timber examples - tedds

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Calcs date

18/04/2012

Checked by Checked date Approved by Approved date

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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Project Job no.


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Y

Calcs date

18/04/2012


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





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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Project Job no.


3

Calcs by

Y

Calcs date

18/04/2012


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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Calcs date

18/04/2012


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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Project Job no.


1

Calcs by

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Calcs date

18/04/2012


TIMBER BEAM ANALYSIS & DESIGN TO AS1720.1-2010


mm 3000

1A B

Unfactored Loads

0.0

2.500


Permanent L ive

mm 3000

1A B


0.0

5.302

mm 3000

1A B


mm 3000

1A B

Permanent

Live


0.0

5.965

kNm

mm 3000

1A B

6.0



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Project Job no.


2

Calcs by

Y

Calcs date

18/04/2012



0.0

7.953

-7.953

kN

mm 3000

1A B

8.0

-8.0

Applied loading

Beam loads




Load com binations

Load combination 1 Support A Permanent × 1.20Live × 1.50


Live × 1.50


Live × 1.50

Analysis results

Maximum moment; Mmax = 5.965 kNm; Mmin = 0.000 kNm



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






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



Section properties



Zy = d × (N × b)2 / 6 = 324000 mm 3


Iy = d × (N × b)3 / 12 = 14580000 mm 4


ry = √(Iy / A) = 26.0 mm






Strength sharing factor - Table 2.7; k9 = 1.14











Design capacity in bearing perpendicular to grain - exp.3.2(16)

φNp = φp × k1 × k4 × k6 × k7 × f'p × Ap = 44.064 kN




Design capacity in bending - cl.3.2(2); φM = φb × k1 × k4 × k6 × k9 × k12bx × f'b × Zx = 15.602 kNm





Design shear capacity - exp.3.2(14); φV = φs × k1 × k4 × k6 × f's × As = 22.810 kN







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Project Job no.


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Calcs date

18/04/2012









TCI

Project Job no.


1

Calcs by

Y

Calcs date

18/04/2012


STRUCTURAL LVL BEAM ANALYSIS & DESIGN TO AS1720.1-2010


mm 4250

1A

3750

2B C

Unfactored Loads

0.0

6.000


Permanent L ive

mm 4250

1A

3750

2B C


0.0

12.889

mm 4250

1A

3750

2B C


0.0

12.889

mm 4250

1A

3750

2B C


0.0

12.889

mm 4250

1A

3750

2B C



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Project Job no.


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mm 4250

1A

3750

2B C

Permanent

Live


mm 4250

1A

3750

2B C

Permanent

Live


mm 4250

1A

3750

2B C

Permanent

Live


0.0

-26.080

20.742

kNm

mm 4250

1A

3750

2B C

-26.1

20.716.0


0.0

31.122

-33.526

kN

mm 4250

1A

3750

2B C

23.131.1

-33.5

-20.3

Applied loading

Beam loads






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Project Job no.


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Load com binations


Live × 1.50


Live × 1.50


Live × 1.50


Live × 0.00

Support C Permanent × 1.00

Live × 0.00


Live × 0.00

Span 1 Permanent × 1.00Live × 0.00


Live × 1.50


Live × 1.50


Live × 1.50


Live × 1.50


Live × 1.50Support B Permanent × 1.20

Live × 1.50


Live × 1.50


Live × 1.50

Analysis results

Maximum moment; Mmax = 20.742 kNm ; Mmin = -26.080 kNm



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






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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Project Job no.


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Calcs date

18/04/2012


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



Section properties



Zy = d × (N × b)2 / 6 = 793800 mm 3


Iy = d × (N × b)3 / 12 = 50009400 mm 4


ry = √(Iy / A) = 36.4 mm



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




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Project Job no.


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Calcs date

18/04/2012




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











Design capacity in bearing perpendicular to grain - exp.3.2(16)φNp = φp × k1 × k4c × k6 × k7 × f'p × Ap = 129.276 kN




Design capacity in bending - cl.3.2(2); φM = φb × k1 × k4b × k6 × k9 × k11b × k12bx × f'b × Zx = 68.947 kNm





Design shear capacity - exp.3.2(14); φV = φs × k1 × k4s × k6 × f's × As = 101.506 kN












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Project Job no.


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Calcs date

18/04/2012


GLULAM MEMBER DE SIGN TO AS1720.1-2010


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



Zy = d × (N × b)2 / 6 = 1640250 mm 3


Iy = d × (N × b)3 / 12 = 110716875 mm 4


ry = √(Iy / A) = 39.0 mm





Length and position of bearing factor - cl.2.4.4; k7 = 1.00








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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



Design capacity in major axis bending - cl.3.2(2) ; φMx = φb × k1 × k4 × k6 × k9 × k12bx × f'b × Zx = 99.603 kNm


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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Project Job no.


1

Calcs by

Y

Calcs date

18/04/2012


TIMBER MEMBER DESIGNTIMBER MEMBER DESIGN TO AS1720.1-2010



x = 2.800 kNm


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



Effective length factor - Table 3.2; g13 = 1Distance between lateral restraints in major axis ; Lax = 4200 mm


Section properties



Zy = d × (N × b)2 / 6 = 116400 mm 3


Iy = d × (N × b)3 / 12 = 3492000 mm 4


ry = √(Iy / A) = 17.3 mm






Strength sharing factor - Table 2.7; k9 = 1.00



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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Project Job no.


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18/04/2012


Major axis bending stability factor - exp.3.2(11); k12bx = 1.5 - 0.05 × ρb × S1 = 0.99





Major axis comp.stability factor - exp.3.3(11c); k12cx = 200 / (ρc × S3)2 = 0.40


Minor axis comp.stability factor - exp.3.3(11c); k12cy = 200 / (ρc × S4)2 = 0.34



Design capacity in major axis bending - cl.3.2(2) ; φMx = φb × k1 × k4 × k6 × k9 × k12bx × f'b × Zx = 5.946 kNm






φNcx = φc × k1 × k4 × k6 × k12cx × f'c × Ac = 58.896 kN


φNcy = φc × k1 × k4 × k6 × k12cy × f'c × Ac = 50.702 kN




[M∗x / φMx]2 + [N ∗

c / φNcy] = 0.381; < 1

[M∗x / φMx] + [N∗

c / φNcx] = 0.608; < 1




TCI

Project Job no.


1

Calcs by

Y

Calcs date

18/04/2012


TIMBER MEMBER DESIGNSTRUCTURAL LVL MEM BER DESIGN TO AS1720.1-2010



x = 3.700 kNm


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


Effective length factor - Table 3.2; g13 = 1

Distance between lateral restraints in major axis ; Lax = 4250 mm


Section propertiesCross sectional area of member; A = N × b × d = 22500 mm 2


Zy = d × (N × b)2 / 6 = 562500 mm 3


Iy = d × (N × b)3 / 12 = 42187500 mm 4


ry = √(Iy / A) = 43.3 mm



TCI

Project Job no.


2

Calcs by

Y

Calcs date

18/04/2012




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




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










Major axis comp.stability factor - exp.3.3(11c); k12cx = 200 / (ρc × S3)2 = 0.16


Minor axis comp.stability factor - exp.3.3(11c); k12cy = 200 / (ρc × S4)2 = 0.16



Design capacity in major axis bending - cl.3.2(2) ; φMx = φb × k1 × k4b × k6 × k9 × k11b × k12bx × f'b × Zx = 22.842 kNm






φNcx = φc × k1 × k4c × k6 × k12cx × f'c × Ac = 138.170 kN


φNcy = φc × k1 × k4c × k6 × k12cy × f'c × Ac = 138.170 kN




[M∗x / φMx]2 + [N ∗

c / φNcy] = 0.534; < 1

[M∗x / φMx] + [N∗

c / φNcx] = 0.670; < 1


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