CFD Design Template

RIVELIN CONSULTANTS LIMITED

CLIENT CONSTRUCTION WORKS LIMITED Date 2-Apr-15PROJECT BUILDING TYPE A By M RampersadLocation First FloorSub-Location CFD & concrete Design

REF OUTPUT

CFD DESIGNReferences Used

1. Steel Designer's Manual, Steel Construction Institute, 6th Edition

2. CFD manufacturer's literature

3. BS5950: Part 3 - Code of practice for design of simple and continuous composite beams

4. BS5950: Part 4 - Code of practice for design of composite slabs with profiled steel sheeting

5. ASCE 7-10, Minimum Design Loads for Buildings & Other Structures, 2010

6. SCI Publication P354 - Design of Floors for Vibration, Feb 2009

7. CARES information Sheet: BS8666, 2005

Deck properties:Select Manufacturer:

Ref 2 CFD thickness, t = 0.96 mmRef 2 Min. yield strength, py = 255.0 N/mm2

Ref 2 Trough spacing (centre to centre) = 315.0 mmRef 2 Total depth of trough, DP = 71.7 mm 35.9Ref 2 Width of trough at base = 125.0 mmRef 2 Horizontal splay of trough = 32.5 mm

Diagonal length of trough, web length = 78.7 mmWidth of flat plate at side of nib, b = 37.5 mm

Average breadth of trough, br = 157.5 mmRef 4-Cl.2.4.3 Modulus of Elasticity of CFD, ES = 210,000 N/mm2

Modulus of Elasticity of concrete, EC = 15,000 N/mm2Modular ratio, e=ES/EC = 14.0 [unitless]

Concrete details:concrete thickness above ribs = 78.3 mm PASS under minimum thickness

CFD span between supports L = 3 00 m

DESCRIPTION

GGI-Hercules

CFD span between supports, LS = 3.00 mRef 4-Cl.3.3.5 Total depth of concrete, DS = 150.0 mm PASS under minimum thicknessRef 2 Self weight of CFD pans alone = 0.10 kN/m2

Concrete properties:28-day compressive cube strength, fcu = 30.0 N/mm2

Ref 4-Cl.3.3.3 Wet density = 23.5 kN/m3Ref 4-Cl.3.3.3 Dry density = 23.1 kN/m3Ref 7-Tbl 1 BRC self weight = 0.06 kN/m2

Loading:Ref 4-Cl.2.2.3.1 Construction load (Temporary) 1.50 kN/m2Ref 5-Tbl 4.1 Imposed load (final) 4.79 kN/m2Ref 5-Tbl 4.1 Partitions kN/m2Ref 5-Tbl 4.1 Finishes (ceiling, lights, floor, etc.) 0.50 kN/m2

CFD profile without concrete:Ref 2

Ref 4-Cl.5.1 Effective breadth be of flat compression plate (ignoring embossments, indentations and nibs):

Ref 1-20.5.1

Where b = 37.5 mmbe = 36.1 mm Condition satisfied

71.7

0.96

125.032.5

125.0

37.5 37.5157.5

bpbt

ptb

yye

1871857

Page 1 of 5



REF OUTPUTDESCRIPTION

Ref 4-Cl.5.1 Position of neutral axis (ignoring embossments, indentations and nibs): = 30.5 mm

Second moment of area of CFD, I:Ref 1-Chpt 20 Decking components: 116,791 116,334 67,450 3,724

I = t*Components 292,127 mm3 / troughI = 927,386 mm3 / m width

Depth of web in compression = DP-t- = 40.2 mmCheck d/t ratio = 41.9 [unitless]

Elastic Section modulus, Ze = I/y = 22,779 mm3 / m widthMoment capacity of CFD, MC = Ze*0.93py = 5.40 kNm / m width

Idealised CFD profile with concrete:

Concrete data:concrete area assuming full depth = 150,000 mm2 / m width

Nr of troughs per metre width = 3.17 Nr.Total area of troughs per metre width = 35,850 mm2 / m width

Area of concrete per metre width = 114,150 mm2 / m widthVolume of concrete per m2 plan = 0 114 m3

315.0

78.3

71.7

125.0 32.5

0.96

125.0

Volume of concrete per m plan = 0.114 mconcrete load per m2 (wet condition) = 2.69 kN/m2concrete load per m2 (dry condition) = 2.63 kN/m2

CONSTRUCTION STAGE (TEMPORARY)CFD self weight = 0.10 kN/m2

BRC = 0.06 kN/m2Wet concrete = 2.69 kN/m2

DLtemp = 2.85 kN/m2

Equivalent solid slab thickness = 0.121 mConstruction loading = 1.50 kN/m2

LLtemp = 1.50 kN/m2

Check moment capacity of CFD:1.4DLtemp + 1.6LLtemp = temp = 6.39 kN/m2

Design moment given by

Applied moment, MUtemp = 7.19 kNmMoment capacity of CFD, Md= 5.40 kNm Prop during construction

Ref 4-Cl.5.3

Load = 2.79 kN/m2UDL load per metre width, = 2.79 kN/m2 / m width

SLS Moment, MSLS= l2/8 = 3.14 kNm / m widthCheck equivalent stress in compression plate

Ref 1-Chpt 20

Ref 1-Chpt 20

137.8 N/mm2Substitute this value for py in the calculation for be gives

Where b = 37.5 mmRef 1-Chpt 20 Revised be = 41.5 mm Use original value of b

Check slab deflection during construction (using SLS condition). Use self weight of CFD and wet concrete only

yC

SLS pM

M193.0*

bb

ttbe

1871857

82lM

Page 2 of 5




Decking components: 121,403 116,334 67,450 3,724 I = t*Components 296,554 mm3 / trough

I = 941,441 mm4 / m widthRef 4-Cl.6.6.2(a)

5l4 = 1.13E+15 mm4384EI = 7.59E+13 mm3

= 14.89 mmActual span/deflection ratio = 1/ 201.5

Ref 4-Cl 5.3.(a) Allowable span / deflection ratio = 1/ 180.0 Span/Deflection ratio OK

FINAL STAGECFD self weight = 0.10 kN/m2

BRC = 0.06 kN/m2Dry concrete = 2.63 kN/m2

Finishes = 0.50 kN/m2DLfinal = 3.30 kN/m2

Equivalent solid slab thickness = 0.143 mImposed load = 4.79 kN/m2

Partitions = kN/m2LLfinal = 4.79 kN/m2

Cross-sectional area of CFD = 488.9 mm2/ troughAP = 1552.2 mm2/ m width

Tensile resistance of CFD, TR = 0.93*py*APTR = 368.1 kN

R f 4 Cl 6 3 Neutral axis depth into concrete xc

Check the moment resistance of the full composite section as a reinforced concrete slab, assuming a full shear connection

EIl

3845 4

TRef 4-Cl.6.3 Neutral axis depth into concrete xc =

xc = 27.3 mmMoment capacity of composite, MP = TR x lever arm

lever arm = 100.5 mmMP = 37.0 kNm

Check moment capacity1.4DLfinal + 1.6LLfinal = wfinal = 12.28 kN/m2

Design moments are given by

Applied moment, MU_fInal= 13.8 kNmMoment capacity of composite, MP= 37.0 kNm OK in moment capacity

Check for Shear Bond capacityRef 4-Cl.6.4.1 Shear bond capacity, VS =

width of composite slab, BS = 1000.0 mm (Assuming per metre width)effective depth of slab to profile centroid, ds=DS- = 119.5 mm

Cross sectional area of CFD, AP = 1552.2 mm2Ref 4-Fig. 8 Shear span of composite slab, LV=LS/4 = 750.0 mmRef 1, example mechanical interlock factor, mr = 130.0 N/mm2Ref 1, example friction bond factor, kr = 0.004 N/mm

VS = 27.8 kNApplied shear, V=4MU_final/LS = 18.4 kN OK in shear capacity

150.0

27.3

35.9

82lM

cu

R

fT45.0

cur

VS

PrsS fkLBAmdB

25.1

Page 3 of 5




Deflection of soffitRef 1-20.5.5. The assumption is made that the deflection of a composite slab is based on a cracked section at mid-span

Ref 1-Eqn 20.3 Neutral axis depth of cracked section, xe =

de = 119.5 mme = 14.00 [unitless]

p = AP/(ds*1000) = 0.013 [unitless]ep = 0.182xe = 53.5 mm

Ref 1-Eqn 20.4 Moment of inertia of cracked section, IC =

IC = 11,347 x103 mm4 / m width

Ref 4-Cl.5.3

DLfinal+LLfinal = 8.09 kN/m2

UDL load per metre width, = 8.09 kN/m2 / m width

5l4 = 3.28E+12 mm4384EI = 9.15E+11 mm3

= 3.6 mmActual span/deflection ratio = 1/ 838.2

Ref 4-Cl 5.3.(a) Allowable span/deflection ratio = 1/ 180.0 Span/Deflection ratio OK

Vibration checkRef 6-Cl.2.2.1 Approximate natural frequency f is given by:

Check slab deflection in final stage (using SLS condition). Use self weight of CFD, dry concrete and imposed loads

18f

EIl

3845 4

pppde eee 22

SIexedepdeex 233

Ref 6-Cl.7.2 Recommended minimum frequency of vibration is 3Hzf 9.51 Hz Pass in vibration

Shear Stud DesignNumber of studs per trough = 1

Proposed Support beam = W14X26Steel grade of support beam = A572 Gr 50

Design strength, py_steel = 345.0 N/mm2Ref 3-Appx B.2.1 Steel constant, = 275/py_steel = 0.89

Flange breadth, B = 127.6 mmFlange thickness, T = 10.7 mm

Overall section depth, D = 353.3 mmWeb thickness, tweb = 6.5 mm

Fillet radius = 10.9 mmClear depth of web, d = 310.1 mm

2nd moment of area, Ixx = 1.02E+08 mm4Plastic modulus, Sxx = 6.59E+05 mm3Section Area, Asteel = 4,961.3 mm2

Plastic moment capacity of beam, MS =Sxxpy_steel = 227.3 kNmApplied moment, MU_fInal= 13.8 kNm PASS in moment capacity

Span of beam LZ = 6.00 mRef 3-Tbl 5 Proposed shear stud config = 19x100 (dia. x height)Ref 3-Tbl 5 Nominal height of stud, h = 95 mmRef 3-Tbl 5 Individual Shear stud capacity, QK = 100 kNRef 3-Cl.5.4.3(a) Longitudinal shear capacity*, QP =0.8QK = 80 kN * for a solid slab

Ref 3-Cl.5.4.7.2

Ref 3-Cl.5.4.7.2 Reduction factor, k = X*[(br/Dp)(h/Dp)-1]Ref 3-Cl.5.4.7.2 For a 1-stud configuration, X= 0.85 Ref 3-Cl.5.4.7.2 k = 0.61

k




Number of shear connectorsRef 3-Cl.5.4.4.1 Nr. of connectors either side of the max. moment, NP = FP/kQP

FP = min(Asteelpy_steel or 0.45fcuBe)Asteelpy_steel = 1712 kN

0.45fcuBe = 793 kNNP = 16.3

N (whole number) = 17 Nr. each side of beamUse 17 studs each side of the beam span

Plan on CFD and beam arrangement:

W14X26

6.00

Use 17 studs each side of the beam span 19x100

Ref 3-Appx B.2.1 Check component resistancesRef 3-Cl.4.6 Effective width of compression flange Be = bnRef 3-Cl.4.6.(a) For one side of beam, bn = LZ/8 = 750.0 mm

Be =bn = 1500.0 mmRef 3-Appx B.2.1 Resistance of concrete flange, RC = 0.45fcuBe(DS-DP)

RC = 1585.6 kNRef 3-Appx B.2.1 Resistance of steel beam, RS = Asteelpy_steel

RS = 1711.6 kNResistance of shear connection, Rq = NQ

Rq = 825.2 kNRef 3-Appx B.2.1 Resistance of steel flange, Rf = Btwebpy_steel

Rf = 469.8 kNResistance of slender web, Ro = 38t2py_steel

Rf = 491.0 kNRef 3-Appx B.2.1 Resistance of overall web depth, Rw = RS-2Rf

Rw = 772.1 kNRef 3-Appx B.2.1 Resistance of clear web depth, Rv = dtwebpy_steel

Rv = 693.0 kNComparison of Rc and Rw Rc>=Rw

Ref 3-Appx B.2.2 Location of plastic neutral axis (pna) = FlangeComparison of Rq and [Rc or Rs] Rq

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CFD Design Template