timber examples - tedds
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GLULAM BEAM ANALYSIS & DESIGN T O AS1720.1-2010
TEDDS calculation version 1.5.0
mm 4600
1A B
Unfactored Loads
0.0
1.250
Self weight included
Permanent L ive
mm 4600
1A B
Load Envelope - Combination 1
0.0
3.000
mm 4600
1A B
Load Combination 1 (shown in proportion)
mm 4600
1A B
Permanent
Live
Bending Moment Envelope
0.0
11.945
kNm
mm 4600
1A B
9.29.2
11.9
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Shear Force Envelope
0.0
8.847
-9.239
kN
mm 4600
1A B
8.86.56.5
1.11.1
-9.2
Applied loading
Beam loads
Permanent self weight of beam × 1
Permanent full UDL 0.750 kN/m
Live full UDL 0.500 kN/m
Permanent point load 1.250 kN at 1200 mm
Live point load 1.000 kN at 1200 mm
Permanent point load 1.250 kN at 2400 mm
Live point load 1.000 kN at 2400 mm
Permanent point load 1.250 kN at 3600 mm
Live point load 1.000 kN at 3600 mm
Load com binations
Load combination 1 Support A Permanent × 1.20
Live × 1.50
Span 1 Permanent × 1.20
Live × 1.50
Support B Permanent × 1.20
Live × 1.50
Analysis results
Maximum moment; Mmax = 11.945 kNm ; Mmin = 0.000 kNm
Design moment; M∗ = max(abs(Mmax ),abs(Mmin)) = 11.945 kNm
Maximum shear; Vmax = 8.847 kN; Vmin = -9.239 kN
Design shear; V∗ = max(abs(Vmax),abs(Vmin)) = 9.239 kN
Total load on member; W tot = 18.086 kN
Reactions at support A; RA_max = 8.847 kN; RA_min = 8.847 kN
Unfactored permanent load reaction at support A; RA_Permanent = 4.142 kN
Unfactored live load reaction at support A ; RA_Live = 2.585 kN
Reactions at support B; RB_max = 9.239 kN; RB_min = 9.239 kN
Unfactored permanent load reaction at support B; RB_Permanent = 4.305 kN
Unfactored live load reaction at support B ; RB_Live = 2.715 kN
3 1 5
135
100
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Glulam section details
Breadth of glulam section; b = 135 mm
Depth of glulam section; d = 315 mm
Number of glulam sections in member; N = 1
Overall breadth of glulam member; bb = N × b = 135 mm
Glulam strength grade - Table 7.1; GL8
Strength group - Table 2.3(A); SD4
Member details
Load duration - cl.2.4.1; Long-term
Length of bearing; Lb = 100 mm
Section properties
Cross sectional area of member; A = N × b × d = 42525 mm 2
Section modulus; Zx = N × b × d2 / 6 = 2232562 mm 3
Zy = d × (N × b)2 / 6 = 956812 mm 3
Second moment of area; Ix = N × b × d3 / 12 = 351628594 mm 4
Iy = d × (N × b)3 / 12 = 64584844 mm 4
Radius of gyration; rx = √(Ix / A) = 90.9 mm
ry = √(Iy / A) = 39.0 mm
Modification factors
Duration of load factor for strength - Table 2.3; k1 = 0.80
Moisture condition factor - cl.2.4.2.3; k4 = 1.00
Temperature factor - cl.2.4.3; k6 = 1.00
Length and position of bearing factor - Table 2.6; k7 = 1.00
Strength sharing factor - cl.7.4.3; k9 = 1.00
Temporary design action ratio; r = 0.25
Material constant - exp.E2(1); ρb = 14.71 × (E / f'b)-0.480 × r-0.061 = 0.88
Distance between discrete lateral restraints; Lay = 1200 mm ; Lay / d < 64 × [N × b / (ρb × d)]2
Major axis slenderness coefficient - cl.3.2.3.2(b); S1 = 0.00
Major axis bending stability factor - exp.3.2(10); k12bx = 1.00
Minor axis slenderness coefficient - cl.3.2.3.2 (c); S2 = 0.00
Minor axis bending stability factor - cl.3.2.4; k12by = 1.00
Bearing strength - cl.3.2.6
Capacity factor - Table 2.1; φp = 0.95
Bearing area for loading pe rpendicular to grain; Ap = N × b × Lb = 13500 mm 2
Design capacity in bearing perpendicular to grain - exp.3.2(16)
φNp = φp × k1 × k4 × k6 × k7 × f'p × Ap = 174.420 kN
PASS - Design capacity in bearing perpen dicular to the grain exceeds design bearing load
Bending strength - cl.3.2.1
Capacity factor - Table 2.1; φb = 0.95
Design capacity in bending - cl.3.2(2); φM = φb × k1 × k4 × k6 × k9 × k12bx × f'b × Zx = 32.238 kNm
PASS - Design capacity in bending exceeds design bending momen
Flexural shear strength - cl.3.2.5
Capacity factor - Table 2.1; φs = 0.95
Shear plane area; As = N × b × d × 2 / 3 = 28350 mm 2
Design shear capacity - exp.3.2(14); φV = φs × k1 × k4 × k6 × f's × As = 79.720 kN
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PASS - Design shear capacity exceeds design shear force
Deflection - AS/NZS 1170.0
Deflection limit - Table C1; δ lim = min(14 mm, 0.004 × Ls1) = 14.000 mm
Deflection due to permanent load; δG = 4.499 mm
Deflection due to imposed load; δQ = 2.898 mm
Load factor - Table 4.1; ψ = 0.7
Creep factor (Long-term); j2 = 1.850
Total deflection; δtot = j2 × [δG + ψ × δQ] = 12.075 mm
PASS - Total deflection is less than the deflection limi
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TIMBER BEAM ANALYSIS & DESIGN TO AS1720.1-2010
TEDDS calculation version 1.5.0
mm 3000
1A B
Unfactored Loads
0.0
2.500
Self weight included
Permanent L ive
mm 3000
1A B
Load Envelope - Combination 1
0.0
5.302
mm 3000
1A B
Load Combination 1 (shown in proportion)
mm 3000
1A B
Permanent
Live
Bending Moment Envelope
0.0
5.965
kNm
mm 3000
1A B
6.0
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Shear Force Envelope
0.0
7.953
-7.953
kN
mm 3000
1A B
8.0
-8.0
Applied loading
Beam loads
Permanent self weight of beam × 1
Permanent full UDL 2.500 kN/m
Live full UDL 1.450 kN/m
Load com binations
Load combination 1 Support A Permanent × 1.20Live × 1.50
Span 1 Permanent × 1.20
Live × 1.50
Support B Permanent × 1.20
Live × 1.50
Analysis results
Maximum moment; Mmax = 5.965 kNm; Mmin = 0.000 kNm
Design moment; M∗ = max(abs(Mmax ),abs(Mmin)) = 5.965 kNm
Maximum shear; Vmax = 7.953 kN; Vmin = -7.953 kN
Design shear; V∗ = max(abs(Vmax),abs(Vmin)) = 7.953 kN
Total load on member; W tot = 15.906 kNReactions at support A; RA_max = 7.953 kN; RA_min = 7.953 kN
Unfactored permanent load reaction at support A; RA_Permanent = 3.909 kN
Unfactored live load reaction at support A ; RA_Live = 2.175 kN
Reactions at support B; RB_max = 7.953 kN; RB_min = 7.953 kN
Unfactored permanent load reaction at support B; RB_Permanent = 3.909 kN
Unfactored live load reaction at support B ; RB_Live = 2.175 kN
2 4 0
90
100 Timber section details
Breadth of timber sections; b = 45 mm
Depth of timber sections; d = 240 mm
Number of timber sections in member; N = 2
Overall breadth of timber member; bb = N × b = 90 mm
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Timber species; Mixed softwood s pecies (excl.Pinus species)
Moisture condition; Seasoned
Timber strength grade - Table H2.1; F8
Member details
Load duration - cl.2.4.1; Long-term
Length of bearing; Lb = 100 mm
Section properties
Cross sectional area of member; A = N × b × d = 21600 mm 2
Section modulus; Zx = N × b × d2 / 6 = 864000 mm 3
Zy = d × (N × b)2 / 6 = 324000 mm 3
Second moment of area; Ix = N × b × d3 / 12 = 103680000 mm 4
Iy = d × (N × b)3 / 12 = 14580000 mm 4
Radius of gyration; rx = √(Ix / A) = 69.3 mm
ry = √(Iy / A) = 26.0 mm
Modification factors
Duration of load factor for strength - Table 2.3; k1 = 0.80
Moisture condition factor - cl.2.4.2.3; k4 = 1.00
Temperature factor - cl.2.4.3; k6 = 1.00
Length and position of bearing factor - Table 2.6; k7 = 1.00
Strength sharing factor - Table 2.7; k9 = 1.14
Temporary design action ratio; r = 0.25
Material constant - exp.E2(1); ρb = 14.71 × (E / f'b)-0.480 × r-0.061 = 0.89
Distance between discrete lateral restraints; Lay = 1200 mm ; Lay / d < 64 × [N × b / (ρb × d)]2
Major axis slenderness coefficient - cl.3.2.3.2(b); S1 = 0.00
Major axis bending stability factor - exp.3.2(10); k12bx = 1.00
Minor axis slenderness coefficient - cl.3.2.3.2 (c); S2 = 0.00
Minor axis bending stability factor - cl.3.2.4; k12by = 1.00
Bearing strength - cl.3.2.6
Capacity factor - Table 2.1; φp = 0.9
Bearing area for loading pe rpendicular to grain; Ap = N × b × Lb = 9000 mm 2
Design capacity in bearing perpendicular to grain - exp.3.2(16)
φNp = φp × k1 × k4 × k6 × k7 × f'p × Ap = 44.064 kN
PASS - Design capacity in bearing perpen dicular to the grain exceeds design bearing load
Bending strength - cl.3.2.1
Capacity factor - Table 2.1; φb = 0.9
Design capacity in bending - cl.3.2(2); φM = φb × k1 × k4 × k6 × k9 × k12bx × f'b × Zx = 15.602 kNm
PASS - Design capacity in bending exceeds design bending momen
Flexural shear strength - cl.3.2.5
Capacity factor - Table 2.1; φs = 0.9
Shear plane area; As = N × b × d × 2 / 3 = 14400 mm 2
Design shear capacity - exp.3.2(14); φV = φs × k1 × k4 × k6 × f's × As = 22.810 kN
PASS - Design shear capacity exceeds design shear force
Deflection - AS/NZS 1170.0
Deflection limit - Table C1; δ lim = min(14 mm, 0.004 × Ls1) = 12.000 mm
Deflection due to permanent load; δG = 3.180 mm
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Deflection due to imposed load; δQ = 1.769 mm
Load factor - Table 4.1; ψ = 0.7
Creep factor (Long-term); j2 = 1.850
Total deflection; δtot = j2 × [δG + ψ × δQ] = 8.173 mm
PASS - Total deflection is less than the deflection limi
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STRUCTURAL LVL BEAM ANALYSIS & DESIGN TO AS1720.1-2010
TEDDS calculation version 1.5.0
mm 4250
1A
3750
2B C
Unfactored Loads
0.0
6.000
Self weight included
Permanent L ive
mm 4250
1A
3750
2B C
Load Envelope - Combination 1
0.0
12.889
mm 4250
1A
3750
2B C
Load Envelope - Combination 2
0.0
12.889
mm 4250
1A
3750
2B C
Load Envelope - Combination 3
0.0
12.889
mm 4250
1A
3750
2B C
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Load Combination 1 (shown in proportion)
mm 4250
1A
3750
2B C
Permanent
Live
Load Combination 2 (shown in proportion)
mm 4250
1A
3750
2B C
Permanent
Live
Load Combination 3 (shown in proportion)
mm 4250
1A
3750
2B C
Permanent
Live
Bending Moment Envelope
0.0
-26.080
20.742
kNm
mm 4250
1A
3750
2B C
-26.1
20.716.0
Shear Force Envelope
0.0
31.122
-33.526
kN
mm 4250
1A
3750
2B C
23.131.1
-33.5
-20.3
Applied loading
Beam loads
Permanent self weight of beam × 1
Permanent full UDL 3.000 kN/m
Live full UDL 6.000 kN/m
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Load com binations
Load combination 1 Support A Permanent × 1.20
Live × 1.50
Span 1 Permanent × 1.20
Live × 1.50
Support B Permanent × 1.20
Live × 1.50
Span 2 Permanent × 1.00
Live × 0.00
Support C Permanent × 1.00
Live × 0.00
Load combination 2 Support A Permanent × 1.00
Live × 0.00
Span 1 Permanent × 1.00Live × 0.00
Support B Permanent × 1.20
Live × 1.50
Span 2 Permanent × 1.20
Live × 1.50
Support C Permanent × 1.20
Live × 1.50
Load combination 3 Support A Permanent × 1.20
Live × 1.50
Span 1 Permanent × 1.20
Live × 1.50Support B Permanent × 1.20
Live × 1.50
Span 2 Permanent × 1.20
Live × 1.50
Support C Permanent × 1.20
Live × 1.50
Analysis results
Maximum moment; Mmax = 20.742 kNm ; Mmin = -26.080 kNm
Design moment; M∗ = max(abs(Mmax ),abs(Mmin)) = 26.080 kNm
Maximum shear; Vmax = 31.122 kN; Vmin = -33.526 kN
Design shear; V∗ = max(abs(Vmax),abs(Vmin)) = 33.526 kNTotal load on member; W tot = 103.113 kN
Reactions at support A; RA_max = 23.123 kN; RA_min = 3.473 kN
Unfactored permanent load reaction at support A; RA_Permanent = 5.344 kN
Unfactored live load reaction at support A ; RA_Live = 9.893 kN
Reactions at support B; RB_max = 64.648 kN; RB_min = 38.336 kN
Unfactored permanent load reaction at support B; RB_Permanent = 16.256 kN
Unfactored live load reaction at support B ; RB_Live = 30.094 kN
Reactions at support C; RC_max = 20.298 kN; RC_min = 1.242 kN
Unfactored permanent load reaction at support C; RC_Permanent = 4.328 kN
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Unfactored live load reaction at support C ; RC_Live = 8.012 kN
3 0 0
126
100 Structural LVL section de tails
Breadth of LVL section; b = 63 mm
Depth of LVL section; d = 300 mm
Number of LVL sections in member; N = 2
Overall breadth of LVL mem ber; bb = N × b = 126 mm
Structural LVL properties
Bending; f'b = 48 MPa
Tension parallel to grain; f't = 33 MPa
Shear in member; f's = 5.3 MPa
Compression parallel to grain; f'c = 45 MPa
Bearing perpendicular to grain; f'p = 12 MPa
Short duration average modulus of elasticity parallel to the grain
E = 13200 MPa
Short duration average modulus of rigidity for members
G = 660 MPa
Design density; ρ = 650 kg/m3
Member details
Load duration - cl.2.4.1; Long-term
Length of bearing; Lb = 100 mm
Section properties
Cross sectional area of member; A = N × b × d = 37800 mm 2
Section modulus; Zx = N × b × d2 / 6 = 1890000 mm 3
Zy = d × (N × b)2 / 6 = 793800 mm 3
Second moment of area; Ix = N × b × d3 / 12 = 283500000 mm 4
Iy = d × (N × b)3 / 12 = 50009400 mm 4
Radius of gyration; rx = √(Ix / A) = 86.6 mm
ry = √(Iy / A) = 36.4 mm
Modification factors
Duration of load factor for strength - Table 2.3; k1 = 0.80
Moisture content factor for bending - Table 8.1; k4b = 1.00
Moisture content factor for compression - Table 8.1 ; k4c = 1.00
Moisture content factor for tension - Table 8.1; k4t = 1.00
Moisture content factor for shear - Table 8.1; k4s = 1.00
Moisture content factor for modulus of elasticity - Table 8.1
j6 = 1.00
Temperature factor - cl.2.4.3; k6 = 1.00
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Length and position of bearing factor - Table 2.6; k7 = 1.13
Strength sharing factor - cl.8.4.6; k9 = 1.00
Size factor for bending - cl.8.3.1; k11b = min((300 mm / d)0.167, 1) = 1.00
Size factor for tension parallel - cl.8.3.1; k11t = min((150 mm / d)0.167, 1) = 0.89
Temporary design action ratio; r = 0.25
Material constant - exp.E2(1); ρb = 14.71 × (E / f'b)-0.480 × r-0.061 = 1.08
Distance between discrete lateral restraints; Lay = 1200 mm ; Lay / d < 64 × [N × b / (ρb × d)]2
Major axis slenderness coefficient - cl.3.2.3.2(b); S1 = 0.00
Major axis bending stability factor - exp.3.2(10); k12bx = 1.00
Minor axis slenderness coefficient - cl.3.2.3.2 (c); S2 = 0.00
Minor axis bending stability factor - cl.3.2.4; k12by = 1.00
Bearing strength - cl.3.2.6
Capacity factor - Table 2.1; φp = 0.95
Bearing area for loading pe rpendicular to grain; Ap = N × b × Lb = 12600 mm 2
Design capacity in bearing perpendicular to grain - exp.3.2(16)φNp = φp × k1 × k4c × k6 × k7 × f'p × Ap = 129.276 kN
PASS - Design capacity in bearing perpen dicular to the grain exceeds design bearing load
Bending strength - cl.3.2.1
Capacity factor - Table 2.1; φb = 0.95
Design capacity in bending - cl.3.2(2); φM = φb × k1 × k4b × k6 × k9 × k11b × k12bx × f'b × Zx = 68.947 kNm
PASS - Design capacity in bending exceeds design bending momen
Flexural shear strength - cl.3.2.5
Capacity factor - Table 2.1; φs = 0.95
Shear plane area; As = N × b × d × 2 / 3 = 25200 mm 2
Design shear capacity - exp.3.2(14); φV = φs × k1 × k4s × k6 × f's × As = 101.506 kN
PASS - Design shear capacity exceeds design shear force
Deflection - AS/NZS 1170.0
Deflection limit - Table C1; δ lim = min(14 mm, 0.004 × Ls1) = 14.000 mm
Deflection due to permanent load; δG = 2.271 mm
Deflection due to imposed load; δQ = 4.205 mm
Load factor - Table 4.1; ψ = 0.7
Creep factor (Long-term); j2 = 1.850
Total deflection; δtot = j2 × [δG + ψ × δQ] = 9.646 mm
PASS - Total deflection is less than the deflection limi
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GLULAM MEMBER DE SIGN TO AS1720.1-2010
TEDDS calculation version 1.5.0
Analysis resultsDesign moment in m ajor axis; M∗
x = 75.900 kNm
Design axial compression; N∗c = 113.500 kN
5 4 0
135 Glulam section details
Breadth of glulam section; b = 135 mm
Depth of glulam section; d = 540 mm
Number of glulam sections in member; N = 1
Overall breadth of glulam member; bb = N × b = 135 mm
Glulam strength grade - Table 7.1; GL8
Strength group - Table 2.3(A); SD4
Member details
Load duration - cl.2.4.1; Medium-term
Overall length of member; Lx = 8100 mm
Effective length factor - Table 3.2; g13 = 1
Distance between lateral restraints in major axis ; Lax = 8100 mm
Distance between lateral restraints in minor axis ; Lay = 1620 mm
Section properties
Cross sectional area of member; A = N × b × d = 72900 mm 2
Section modulus; Zx = N × b × d2 / 6 = 6561000 mm 3
Zy = d × (N × b)2 / 6 = 1640250 mm 3
Second moment of area; Ix = N × b × d3 / 12 = 1771470000 mm 4
Iy = d × (N × b)3 / 12 = 110716875 mm 4
Radius of gyration; rx = √(Ix / A) = 155.9 mm
ry = √(Iy / A) = 39.0 mm
Modification factors
Duration of load factor for strength - Table 2.3; k1 = 0.94
Moisture condition factor - cl.2.4.2.3; k4 = 1.00
Temperature factor - cl.2.4.3; k6 = 1.00
Length and position of bearing factor - cl.2.4.4; k7 = 1.00
Strength sharing factor - cl.7.4.3; k9 = 1.00
Temporary design action ratio; r = 0.25
Material constant - exp.E2(1); ρb = 14.71 × (E / f'b)-0.480 × r-0.061 = 0.88
Distance between discrete lateral restraints; Lay = 1620 mm ; Lay / d < 64 × [N × b / (ρb × d)]2
Major axis slenderness coefficient - cl.3.2.3.2(b); S1 = 0.00
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Major axis bending stability factor - exp.3.2(10); k12bx = 1.00
Minor axis slenderness coefficient - cl.3.2.3.2 (c); S2 = 0.00
Minor axis bending stability factor - cl.3.2.4; k12by = 1.00
Material constant - exp.E2(3); ρc = 11.39 × (E / f'c)-0.408 × r-0.074 = 1.18
Major axis slenderness coefficient - exp.3.3(5); S3 = L ax / d = 15.00
Major axis comp.stability factor - exp.3.3(11b); k12cx = 1.5 - 0.05 × ρc × S3 = 0.62
Minor axis slenderness coefficient - exp.3.3(8); S4 = L ay / (N × b) = 12.00
Minor axis comp.stability factor - exp.3.3(11b); k12cy = 1.5 - 0.05 × ρc × S4 = 0.79
Bending strength - cl.3.2.1
Capacity factor - Table 2.1; φb = 0.85
Design capacity in major axis bending - cl.3.2(2) ; φMx = φb × k1 × k4 × k6 × k9 × k12bx × f'b × Zx = 99.603 kNm
PASS - Design capacity in bending exceeds design bending momen
Compressive strength - cl.3.3.1
Capacity factor - Table 2.1; φc = 0.85
Cross-sectional area of m ember; Ac = N × b × d = 72900 mm 2
Major axis design capacity in compression - exp.3.3(2)
φNcx = φc × k1 × k4 × k6 × k12cx × f'c × Ac = 860.127 kN
Minor axis design capacity in compression - exp.3.3(2)
φNcy = φc × k1 × k4 × k6 × k12cy × f'c × Ac = 1107.481 kN
PASS - Design capacity in compression exceeds design compression
Combined bending and compression - cl.3.5.1
Combined bending and compression check - exp.3.5(1) and exp.3.5(2)
[M∗x / φMx]2 + [N ∗
c / φNcy] = 0.683; < 1
[M∗x / φMx] + [N∗
c / φNcx] = 0.894; < 1
PASS - Beam design meets combined bending and compression criteria
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Calcs date
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TIMBER MEMBER DESIGNTIMBER MEMBER DESIGN TO AS1720.1-2010
TEDDS calculation version 1.5.0
Analysis resultsDesign moment in m ajor axis; M∗
x = 2.800 kNm
Design axial compression; N∗c = 8.100 kN
1 9 4
60 Timber section details
Breadth of timber sections; b = 60 mm
Depth of timber sections; d = 194 mm
Number of timber sections in member; N = 1
Overall breadth of timber member; bb = N × b = 60 mm
Timber species; Mixed softwood s pecies (excl.Pinus species)
Moisture condition; Seasoned
Timber strength grade - Table H2.1; F8
Member details
Load duration - cl.2.4.1; Long-term
Overall length of member; Lx = 4200 mm
Effective length factor - Table 3.2; g13 = 1Distance between lateral restraints in major axis ; Lax = 4200 mm
Distance between lateral restraints in minor axis ; Lay = 1400 mm
Section properties
Cross sectional area of member; A = N × b × d = 11640 mm 2
Section modulus; Zx = N × b × d2 / 6 = 376360 mm 3
Zy = d × (N × b)2 / 6 = 116400 mm 3
Second moment of area; Ix = N × b × d3 / 12 = 36506920 mm 4
Iy = d × (N × b)3 / 12 = 3492000 mm 4
Radius of gyration; rx = √(Ix / A) = 56.0 mm
ry = √(Iy / A) = 17.3 mm
Modification factors
Duration of load factor for strength - Table 2.3; k1 = 0.80
Moisture condition factor - cl.2.4.2.3; k4 = 1.00
Temperature factor - cl.2.4.3; k6 = 1.00
Length and position of bearing factor - cl.2.4.4; k7 = 1.00
Strength sharing factor - Table 2.7; k9 = 1.00
Temporary design action ratio; r = 0.25
Material constant - exp.E2(1); ρb = 14.71 × (E / f'b)-0.480 × r-0.061 = 0.94
Distance between discrete lateral restraints; Lay = 1400 mm ; Lay / d > 64 × [N × b / (ρb × d)]2
Major axis slenderness coefficient - exp.3.2(4); S1 = 1.25 × d / (N × b) × (Lay / d)0.5 = 10.86
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Major axis bending stability factor - exp.3.2(11); k12bx = 1.5 - 0.05 × ρb × S1 = 0.99
Minor axis slenderness coefficient - cl.3.2.3.2 (c); S2 = 0.00
Minor axis bending stability factor - cl.3.2.4; k12by = 1.00
Material constant - exp.E2(3); ρc = 11.39 × (E / f'c)-0.408 × r-0.074 = 1.04
Major axis slenderness coefficient - exp.3.3(5); S3 = L ax / d = 21.65
Major axis comp.stability factor - exp.3.3(11c); k12cx = 200 / (ρc × S3)2 = 0.40
Minor axis slenderness coefficient - exp.3.3(8); S4 = L ay / (N × b) = 23.33
Minor axis comp.stability factor - exp.3.3(11c); k12cy = 200 / (ρc × S4)2 = 0.34
Bending strength - cl.3.2.1
Capacity factor - Table 2.1; φb = 0.8
Design capacity in major axis bending - cl.3.2(2) ; φMx = φb × k1 × k4 × k6 × k9 × k12bx × f'b × Zx = 5.946 kNm
PASS - Design capacity in bending exceeds design bending momen
Compressive strength - cl.3.3.1
Capacity factor - Table 2.1; φc = 0.8
Cross-sectional area of m ember; Ac = N × b × d = 11640 mm 2
Major axis design capacity in compression - exp.3.3(2)
φNcx = φc × k1 × k4 × k6 × k12cx × f'c × Ac = 58.896 kN
Minor axis design capacity in compression - exp.3.3(2)
φNcy = φc × k1 × k4 × k6 × k12cy × f'c × Ac = 50.702 kN
PASS - Design capacity in compression exceeds design compression
Combined bending and compression - cl.3.5.1
Combined bending and compression check - exp.3.5(1) and exp.3.5(2)
[M∗x / φMx]2 + [N ∗
c / φNcy] = 0.381; < 1
[M∗x / φMx] + [N∗
c / φNcx] = 0.608; < 1
PASS - Beam design meets combined bending and compression criteria
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TIMBER MEMBER DESIGNSTRUCTURAL LVL MEM BER DESIGN TO AS1720.1-2010
TEDDS calculation version 1.5.0
Analysis resultsDesign moment in m ajor axis; M∗
x = 3.700 kNm
Design axial compression; N∗c = 70.200 kN
1 5 0
150 Structural LVL section de tails
Breadth of LVL section; b = 150 mm
Depth of LVL section; d = 150 mm
Number of LVL sections in member; N = 1
Overall breadth of LVL mem ber; bb = N × b = 150 mm
Structural LVL properties
Bending; f'b = 48 MPa
Tension parallel to grain; f't = 33 MPa
Shear in member; f's = 5.3 MPa
Compression parallel to grain; f'c = 45 MPa
Bearing perpendicular to grain; f'p = 12 MPa
Short duration average modulus of elasticity parallel to the grain
E = 13200 MPa
Short duration average modulus of rigidity for members
G = 660 MPa
Design density; ρ = 650 kg/m3
Member details
Load duration - cl.2.4.1; Medium-term
Overall length of member; Lx = 4250 mm
Effective length factor - Table 3.2; g13 = 1
Distance between lateral restraints in major axis ; Lax = 4250 mm
Distance between lateral restraints in minor axis ; Lay = 4250 mm
Section propertiesCross sectional area of member; A = N × b × d = 22500 mm 2
Section modulus; Zx = N × b × d2 / 6 = 562500 mm 3
Zy = d × (N × b)2 / 6 = 562500 mm 3
Second moment of area; Ix = N × b × d3 / 12 = 42187500 mm 4
Iy = d × (N × b)3 / 12 = 42187500 mm 4
Radius of gyration; rx = √(Ix / A) = 43.3 mm
ry = √(Iy / A) = 43.3 mm
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Modification factors
Duration of load factor for strength - Table 2.3; k1 = 0.94
Moisture content factor for bending - Table 8.1; k4b = 1.00
Moisture content factor for compression - Table 8.1 ; k4c = 1.00
Moisture content factor for tension - Table 8.1; k4t = 1.00
Moisture content factor for shear - Table 8.1; k4s = 1.00
Moisture content factor for modulus of elasticity - Table 8.1
j6 = 1.00
Temperature factor - cl.2.4.3; k6 = 1.00
Length and position of bearing factor - cl.2.4.4; k7 = 1.00
Strength sharing factor - cl.8.4.6; k9 = 1.00
Size factor for bending - cl.8.3.1; k11b = min((300 mm / d)0.167, 1) = 1.00
Size factor for tension parallel - cl.8.3.1; k11t = min((150 mm / d)0.167, 1) = 1.00
Temporary design action ratio; r = 0.25
Material constant - exp.E2(1); ρb = 14.71 × (E / f'b)-0.480 × r-0.061 = 1.08
Distance between discrete lateral restraints; Lay = 4250 mm ; Lay / d < 64 × [N × b / (ρb × d)]2
Major axis slenderness coefficient - cl.3.2.3.2(b); S1 = 0.00
Major axis bending stability factor - exp.3.2(10); k12bx = 1.00
Minor axis slenderness coefficient - cl.3.2.3.2 (c); S2 = 0.00
Minor axis bending stability factor - cl.3.2.4; k12by = 1.00
Material constant - exp.E2(3); ρc = 11.39 × (E / f'c)-0.408 × r-0.074 = 1.24
Major axis slenderness coefficient - exp.3.3(5); S3 = L ax / d = 28.33
Major axis comp.stability factor - exp.3.3(11c); k12cx = 200 / (ρc × S3)2 = 0.16
Minor axis slenderness coefficient - exp.3.3(8); S4 = L ay / (N × b) = 28.33
Minor axis comp.stability factor - exp.3.3(11c); k12cy = 200 / (ρc × S4)2 = 0.16
Bending strength - cl.3.2.1
Capacity factor - Table 2.1; φb = 0.9
Design capacity in major axis bending - cl.3.2(2) ; φMx = φb × k1 × k4b × k6 × k9 × k11b × k12bx × f'b × Zx = 22.842 kNm
PASS - Design capacity in bending exceeds design bending momen
Compressive strength - cl.3.3.1
Capacity factor - Table 2.1; φc = 0.9
Cross-sectional area of m ember; Ac = N × b × d = 22500 mm 2
Major axis design capacity in compression - exp.3.3(2)
φNcx = φc × k1 × k4c × k6 × k12cx × f'c × Ac = 138.170 kN
Minor axis design capacity in compression - exp.3.3(2)
φNcy = φc × k1 × k4c × k6 × k12cy × f'c × Ac = 138.170 kN
PASS - Design capacity in compression exceeds design compression
Combined bending and compression - cl.3.5.1
Combined bending and compression check - exp.3.5(1) and exp.3.5(2)
[M∗x / φMx]2 + [N ∗
c / φNcy] = 0.534; < 1
[M∗x / φMx] + [N∗
c / φNcx] = 0.670; < 1
PASS - Beam design meets combined bending and compression criteria