Job No. Sheet No. Rev. CONSULTING Engineering .Job No. Sheet No. Rev. Job Title XX EC5 Ref Scheme

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Transcript of Job No. Sheet No. Rev. CONSULTING Engineering .Job No. Sheet No. Rev. Job Title XX EC5 Ref Scheme

  • Job No. Sheet No. Rev.

    Job Title

    XX

    EC5 Ref

    Timber Material Properties

    Timber Name or Strength Class

    Mean Density, mean 600 kg/m3

    Material Safety Factor, m (1.30Solid; 1.25Glulam; 1.20LVL) 1.30

    Service Class

    kmod kdef kmod kdef

    Class 1 0.60 0.60 0.80 0.25

    Class 2 0.60 0.80 0.80 0.25

    Class 3 0.50 2.00 0.65 0.75

    Permanent Action - ULS Factored (DL+SDL) and SLS Unfactored (DL+SDL)

    Modification Factor for Temp, Moisture, Load Duration, kmod,pt 0.50

    Modification Factor for Creep and Moisture, kdef,pt 2.00

    Medium Term Action - ULS Factored (DL+SDL+LL)

    Modification Factor for Temp, Moisture, Load Duration, kmod,mt 0.65

    Modification Factor for Creep and Moisture, kdef,mt 0.75

    Factor for the Quasi-Permanent Value, 2,mt 0.30

    Medium Term Action - SLS Unfactored (DL+SDL+LL)

    For the (DL+SDL) component, the above permanent action values,

    whilst for the LL component, the above ULS medium term values.

    Geometry of Floor

    Joist Span, L (Usually 3.6 4.0m) 4.150 m

    Joist LTB Length, LLTB = L / (1+Struttings) 2.075 m

    Joist Buckling Length (h-Plane), Leuler,h = %.L 4.150 m

    Joist Buckling Length (b-Plane), Leuler,b = %.L 0.830 m

    Joist Spacing, s (Usually 400mm, 450mm or 600mm) 400 mm

    Bearing Length for Shear Force, lbearing (>=40mm) 50 mm OK

    Precamber, u0 0.0 mm

    Section Properties

    Section Scheme and Number of Joist(s), NJ 1

    Note NJ multiplies the dead load and divides the loading, ;

    Joist Width, b 47 mm

    Joist Depth, h 200 mm

    Recommended depth based on span / depth = 20 208 mm

    Recommended depth based on span in mm / 24 + 50 223 mm

    Elastic Section Modulus, W (h-Plane) = [1/12 b.h3]/(h/2) 313 cm

    3

    Depth h Modifier For Notched Sections, hmod% 80.0%

    Depth b Modifier For Notched Sections, bmod% (Usually 100.0%) 100.0%

    Note that all effects are for single joists. Double and triple joists are considered by NJ. Nothing else.

    Thus the multiple joists need not be fastenned together as their responses are considered to be

    independent. In reality, joists which are fastenned together at regular intervals would respond

    in between independent joists and a single joist of thickness the sum of the joists thicknesses;

    Engineering Calculation Sheet

    Consulting Engineers jXXX 1

    CONSULTING

    E N G I N E E R S

    Member Design - Timber Floor EC5 v2015.01.xlsm

    Member Design - Timber Floor 20/08/2015

    Permanent Medium Term

    Made by Date Chd.

    Drg. Ref.

    Member/Location

  • Job No. Sheet No. Rev.

    Job Title

    XX

    EC5 Ref

    Modification Factors

    Modification Factor for Bending Stress Redistribution, km 0.7

    Modification Factor for Bending Depth, kh 1.0

    Solid Timber Glulam LVL

    where s 0.2

    Modification Factor for System Strength (Load Sharing System), ksys 1.1

    Modification Factor for Notched End Beams, kv 0.6

    Distance, x 100 mm Depth, hef = hmod%.h 160 mm

    Angle, 0.80 radians Distance, i.(h-hef) 50 mm

    Angle, i 1.25 radians

    Modification Factor for Bearing, kc,90 (=1.0 Conservatively) 1.0

    Member Design - Timber Floor EC5 v2015.01.xlsm

    Member Design - Timber Floor 20/08/2015

    Engineering Calculation Sheet

    Consulting Engineers jXXX 2

    CONSULTING

    E N G I N E E R S

    Made by Date Chd.

    Drg. Ref.

    Member/Location

  • Job No. Sheet No. Rev.

    Job Title

    XX

    EC5 Ref

    Loading on Joist

    Live Load, LL (Including Partitions) (Usually 1.50kPa Domestic) 1.50 kPa

    Note dedicated beams supporting partitions should be specifically designed;

    Dead Load of Joist(s), NJ . mean . g . b . h / s 0.14 kPa

    Super Dead Load of Carpet Finish 0.03 kPa

    Super Dead Load of Floor Finish 0.03 kPa

    Super Dead Load of Floorboards 0.11 kPa

    Thermal Insulation 0.03 kPa

    Super Dead Load of Services 0.00 kPa

    Super Dead Load of Ceiling 0.11 kPa

    DL + SDL 0.45 kPa

    SLS = DL + SDL + LL 1.95 kPa

    ULS = 1.4DL + 1.4SDL + 1.6LL 3.03 kPa

    ULS Permanent Loads (DL+SDL) udl, 1,ULS = (1.4DL+1.4SDL) . S / NJ 0.25 kN/m

    ULS Medium Term Loads (DL+SDL+LL) udl, 2,ULS = (1.4DL+1.4SDL+1.6LL) . S / NJ1.21 kN/m

    SLS Permanent Loads (DL+SDL) udl, 1 = (DL+SDL) . S / NJ 0.18 kN/m

    SLS Medium Term Loads (LL) udl, 2 = (LL) . S / NJ 0.60 kN/m

    Loading on Line Support

    Floor on One Side (F=1) or Both Sides (F=2) of Line Support, F

    Line LL UDL on Support = F . (LL in kPa) . L/2 3.11 kN/m

    Line DL+SDL UDL on Support = F . (DL+SDL in kPa) . L/2 0.93 kN/m

    Utilisation Summary

    Perform Design

    Perm Medium

    ULS Bending (LTB) 19% 75%

    ULS Bending (+LTB) 21% 83%

    ULS Shear 15% 58%

    ULS Bearing 18% 70%

    Deflection

    Vibration

    Overall Utilisation

    ULS Bending Stress 11% 40%

    (Note For Comparison Purposes Only)

    Engineering Calculation Sheet

    Consulting Engineers

    Member Design - Timber Floor EC5 v2015.01.xlsm

    Member Design - Timber Floor

    97%

    87%

    97%

    jXXX 3

    20/08/2015

    CONSULTING

    E N G I N E E R S

    ULS EC5 Design

    Made by Date Chd.

    Drg. Ref.

    Member/Location

  • Job No. Sheet No. Rev.

    Job Title

    XX

    EC5 Ref

    ULS EC5 Capacity Approach and SLS Deflections and Vibrations

    Perform Design

    Perm Medium

    Shear Force, Vd 0.5 2.5 kN

    Shear Utilisation 15% 58%

    Bearing Utilisation 18% 70%

    Bending Moment, Md 0.5 2.6 kNm

    Bending (LTB) Utilisation 19% 75%

    Bending (+LTB) Utilisation 21% 83%

    Note shear force, V d = L/2; bending moment, M d = L2/8;

    SLS Permanent Loads (DL+SDL) udl, 1 0.18 kN/m

    SLS Medium Term Loads (LL) udl, 2 0.60 kN/m

    Precamber, u0 0.0 mm

    Deflection Utilisation

    Vibration Utilisation

    ULS Stress Approach

    Note conservatively same strength criteria for axial and bending; However, since there is only bending

    action here, the bending design strength employed instead, hence equivalent to EC5 capacity approach;

    Note unconservatively no LTB; no Euler; no battened strut buckling; straight members; no Vierendeel;

    Note conservatively no k h , k sys and k c,90 ; Note unconservatively no k v ;

    Characteristic Strength in Bending, fm,k 42.04 N/mm2

    Material Partial Safety Factor, m 1.30

    Perm Medium

    Bending Stress, m,d = Md/W 1.72 8.32 N/mm2

    Design Strength in Bending, fm,d = kmod.fm,k/m 16.17 21.02 N/mm2

    Bending Stress Utilisation = m,d/fm,d 11% 40%

    ULS Connection Force

    Shear Force at Either End of Joist = MAX (Vd,perm, Vd,medium) 2.5 kN

    Notches and Openings in Joist Members

    87%

    97%

    Engineering Calculation Sheet

    Consulting Engineers jXXX 4

    Member Design - Timber Floor 20/08/2015

    Member Design - Timber Floor EC5 v2015.01.xlsm

    CONSULTING

    E N G I N E E R S

    ULS EC5 Design

    Made by Date Chd.

    Drg. Ref.

    Member/Location

  • Job No. Sheet No. Rev.

    Job Title

    XX

    EC5 Ref

    Scheme Design

    Engineering Calculation Sheet

    Consulting Engineers

    Member Design - Timber Floor EC5 v2015.01.xlsm

    Member Design - Timber Floor 20/08/2015

    CONSULTING

    E N G I N E E R S jXXX 5

    A typical domestic timber floor would consist bottom up of 12.5mm plasterboard, timber joists

    at 400mm centres (with restraint type joist hangers or 30x5mm galvanised mild steel straps at2.0m max intervals for joists perpendicular to wall; with 30x5mm galvanised mild steel straps

    at 2.0m max intervals for joists parallel to wall), 21mm floor boards, 25mm thick resilientlayer and timber flooring.

    Made by Date Chd.

    Drg. Ref.

    Member/Location

  • Job No. Sheet No. Rev.

    Job Title

    XX

    EC5 Ref

    Member Design - Timber Floor EC5 v2015.01.xlsm

    Member Design - Timber Floor 20/08/2015

    CONSULTING

    E N G I N E E R S

    Engineering Calculation Sheet

    Consulting Engineers jXXX 6

    Made by Date Chd.

    Drg. Ref.

    Member/Location

  • Job No. Sheet No. Rev.

    Job Title

    XX

    EC5 Ref

    Member Design - Timber Floor

    Engineering Calculation Sheet

    Consulting Engineers jXXX

    20/08/2015

    Member Design - Timber Floor EC5 v2015.01.xlsm

    CONSULTING

    E N G I N E E R S 7

    Made by Date Chd.

    Drg. Ref.

    Member/Location

  • Job No. Sheet No. Rev.

    Job Title

    XX

    EC5 Ref

    20/08/2015

    Engineering Calculation Sheet

    Consulting Engineers jXXX 8

    Member Design - Timber Floor

    Member Design - Timber Floor EC5 v2015.01.xlsm

    CONSULTING

    E N G I N E E R S

    Made by Date Chd.

    Drg. Ref.

    Member/Location

  • Job No. Sheet No. Rev.

    Job Title

    XX

    EC5 Ref

    Wall Lateral Restraint by Joist

    20/08/2015

    Engineering Calculation Sheet

    Consulting Engineers jXXX 9

    Member Design - Timber Floor EC5 v2015.01.xlsm

    Member Design - Timber Floor

    CONSULTING