Job No. Sheet No. Rev. CONSULTING Engineering · PDF fileJob No. Sheet No. Rev. Job Title XX...
date post
02-Jul-2018Category
Documents
view
222download
0
Embed Size (px)
Transcript of Job No. Sheet No. Rev. CONSULTING Engineering · PDF fileJob No. Sheet No. Rev. Job Title XX...
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