unity Factor = 0.18Max Unity Factor = 0.18Fire Condition:Fire Condition:Fire Condition:Fire Condition: PASSPASSPASSPASS Max Unity Factor = 0.37Max Unity Factor = 0.37Max Unity Factor = 0.37Max Unity Factor = 0.37Serviceability:Serviceability:Serviceability:Serviceability: SATISFACTORYSATISFACTORYSATISFACTORYSATISFACTORY Max Unity Factor = 0.19Max Unity Factor = 0.19Max Unity Factor = 0.19Max Unity Factor = 0.19 *** SECTION ADEQUATE *** *** SECTION ADEQUATE *** *** SECTION ADEQUATE *** *** SECTION ADEQUATE ***FLOOR PLAN DATA : (unpropped composite construction with ComFlor 46/1.2/S280 decking)FLOOR PLAN DATA : (unpropped composite construction with ComFlor 46/1.2/S280 decking)FLOOR PLAN DATA : (unpropped composite construction with ComFlor 46/1.2/S280 decking)FLOOR PLAN DATA : (unpropped composite construction with ComFlor 46/1.2/S280 decking)Beam centres - equal 1.90 m Span type DOUBLEBeam or wall width 152 mm Propping NONEPROFILE DATA : (ComFlor 46/1.2/S280 decking)PROFILE DATA : (ComFlor 46/1.2/S280 decking)PROFILE DATA : (ComFlor 46/1.2/S280 decking)PROFILE DATA : (ComFlor 46/1.2/S280 decking)Depth 46 mm Pitch of deck ribs 225 mmTrough width 105 mm Crest width 67.0 mmNominal sheet thickness 1.20 mm Design sheet thickness 1.16 mmDeck weight 0.13 kN/m² Yield strength 280 N/mm²CONCRETE SLAB : [Normal Weight Concrete ; Mesh : A193]CONCRETE SLAB : [Normal Weight Concrete ; Mesh : A193]CONCRETE SLAB : [Normal Weight Concrete ; Mesh : A193]CONCRETE SLAB : [Normal Weight Concrete ; Mesh : A193]Overall slab depth 165 mmConcrete characteristic strength 40 N/mm² Concrete wet density 2400 kg/m³Modular ratio 10 Concrete dry density 2350 kg/m³Bar reinforcementBar reinforcementBar reinforcementBar reinforcement NONEMesh reinforcement :Mesh reinforcement :Mesh reinforcement :Mesh reinforcement :Mesh A193 Yield strength 460 N/mm²Cover to Mesh 30 mm Mesh Layers SingleAccount for End Anchorage NO Shear connectors per rib N/ADiameter of Shear Connectors N/AScreeds N/ASECTION PROPERTIES :SECTION PROPERTIES :SECTION PROPERTIES :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 calculationsDECK PROFILE:Sagging Inertia, Ixx 53.000 cm4/m Area of profile (Net), Ap 1534 mm²/mHogging Inertia, Iyy 0.000 cm4/mFile Name: v9.0.22.0

ComFlor 46/1.2/S280 BS 5950 Parts 4, 6 and 8 Page 2 of 6COMPOSITE:Inertia, Ixx - Uncracked 3624 cm4/m Cracked 1835 cm4/mAverage inertia 2730 cm4/m Cracked inertia (dynamic) 2077 cm4/mShear bond coefficients - Mr 86.80 Kr 0.039600Concrete volume 0.146 m³/m/mLOADS ACTING ON SLAB :LOADS ACTING ON SLAB :LOADS ACTING ON SLAB :LOADS ACTING ON SLAB :*** NOTE: Slab subjected to uniformly distributed loads (UDL) ONLYImposed (occupancy) 5.00 kN/m² Partitions 1.00 kN/m²Ceilings and services 0.50 kN/m² Finishes 0.50 kN/m²Self weight of concrete slab (wet) 3.43 kN/m² Self weight of decking 0.13 kN/m²Self weight of concrete slab (dry) 3.36 kN/m² Screeds NONEConstruction load 2.4 kN/m²LINE LOADS PERPENDICULAR TO DECK SPAN :LINE LOADS PERPENDICULAR TO DECK SPAN :LINE LOADS PERPENDICULAR TO DECK SPAN :LINE LOADS PERPENDICULAR TO DECK SPAN :NoneLINE LOADS PARALLEL TO DECK SPAN :LINE LOADS PARALLEL TO DECK SPAN :LINE LOADS PARALLEL TO DECK SPAN :LINE LOADS PARALLEL TO DECK SPAN :NoneFIRE DATA :FIRE DATA :FIRE DATA :FIRE DATA :Design method SIMPLE Fire resistance period 120 minsNon-permanent imposed loads 0.0 kN/m²PARTIAL SAFETY FACTORS :PARTIAL SAFETY FACTORS :PARTIAL SAFETY FACTORS :PARTIAL SAFETY FACTORS :Dead (self weight) 1.40 Imposed 1.60Super imposed dead 1.40 Fire (occupancy loads) 0.80

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ComFlor 46/1.2/S280 BS 5950 Parts 4, 6 and 8 Page 3 of 6CONSTRUCTION STAGECONSTRUCTION STAGECONSTRUCTION STAGECONSTRUCTION STAGELOADINGSLOADINGSLOADINGSLOADINGS Unfactored(kN/m²)Unfactored(kN/m²)Unfactored(kN/m²)Unfactored(kN/m²) Factored(kN/m²)Factored(kN/m²)Factored(kN/m²)Factored(kN/m²)Self weight of decking 0.13 0.18Self weight of concrete slab (wet) 3.43 4.81Construction load (one span) 2.37 3.79Construction load (adjacent span(s)) 0.79 1.26Total factored load (maximum) = 0.18 + 4.81 + 0.00 + 3.79= 8.78 kN/m²EFFECTIVE SPAN OF DECK :EFFECTIVE SPAN OF DECK :EFFECTIVE SPAN OF DECK :EFFECTIVE SPAN OF DECK :Effective span Le, is the smaller of 1) c/c of supports = 1.90 m 2) clear span + deck depth = 1.75 + 46.0 / 1000= 1.79 m Therefore Le = 1.79 mSHEAR RESISTANCE CHECK :SHEAR RESISTANCE CHECK :SHEAR RESISTANCE CHECK :SHEAR RESISTANCE CHECK :*** Check at first interior support positionApplied shear = [1.250 * 0.18 + 1.250 * 4.81 + 1.250 * 0.05 + 2.500 * 3.79/3] * 1.79 / 2= 8.48 kN/mShear strength of decking, pv = 168.0 N/mm²Shear resistance, Pv = 79.7 kN/mUNITY FACTOR = 0.11 PASSWEB CRUSHING RESISTANCE CHECK :WEB CRUSHING RESISTANCE CHECK :WEB CRUSHING RESISTANCE CHECK :WEB CRUSHING RESISTANCE CHECK :*** Check at first interior support positionApplied reaction 16.96 kN/mWeb crushing resistance, Pw 68.99 kN/mUNITY FACTOR = 0.25 PASSBENDING RESISTANCE CHECK :BENDING RESISTANCE CHECK :BENDING RESISTANCE CHECK :BENDING RESISTANCE CHECK :NOTE: *** a 30% redistribution of hogging moment is taken based on equilibrium of the continuous decking as the sagging momentdoes not exceed the design resistanceSAGGING:SAGGING:SAGGING:SAGGING:Max applied moment = [0.070 * 0.18 + 0.096 * 4.81 + 0.096 * 0.05 + 0.096 * 3.79] * 1.79^2= 2.71 kNm/mMoment resistance, Mc = 5.99 kNm/mUNITY FACTOR = 0.45 PASSHOGGING:HOGGING:HOGGING:HOGGING:Max. applied moment = 2.13 kNm/mMoment resistance, Mc = 6.23 kNm/mUNITY FACTOR = 0.34 PASSINTERACTION OF BENDING MOMENT AND SHEAR :INTERACTION OF BENDING MOMENT AND SHEAR :INTERACTION OF BENDING MOMENT AND SHEAR :INTERACTION OF BENDING MOMENT AND SHEAR :NOTE 1: *** Check at first interior support positionNOTE 2: *** a 30% redistribution of hogging moment is taken based on equilibrium of the continuous decking as the sagging momentdoes not exceed the design resistanceApplied shear = 7.97 kN/mShear resistance, Pv = 79.68 kN/mApplied moment = 2.13 kNm/mMoment resistance, Mc = 6.23 kNm/mUNITY FACTOR = [7.97/79.68]^2 + [2.13/6.23]^2= 0.13 PASSFile Name: v9.0.22.0

ComFlor 46/1.2/S280 BS 5950 Parts 4, 6 and 8 Page 4 of 6INTERACTION OF BENDING MOMENT AND WEB CRUSHING :INTERACTION OF BENDING MOMENT AND WEB CRUSHING :INTERACTION OF BENDING MOMENT AND WEB CRUSHING :INTERACTION OF BENDING MOMENT AND WEB CRUSHING :NOTE 1: *** Check at first interior support positionNOTE 2: *** a 30% redistribution of hogging moment is taken based on equilibrium of the continuous decking as the sagging momentdoes not exceed the design resistanceApplied reaction = 15.95 kN/mWeb crushing resistance, Pw = 79.68 kN/mApplied moment = 2.13 kNm/mMoment resistance, Mc = 6.23 kNm/mUNITY FACTOR = [15.95/68.99 + 2.13/6.23]= 0.57 < 1.25 PASSDEFLECTION CHECK :DEFLECTION CHECK :DEFLECTION CHECK :DEFLECTION CHECK :Allowable deflection ðmax, is the lesser of1) Effective span/180 (= 10.0 mm ), and2) 20 mm ( absolute maximum value ), and3) Slab depth/10 = ( 16.5 mm )Max. self weight deflection = 1.85 mm( < 9.97 mm ) SATISFACTORY***NOTE: Deflection within code limits; ponding is not considered

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ComFlor 46/1.2/S280 BS 5950 Parts 4, 6 and 8 Page 5 of 6NORMAL STAGENORMAL STAGENORMAL STAGENORMAL STAGELOADINGS : (see construction load calculations for details):LOADINGS : (see construction load calculations for details):LOADINGS : (see construction load calculations for details):LOADINGS : (see construction load calculations for details):Unfactored (kN/m²) Factored (kN/m²)Dead 0.13 + 3.36= 3.49 4.89Imposed 5.00 + 1.00= 6.00 9.60Superimposed dead 0.50 + 0.50 + 0.00= 1.00 1.40Total = 10.49 kN/m² 15.89 kN/m²EFFECTIVE SPAN :EFFECTIVE SPAN :EFFECTIVE SPAN :EFFECTIVE SPAN :Effective span Le, is the smaller of1) c/c of supports2) clear span + slab overall depth - depth to centroid = 1.75 + 165 / 1000 - 20.44 / 1000= 1.89 mTherefore Le = 1.89 mSHEAR RESISTANCE CHECK :SHEAR RESISTANCE CHECK :SHEAR RESISTANCE CHECK :SHEAR RESISTANCE CHECK :Maximum applied shear = 0.5 * 15.89 * 1.89= 15.08206Shear stress in concrete, v = 0.18 N/mm²Shear strength of concrete, vc = 0.97 N/mm²Shear resistance = 131.50 * 144.56 * 0.97 / 225.00= 82.16 kN/mUNITY FACTOR = 0.18 PASSPUNCHING SHEAR CHECK :PUNCHING SHEAR CHECK :PUNCHING SHEAR CHECK :PUNCHING SHEAR CHECK :Not ApplicableSHEAR BOND RESISTANCE CHECK :SHEAR BOND RESISTANCE CHECK :SHEAR BOND RESISTANCE CHECK :SHEAR BOND RESISTANCE CHECK :Shear span = 1.89 / 4= 0.47 mApplied shear = 10.41 kN/mShear bond resistance = (1000 * 144.56/1.25) * [86.80 * 1534.00 / (1000 * {0.47 * 1000} + 0.04 * √40.00)]/ 1000 kN/m= 61.51 kN/mAnchorage resistance = 0 kN/mTotal shear resistance = (61510.01/1000) + [(0/1000)]/2 = 61.51 kN/mUNITY FACTOR = 0.17 PASSBENDING RESISTANCE CHECK :BENDING RESISTANCE CHECK :BENDING RESISTANCE CHECK :BENDING RESISTANCE CHECK :Applied bending moment = 0.125 * 15.89 * 1.89^2= 7.14 kNm/mDepth of concrete stress block = 22.19 mmNOTE: depth of concrete in compression may be limited to 0.45 dsTension in decking = 399.45 kN/mTension in bar reinforcement = 0.00 kN/mDepth to position of resultant tension = (0.0 * 135.0 + 399.5 * 144.6) / (0.0 + 399.5)= 144.56 mmLever arm = 133.46 mmNOTE: lever arm may be limited to 0.95 dsCompression in concrete = 399.45 kN/mMoment resistance = 399.45 * 133.46/1000= 53.31 kNm/mUNITY FACTOR = 0.13 PASSFile Name: v9.0.22.0

ComFlor 46/1.2/S280 BS 5950 Parts 4, 6 and 8 Page 6 of 6FIRE RESISTANCE CHECK :FIRE RESISTANCE CHECK :FIRE RESISTANCE CHECK :FIRE RESISTANCE CHECK :Effective span in fire, is the greater of1) c/c suppports - support width = 1.90 - 152 / 1000= 1.75 m2) c/c supports - 150 = 1.90 - 150 / 1000= 1.75 mi.e effective span in fire = 1.75 mFire dead load = 0.13 + 3.36 + 0.50 + 0.50 + 0.00= 4.56 kN/m²Non-permanent fire imposed load = 0.80 * 0.0 *5.00= 0.0 kN/m²Permanent fire imposed load = (1 - 0.0) *5.00 + 1.00= 6.00 kN/m²Fire imposed load = 0.00 + 6.00= 6.00 kN/m²Fire free moment = 4.04 kNm/mMoment resistance, sagging = 5.45 kNm/mMoment resistance, hogging = 12.84 kNm/mMoment resistance, Mr = 5.45 + 0.45 * 12.84 *** for end span= 10.93 kNm/mUNITY FACTOR = 0.37 PASSAs spans are approximately equal, no check on uplift at an external support has been madeDEFLECTION CHECK :DEFLECTION CHECK :DEFLECTION CHECK :DEFLECTION CHECK :Allowable deflection ðmax-i under imposed loads, is the lesser of1) Effective span/350 (= 5.4 mm ), and2) Absolute maximum value (mm) = 20Imposed load deflection = 0.013 * 6.50 * (1.89* 1000 )^4 / (205*27297130 )/1000= 0.2 mm ( < 5.4 mm ) SATISFACTORYAllowable total deflection ðmax-t, is the lesser of1) Effective span/250 or 7.6 mm, and2) 30 mm ( SCI recommended absolute maximum value )Deflection due to imposed loads = 0.2 mm (based on average inertia)Additional deflection due to superimposed dead loads = 0.0 mm (based on average inertia)Total deflection = 0.2 + 0.0= 0.2 mm ( < 7.6 mm ) SATISFACTORYDYNAMIC SENSITIVITY :DYNAMIC SENSITIVITY :DYNAMIC SENSITIVITY :DYNAMIC SENSITIVITY :*** NOTE: loads are dead + super-imposed dead + 10% imposed*** NOTE: loads are dead + super-imposed dead + 10% imposed*** NOTE: loads are dead + super-imposed dead + 10% imposed*** NOTE: loads are dead + super-imposed dead + 10% imposedDynamic inertia (cracked section) = 2077 cm4Maximum deflection = 0.013 * 5.09 * (1.89* 1000 )^4 / (205*20769060 )/1000= 0.20 mmFrequency = 18 / √ 0.20 )= 40.13 Hz ( > 5.00 Hz) SATISFACTORY

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