Exemplu de calcul şarpantă din lemn folosind programul WoodExpress

Project A Pg. 1

1. ROOF -004

Trussed rafter roof type W

1.1. General description, assumptions, materials, loads

1.1.1. Construction type

Timber roof, from trusses with timber C24. The truss type as sketch above.

Truss span 10.500 m, height 2.500 m, roof pitch 25.46°, truss spacing 4.500m

Purlins from timber C24, with dimensions 80x190 mm, in spacing 0.300 m

Truss element cross sections BxH [mm]

Elements 1, 2, 3, 4, 5, 6, cross section 120x260 [mm]

Elements 7, 8, 9, 10, 11, cross section 120x180 [mm]

Elements 12, 13, cross section 100x180 [mm]

Elements 14, 15, 16, 17, 18, 19, cross section 100x220 [mm]

Truss volume =1.023 m³, truss weight =3.513 kN

1.1.2. Design codes

EN1990-1-1:2002, Eurocode 0 Part 1-1, Basis of structural design

EN1991-1-1:2002, Eurocode 1 Part 1-1, Actions on structures

EN1991-1-3:2003, Eurocode 1 Part 1-3, Snow loads

EN1991-1-4:2005, Eurocode 1 Part 1-4, Wind actions

EN1995-1-1:2009, Eurocode 5 Part 1-1, Design of timber structures

1.1.3. Design methodology

The internal forces of the roof trusses are computed with finite element analysis. The truss is

considered as a two dimensional frame. The stiffness of the connections is adjusted according to

the selected degree of stiffness. In order to compute the design values for internal forces

in various loading conditions, the internal forces are first computed in unit loading, and then

from their combination the internal forces in various loading conditions are obtained.

All the load combinations according to Eurocode 1 and Eurocode 5 are taken into account,

and the checks are performed in the most unfavourable loading conditions, for combined action,

in ultimate limit state, according to EC5 EN1995-1-1:2009, §6. The connections are designed

as bolted connections with metal plates according to EC5 EN1995-1-1:2009, §8.

The deflections are checked in serviceability limit condition,

according to EC5 EN1995-1-1:2009, §7.

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software by RUNET (c) Xengineer for civil engineering

1/12/2014 8:34:18 PM C:\Program Files (x86)\RUNET\WOODexpress\Projects\Prj0

WOODexpress

Project A Pg. 2

1.1.4. Material properties (truss, purlins) (EC5 EN1995-1-1:2009, §3)

Timber class : C24

Service classes : Class 1, moisture content<=12% (EC5 §2.3.1.3)

Material factor γM=1.30 (EC5 Table 2.3)

Characteristic material properties for timber

fmk = 24.0 MPa, ft0k = 14.0 MPa, ft90k= 0.4 MPa

fc0k= 21.0 MPa, fc90k= 5.3 MPa, fvk = 2.5 MPa

E0m =11000 MPa, E005 = 7400 MPa, E90m = 370 MPa

Gm = 690 MPa, ρk = 350 Kg/m³

1.1.5. Distributed roof loads

Permanent load of roof covering Ge= 0.200 kN/m² (Corrugated metal)

Purlins, finishing, insulation Gt= 0.100 kN/m² Ge+Gt= 0.300 kN/m²

Load of ceiling under the roof Gc= 0.300 kN/m²

Snow load on the ground Sk= 2.000 kN/m²

Wind pressure on vertical surface Qw= 0.500 kN/m²

Imposed load (category H) Qi= 0.400 kN/m²

1.2. Snow load (EC1 EN1991-1-3:2003, §5)

Characteristic value of snow load on the ground: sk=2.000 kN/m²

Snow load on the roof (EC1 EN1991-1-3:2003, §5)

Angle of pitch of roof : α=25.463°

Exposure coefficient : Ce=1.000 (EC1-1-3 §5.2(7))

Thermal coefficient : Ct=1.000 (EC1-1-3 §5.2(8))

Shape coefficients, α1=α2=25.46°, μ1(α1)=μ1(α2)=0.800 (Table 5.2)

S(α1)=μ1(α1)·Ce·Ct·Sk=0.800x1.00x1.00x2.000=1.600kN/m² (§5.2)

S(α2)=μ1(α2)·Ce·Ct·Sk=0.800x1.00x1.00x2.000=1.600kN/m²

Snow load (EC1 EN1991-1-3:2003, §5.2(5.1), §5.3.3)

Load case (I), S(Left)=S(α1) =1.600 kN/m², S(Right)=S(α2)= 1.600 kN/m²

Load case (II), S(Left)=0.5xS(α1)=0.800 kN/m², S(Right)=S(α2)= 1.600 kN/m²

Load case (III), S(Left)=S(α1)= 1.600 kN/m², S(Right)=0.5xS(α2)=0.800 kN/m²

1.3. Wind loading (EC1 EN1991-1-4:2005 §5)

Pick velocity pressure Q(z)=Qref·Ce(z), Qref=Vref²/1.6 (EC1 EN1991-1-4:2005 §4.5)

Wind pressure on vertical surface Qref.Ce(z)= 0.500 kN/m²

Wind pressure on roof we=Qref·Ce(z).Cpe (EC1 EN1991-1-4:2005, §5.2)

External pressure coefficients (EC1 EN1991-1-4:2005 Table 7.3)

For pitch angle α=25.46°, Cpe(+)=0.44, Cpe(-)=-0.53

Wind pressure we(Left )= 0.222 kN/m²

Wind pressure we(Right )= -0.265 kN/m²

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WOODexpress

Project A Pg. 3

1.4. Design of purlins

Structural system for purlins

The purlins are designed as simply supported beams with span length L=4.500m the distance

between the trusses. They are loaded with a surface load of width L1=0.300m (purlin spacing).

The purlin axis has inclination α=25.46° with the vertical. The vertical loads (self weight,

snow, concentrated load) are decomposed in two components in the directions z-z P.cosα,

and y-y P.sinα, the wind load acts in the z-z direction.

Dimensions of purlins

Timber of purlins: C24, Class 1, moisture content<=12%, cross section of purlins BxH:80x190mm

Spacing of purlins L1=0.300m, roof pitch α=25.46°, spacing of trusses L=4.500m.

Uniform loading of purlins kN/m²

Roof covering Ge= 0.200 kN/m²

Finishing+self weight G1= 0.100 kN/m²

Snow load Qs= 1.600 kN/m²

Wind load Qw= 0.222 kN/m²

Concentrated load Qp= 1.000 kN

Line loading of purlins (kN/m) in z-z and y-y

Roof covering+self weight Gk = 0.090 kN/m, Gkz = 0.081 kN/m, Gkez= 0.039 kN/m

Snow load Qks= 0.480 kN/m, Qksz= 0.433 kN/m, Qksz= 0.206 kN/m

Wind load Qkw= 0.067 kN/m, Qkwz= 0.067 kN/m, Qkwy= 0.000 kN/m

Concentrated load Qkp= 1.000 kN, Qkpz= 0.903 kN, Qkpz= 0.430 kN

Internal forces of purlins (span L=4.500 m, BxH: 80x190 mm)

Loading action γg γq ψo Qz[kN] Qy[kN] My[kNm] Mz[kNm]

(Gk) Permanent Gk =0.090[kN/m] Permanent 1.35 0.00 1.00 0.183 0.087 0.206 0.098

(Qk1) Snow Qks=0.480[kN/m] Short-term 0.00 1.50 0.70 0.975 0.464 1.097 0.522

(Qk2) Wind Qkw=0.067[kN/m] Short-term 0.00 1.50 0.60 0.150 0.000 0.169 0.000

(Qk3) Concentr. Qkp=1.000[kN] Instantaneous 0.00 1.00 0.00 0.451 0.215 1.016 0.484

1.4.1. Serviceability limit state (EC5 EN1995-1-1:2009, §2.2.3, §7)

Control of deflection (EC5 §7.2)

Loading [kN/m] u[mm] action ψ0 ψ1 ψ2 Kdef

(Gk) Permanent Gk =0.081[kN/m] 0.863 Permanent 1.00 1.00 1.00 0.60

(Qk1) Snow Qks=0.433[kN/m] 4.600 Short-term 0.70 0.50 0.20 0.60

(Qk2) Wind Qkw=0.067[kN/m] 0.707 Short-term 0.60 0.20 0.00 0.60

Load combination w.inst w.fin [mm]

1 Gk 0.863 1.380

2 Gk + Qk1 5.463 6.532

3 Gk + Qk2 1.570 2.087

4 Gk + Qk1 + ψo.Qk2 5.887 6.957

5 Gk + Qk2 + ψo.Qk1 4.790 5.860

w.fin,g=w.inst,g(1+kdef), w.fin,q=w.inst,q(1+ψ2·kdef)(EC5 §2.2.3, Eq.2.3, Eq.2.4)

Maximum deflection values

w.inst = 5.887 mm, w.fin = 6.957 mm

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WOODexpress

Project A Pg. 4

Check according to EC5 EN1995-1-1:2009 §7.2, Tab.7.2

Final deflections

w.inst = 5.887 mm < L/300=4500/300= 15.000 mm

w.net,fin = 6.957 mm < L/250=4500/250= 18.000 mm

w.fin = 6.957 mm < L/150=4500/150= 30.000 mm

The check is satisfied

1.4.2. Check of purlins, Ultimate limit state of design (EC5 EN1995-1-1:2009, §6)

L.C. Load combination duration class kmod Qz/Kmod Qy/Kmod My/Kmod Mz/Kmod

1 γg.Gk Permanent 0.60 0.411 0.196 0.463 0.220

2 γg.Gk + γq.Qk1 Short-term 0.90 1.899 0.904 2.137 1.018

3 γg.Gk + γq.Qk2 Short-term 0.90 0.524 0.131 0.590 0.147

4 γg.Gk + γq.Qk3 Instantaneous 1.10 0.635 0.302 1.176 0.560

5 γg.Gk + γq.Qk1 + γq.ψo.Qk2 Short-term 0.90 2.049 0.904 2.305 1.018

6 γg.Gk + γq.Qk2 + γq.ψo.Qk1 Short-term 0.90 1.662 0.672 1.869 0.756

Maximum values 2.049 0.904 2.305 1.018

Purlin, load combination No 5

Shear, Fv=1.844 kN (EC5 §6.1.7)

Rectangular cross section, bef=0.67x80=54 mm, h=190 mm, A= 10 260 mm²

Modification factor Kmod=0.90 (Table 3.1), material factor γM=1.30 (Table 2.3)

fvk=2.50 N/mm², fvd=Kmod·fvk/γM=0.90x2.50/1.30=1.73N/mm² (EC5 Eq.2.14)

Fv=1.844 kN, τv0d=1.50Fv0d/Anetto=1000x1.50x1.844/10260=0.27N/mm² < 1.73N/mm²=fv0d (Eq.6.13)



Shear, Fv=0.814 kN (EC5 §6.1.7)







Bending, Myd=2.075 kNm, Mzd=0.916 kNm (EC5 §6.1.6)

Rectangular cross section, b=80mm, h=190mm, A=1.520E+004mm², Wy=4.813E+005mm³, Wz=2.027E+005mm³


fmyk=24.00 N/mm², fmyd=Kmod·fmyk/γM=0.90x24.00/1.30=16.62N/mm²

fmzk=24.00 N/mm², fmzd=Kmod·fmzk/γM=0.90x24.00/1.30=16.62N/mm²

Rectangular cross section Km=0.70 (EC5 §6.1.6.(2))

σmyd=Myd/Wmy,netto=1E+06x2.075/4.813E+005= 4.31 N/mm²

σmzd=Mzd/Wmz,netto=1E+06x0.916/2.027E+005= 4.52 N/mm²

σmyd/fmyd+Km.σmzd/fmzd=0.259+0.190= 0.45 < 1 (EC5 Eq.6.11)

Km.σmyd/fmyd+σmzd/fmzd=0.182+0.272= 0.45 < 1 (EC5 Eq.6.12)



Lateral torsional stability of beams, Myd=2.075 kNm, Mzd=0.916 kNm (EC5 §6.3.3)



fc0k=21.00 N/mm², fc0d=Kmod·fc0k/γM=0.90x21.00/1.30=14.54N/mm²



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WOODexpress

Project A Pg. 5




Buckling length Sk

Sky= 1.00x4.500=4.500 m= 4500 mm

Skz= 1.00x4.500=4.500 m= 4500 mm

Slenderness

iy= (Iy/A)=0.289x 190= 55 mm, λy= 4500/ 55= 81.82

iz= (Iz/A)=0.289x 80= 23 mm, λz= 4500/ 23=195.65

σm,crit=0.78.b²·E005/(h·Lef)=0.78x80²x 7400/(190x4050)= 48.01N/mm² (EC5 Eq.6.32)


Critical stresses

σm,crity= 48.01 N/mm², λrel,my= (fmyk/σm,crity)= 0.71 (EC5 Eq.6.30)

σm,critz= 643.11 N/mm², λrel,mz= (fmzk/σm,critz)= 0.19 (EC5 Eq.6.30)

λrel,my=0.71, (λrel<=0.75), Kcrity=1.00 (EC5 Eq.6.34)

λrel,mz=0.19, (λrel<=0.75), Kcritz=1.00 (EC5 Eq.6.34)

σmyd/(Kcrity·fmyd)+Km.σmzd/(Kcritz·fmzd)=0.259+0.190= 0.45 < 1 (EC5 Eq.6.33)

Km.σmyd/(Kcrity·fmyd)+σmzd/(Kcritz·fmzd)=0.182+0.272= 0.45 < 1 (EC5 Eq.6.33)


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WOODexpress

Project A Pg. 6

1.5. Truss design

Truss geometric characteristics

Length L=10.500 m, height H=2.500 m, truss spacing d=4.500 m

Pitch =47.62%, angle α=25.46 °, tanα=0.476, sinα=0.430, cosα=0.903

Number of nodes = 13, number of elements =21, supports 4

Nodal coordinates Truss element properties

Node x[m] y[m] Sup. Element K1 K2 bxh[mm] L[m] A[mm²] Iy[mm4] Wy[mm³]

1 0.000 0.000 11 1 1 10 120x260 1.938 3.120E+004 1.758E+008 1.352E+006

2 5.250 2.500 2 10 6 120x260 1.938 3.120E+004 1.758E+008 1.352E+006

3 10.500 0.000 11 3 6 2 120x260 1.938 3.120E+004 1.758E+008 1.352E+006

4 4.200 0.000 01 4 11 3 120x260 1.938 3.120E+004 1.758E+008 1.352E+006

5 6.300 0.000 01 5 7 11 120x260 1.938 3.120E+004 1.758E+008 1.352E+006

6 3.500 1.667 6 2 7 120x260 1.938 3.120E+004 1.758E+008 1.352E+006

7 7.000 1.667 7 1 8 120x180 2.100 2.160E+004 5.832E+007 6.480E+005

8 2.100 0.000 8 8 4 120x180 2.100 2.160E+004 5.832E+007 6.480E+005

9 8.400 0.000 9 4 5 120x180 2.100 2.160E+004 5.832E+007 6.480E+005

10 1.750 0.833 10 5 9 120x180 2.100 2.160E+004 5.832E+007 6.480E+005

11 8.750 0.833 11 9 3 120x180 2.100 2.160E+004 5.832E+007 6.480E+005

12 -0.600 -0.286 12 4 2 100x180 2.712 1.800E+004 4.860E+007 5.400E+005

13 11.100 -0.286 13 2 5 100x180 2.712 1.800E+004 4.860E+007 5.400E+005

14 6 4 100x220 1.808 2.200E+004 8.873E+007 8.067E+005

15 5 7 100x220 1.808 2.200E+004 8.873E+007 8.067E+005

16 8 6 100x220 2.177 2.200E+004 8.873E+007 8.067E+005

17 7 9 100x220 2.177 2.200E+004 8.873E+007 8.067E+005

18 10 8 100x220 0.904 2.200E+004 8.873E+007 8.067E+005

19 9 11 100x220 0.904 2.200E+004 8.873E+007 8.067E+005

20 1 10 120x260 1.938 3.120E+004 1.758E+008 1.352E+006

21 11 3 120x260 1.938 3.120E+004 1.758E+008 1.352E+006

Line loads per truss

Timber density =350.00 kg/m³, truss self weight =3.513 kN

Truss spacing d=4.50 m, weight of truss connections =0.351 kN

Permanent line loads (kN/m) on truss

Roof covering+self weight Gk1= 1.718 kN/m

Ceiling under roof Gk2= 1.350 kN/m

Variable line loads of short term action (kN/m) on truss

Imposed Qki= 0.40x4.500= 1.800 kN/m

Snow (Left ) Qk1l= 7.200 kN/m (Right ) Qk1r= 7.200 kN/m



Wind (Left ) Qk4l= 0.999 kN/m (Right ) Qk4r=-1.193 kN/m

Wind (Left ) Qk5l=-1.193 kN/m (Right ) Qk5r= 0.999 kN/m

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WOODexpress

Project A Pg. 7

Design load combinations

(γg=1.35, γq=1.50, ψo(live Qf)=0.70, ψo(snow Q1,Q2,Q3)=0.70, ψo(wind Q4,Q5)=0.60)

L.C. Actions Permanent-Variable Duration classes

1 γg.Gk Permanent

2 γg.Gk+γq.Qk1 Short-term





7 γg.Gk+γq.Qki Short-term

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term












20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term






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WOODexpress

Project A Pg. 8

1.6. Truss static analysis

Design for connections with reduced stiffness (factor 0.20)

The truss is designed as frame structure (EN1995-1-1 §5.4.1)

with reduced connection stiffness according to the above factor

The rafter and the tie are considered as continuous elements.

The truss is first solved for various unit load conditions,

and from them are computed the internal forces

for the various loading conditions and load combinations.

Number of nodes = 13, number of elements =21, supports 4

1.6.1. Static solutions for unit loads

Internal forces for unit loading (1 kN/m left rafter downwards)

elem. node-1 node-2 N1[kN] V1[kN] M1[kNm] N2[kN] V2[kN] M2[kNm]

1 1 10 -1.76 1.66 -1.53 -1.01 0.08 0.15

2 10 6 -1.03 0.49 0.15 -0.28 -1.09 -0.43

3 6 2 0.04 1.02 -0.43 0.79 -0.56 0.01

4 11 3 0.17 0.00 -0.01 0.17 0.00 0.00

5 7 11 0.17 -0.01 0.00 0.17 -0.01 -0.01

6 2 7 0.19 0.00 0.00 0.19 0.00 0.00

7 1 8 0.71 0.01 0.00 0.71 0.01 0.02

8 8 4 0.25 -0.02 0.02 0.25 -0.02 -0.01

9 4 5 -0.30 0.01 -0.01 -0.30 0.01 0.01

10 5 9 -0.34 0.00 0.01 -0.34 0.00 0.00

11 9 3 -0.32 0.00 0.00 -0.32 0.00 0.00

12 4 2 -0.89 0.00 0.00 -0.89 0.00 0.00

13 2 5 -0.12 0.00 0.00 -0.12 0.00 0.00

14 6 4 -2.30 0.00 0.00 -2.30 0.00 0.00

15 5 7 0.00 0.00 0.00 0.00 0.00 0.00

16 8 6 0.47 0.00 0.00 0.47 0.00 0.00

17 7 9 0.02 0.00 0.00 0.02 0.00 0.00

18 10 8 -0.41 0.00 0.00 -0.41 0.00 0.00

19 9 11 -0.01 0.00 0.00 -0.01 0.00 0.00

20 1 10 0.00 0.00 0.00 0.75 -1.58 -1.53

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00

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WOODexpress

Project A Pg. 9

Element end forces for unit loading (1 kN/m left rafter downwards)

elem. node-1 node-2 F1x[kN] F1y[kN] M1[kNm] F2x[kN] F2y[kN] M2[kNm]

1 1 10 0.88 2.25 -1.53 -0.88 -0.50 -0.15

2 10 6 0.72 0.89 0.15 -0.72 0.86 0.43

3 6 2 -0.47 0.90 -0.43 0.47 0.85 -0.01

4 11 3 -0.15 0.08 -0.01 0.15 -0.08 0.00

5 7 11 -0.16 0.07 0.00 0.16 -0.07 0.01

6 2 7 -0.17 0.08 0.00 0.17 -0.08 0.00

7 1 8 -0.71 0.01 0.00 0.71 -0.01 -0.02

8 8 4 -0.25 -0.02 0.02 0.25 0.02 0.01

9 4 5 0.30 0.01 -0.01 -0.30 -0.01 -0.01

10 5 9 0.34 0.00 0.01 -0.34 0.00 0.00

11 9 3 0.32 0.00 0.00 -0.32 0.00 0.00

12 4 2 0.35 0.82 0.00 -0.35 -0.82 0.00

13 2 5 0.05 -0.11 0.00 -0.05 0.11 0.00

14 6 4 0.89 -2.12 0.00 -0.89 2.12 0.00

15 5 7 0.00 0.00 0.00 0.00 0.00 0.00

16 8 6 -0.30 -0.36 0.00 0.30 0.36 0.00

17 7 9 -0.01 0.02 0.00 0.01 -0.02 0.00

18 10 8 0.16 -0.38 0.00 -0.16 0.38 0.00

19 9 11 0.00 0.01 0.00 0.00 -0.01 0.00

20 1 10 0.00 0.00 0.00 0.00 1.75 1.53

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00

(element end forces in global coordinate system x-y)

Internal forces for unit loading (1 kN/m right rafter downwards)


1 1 10 0.17 0.00 0.00 0.17 0.00 -0.01

2 10 6 0.17 0.01 -0.01 0.17 0.01 0.00

3 6 2 0.19 0.00 0.00 0.19 0.00 0.00

4 11 3 -1.01 -0.08 0.15 -1.76 -1.66 -1.53

5 7 11 -0.28 1.09 -0.43 -1.03 -0.49 0.15

6 2 7 0.79 0.56 0.01 0.04 -1.02 -0.43

7 1 8 -0.32 0.00 0.00 -0.32 0.00 0.00

8 8 4 -0.34 0.00 0.00 -0.34 0.00 0.01

9 4 5 -0.30 -0.01 0.01 -0.30 -0.01 -0.01

10 5 9 0.25 0.02 -0.01 0.25 0.02 0.02

11 9 3 0.71 -0.01 0.02 0.71 -0.01 0.00

12 4 2 -0.12 0.00 0.00 -0.12 0.00 0.00

13 2 5 -0.89 0.00 0.00 -0.89 0.00 0.00

14 6 4 0.00 0.00 0.00 0.00 0.00 0.00

15 5 7 -2.30 0.00 0.00 -2.30 0.00 0.00

16 8 6 0.02 0.00 0.00 0.02 0.00 0.00

17 7 9 0.47 0.00 0.00 0.47 0.00 0.00

18 10 8 -0.01 0.00 0.00 -0.01 0.00 0.00

19 9 11 -0.41 0.00 0.00 -0.41 0.00 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.75 1.58 -1.53 0.00 0.00 0.00

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WOODexpress

Project A Pg. 10

Element end forces for unit loading (1 kN/m right rafter downwards)


1 1 10 -0.15 -0.08 0.00 0.15 0.08 0.01

2 10 6 -0.16 -0.07 -0.01 0.16 0.07 0.00

3 6 2 -0.17 -0.08 0.00 0.17 0.08 0.00

4 11 3 0.88 -0.50 0.15 -0.88 2.25 1.53

5 7 11 0.72 0.86 -0.43 -0.72 0.89 -0.15

6 2 7 -0.47 0.85 0.01 0.47 0.90 0.43

7 1 8 0.32 0.00 0.00 -0.32 0.00 0.00

8 8 4 0.34 0.00 0.00 -0.34 0.00 -0.01

9 4 5 0.30 -0.01 0.01 -0.30 0.01 0.01

10 5 9 -0.25 0.02 -0.01 0.25 -0.02 -0.02

11 9 3 -0.71 -0.01 0.02 0.71 0.01 0.00

12 4 2 0.05 0.11 0.00 -0.05 -0.11 0.00

13 2 5 0.35 -0.82 0.00 -0.35 0.82 0.00

14 6 4 0.00 0.00 0.00 0.00 0.00 0.00

15 5 7 0.89 2.12 0.00 -0.89 -2.12 0.00

16 8 6 -0.01 -0.02 0.00 0.01 0.02 0.00

17 7 9 -0.30 0.36 0.00 0.30 -0.36 0.00

18 10 8 0.00 -0.01 0.00 0.00 0.01 0.00

19 9 11 0.16 0.38 0.00 -0.16 -0.38 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 1.75 -1.53 0.00 0.00 0.00


Internal forces for unit loading (1 kN/m tie downwards)


1 1 10 -1.09 0.05 0.01 -1.09 0.05 0.10

2 10 6 -1.08 -0.08 0.10 -1.08 -0.08 -0.06

3 6 2 1.51 0.03 -0.06 1.51 0.03 0.00

4 11 3 -1.09 -0.05 0.10 -1.09 -0.05 0.01

5 7 11 -1.08 0.08 -0.06 -1.08 0.08 0.10

6 2 7 1.51 -0.03 0.00 1.51 -0.03 -0.06

7 1 8 1.14 0.84 0.01 1.14 -1.26 -0.44

8 8 4 -0.68 1.09 -0.44 -0.68 -1.01 -0.36

9 4 5 -0.94 1.05 -0.36 -0.94 -1.05 -0.36

10 5 9 -0.68 1.01 -0.36 -0.68 -1.09 -0.44

11 9 3 1.14 1.26 -0.44 1.14 -0.84 0.01

12 4 2 -0.67 0.00 0.00 -0.67 0.00 0.00

13 2 5 -0.67 0.00 0.00 -0.67 0.00 0.00

14 6 4 -1.33 0.00 0.00 -1.33 0.00 0.00

15 5 7 -1.33 0.00 0.00 -1.33 0.00 0.00

16 8 6 2.91 0.00 0.00 2.91 0.00 0.00

17 7 9 2.91 0.00 0.00 2.91 0.00 0.00

18 10 8 0.13 0.00 0.00 0.13 0.00 0.00

19 9 11 0.13 0.00 0.00 0.13 0.00 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00

10



WOODexpress

Project A Pg. 11

Element end forces for unit loading (1 kN/m tie downwards)


1 1 10 0.96 0.51 0.01 -0.96 -0.51 -0.10

2 10 6 1.01 0.39 0.10 -1.01 -0.39 0.06

3 6 2 -1.38 -0.62 -0.06 1.38 0.62 0.00

4 11 3 0.96 -0.51 0.10 -0.96 0.51 -0.01

5 7 11 1.01 -0.39 -0.06 -1.01 0.39 -0.10

6 2 7 -1.38 0.62 0.00 1.38 -0.62 0.06

7 1 8 -1.14 0.84 0.01 1.14 1.26 0.44

8 8 4 0.68 1.09 -0.44 -0.68 1.01 0.36

9 4 5 0.94 1.05 -0.36 -0.94 1.05 0.36

10 5 9 0.68 1.01 -0.36 -0.68 1.09 0.44

11 9 3 -1.14 1.26 -0.44 1.14 0.84 -0.01

12 4 2 0.26 0.62 0.00 -0.26 -0.62 0.00

13 2 5 0.26 -0.62 0.00 -0.26 0.62 0.00

14 6 4 0.51 -1.22 0.00 -0.51 1.22 0.00

15 5 7 0.51 1.22 0.00 -0.51 -1.22 0.00

16 8 6 -1.87 -2.23 0.00 1.87 2.23 0.00

17 7 9 -1.87 2.23 0.00 1.87 -2.23 0.00

18 10 8 -0.05 0.12 0.00 0.05 -0.12 0.00

19 9 11 -0.05 -0.12 0.00 0.05 0.12 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00


Internal forces for unit loading (1 kN/m left rafter pressure)


1 1 10 -0.98 0.84 0.00 -0.98 -1.10 -0.25

2 10 6 -1.07 0.87 -0.25 -1.07 -1.07 -0.44

3 6 2 0.88 1.20 -0.44 0.88 -0.74 0.01

4 11 3 0.01 0.01 -0.01 0.01 0.01 0.00

5 7 11 0.01 -0.01 0.00 0.01 -0.01 -0.01

6 2 7 0.04 0.00 0.00 0.04 0.00 0.00

7 1 8 2.27 0.02 0.00 2.27 0.02 0.04

8 8 4 0.02 -0.03 0.04 0.02 -0.03 -0.03

9 4 5 -0.78 0.02 -0.03 -0.78 0.02 0.01

10 5 9 -0.78 -0.01 0.01 -0.78 -0.01 -0.01

11 9 3 -0.75 0.00 -0.01 -0.75 0.00 0.00

12 4 2 -1.15 0.00 0.00 -1.15 0.00 0.00

13 2 5 0.00 0.00 0.00 0.00 0.00 0.00

14 6 4 -3.23 0.00 0.00 -3.23 0.00 0.00

15 5 7 0.00 0.00 0.00 0.00 0.00 0.00

16 8 6 2.31 0.00 0.00 2.31 0.00 0.00

17 7 9 0.03 0.00 0.00 0.03 0.00 0.00

18 10 8 -1.97 0.00 0.00 -1.97 0.00 0.00

19 9 11 -0.02 0.00 0.00 -0.02 0.00 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00

11



WOODexpress

Project A Pg. 12

Element end forces for unit loading (1 kN/m left rafter pressure)


1 1 10 0.52 1.18 0.00 -1.35 0.57 0.25

2 10 6 0.59 1.25 -0.25 -1.42 0.50 0.44

3 6 2 -1.31 0.71 -0.44 0.48 1.04 -0.01

4 11 3 0.00 0.01 -0.01 0.00 -0.01 0.00

5 7 11 -0.01 -0.01 0.00 0.01 0.01 0.01

6 2 7 -0.03 0.02 0.00 0.03 -0.02 0.00

7 1 8 -2.27 0.02 0.00 2.27 -0.02 -0.04

8 8 4 -0.02 -0.03 0.04 0.02 0.03 0.03

9 4 5 0.78 0.02 -0.03 -0.78 -0.02 -0.01

10 5 9 0.78 -0.01 0.01 -0.78 0.01 0.01

11 9 3 0.75 0.00 -0.01 -0.75 0.00 0.00

12 4 2 0.45 1.06 0.00 -0.45 -1.06 0.00

13 2 5 0.00 0.00 0.00 0.00 0.00 0.00

14 6 4 1.25 -2.98 0.00 -1.25 2.98 0.00

15 5 7 0.00 0.00 0.00 0.00 0.00 0.00

16 8 6 -1.48 -1.77 0.00 1.48 1.77 0.00

17 7 9 -0.02 0.03 0.00 0.02 -0.03 0.00

18 10 8 0.76 -1.82 0.00 -0.76 1.82 0.00

19 9 11 0.01 0.01 0.00 -0.01 -0.01 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00


Internal forces for unit loading (1 kN/m right rafter pressure)


1 1 10 0.01 -0.01 0.00 0.01 -0.01 -0.01

2 10 6 0.01 0.01 -0.01 0.01 0.01 0.00

3 6 2 0.04 0.00 0.00 0.04 0.00 0.00

4 11 3 -0.98 1.10 -0.25 -0.98 -0.84 0.00

5 7 11 -1.07 1.07 -0.44 -1.07 -0.87 -0.25

6 2 7 0.88 0.74 0.01 0.88 -1.20 -0.44

7 1 8 -0.75 0.00 0.00 -0.75 0.00 -0.01

8 8 4 -0.78 0.01 -0.01 -0.78 0.01 0.01

9 4 5 -0.78 -0.02 0.01 -0.78 -0.02 -0.03

10 5 9 0.02 0.03 -0.03 0.02 0.03 0.04

11 9 3 2.27 -0.02 0.04 2.27 -0.02 0.00

12 4 2 0.00 0.00 0.00 0.00 0.00 0.00

13 2 5 -1.15 0.00 0.00 -1.15 0.00 0.00

14 6 4 0.00 0.00 0.00 0.00 0.00 0.00

15 5 7 -3.23 0.00 0.00 -3.23 0.00 0.00

16 8 6 0.03 0.00 0.00 0.03 0.00 0.00

17 7 9 2.31 0.00 0.00 2.31 0.00 0.00

18 10 8 -0.02 0.00 0.00 -0.02 0.00 0.00

19 9 11 -1.97 0.00 0.00 -1.97 0.00 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00

12



WOODexpress

Project A Pg. 13

Element end forces for unit loading (1 kN/m right rafter pressure)


1 1 10 0.00 -0.01 0.00 0.00 0.01 0.01

2 10 6 -0.01 0.01 -0.01 0.01 -0.01 0.00

3 6 2 -0.03 -0.02 0.00 0.03 0.02 0.00

4 11 3 1.35 0.57 -0.25 -0.52 1.18 0.00

5 7 11 1.42 0.50 -0.44 -0.59 1.25 0.25

6 2 7 -0.48 1.04 0.01 1.31 0.71 0.44

7 1 8 0.75 0.00 0.00 -0.75 0.00 0.01

8 8 4 0.78 0.01 -0.01 -0.78 -0.01 -0.01

9 4 5 0.78 -0.02 0.01 -0.78 0.02 0.03

10 5 9 -0.02 0.03 -0.03 0.02 -0.03 -0.04

11 9 3 -2.27 -0.02 0.04 2.27 0.02 0.00

12 4 2 0.00 0.00 0.00 0.00 0.00 0.00

13 2 5 0.45 -1.06 0.00 -0.45 1.06 0.00

14 6 4 0.00 0.00 0.00 0.00 0.00 0.00

15 5 7 1.25 2.98 0.00 -1.25 -2.98 0.00

16 8 6 -0.02 -0.03 0.00 0.02 0.03 0.00

17 7 9 -1.48 1.77 0.00 1.48 -1.77 0.00

18 10 8 0.01 -0.01 0.00 -0.01 0.01 0.00

19 9 11 0.76 1.82 0.00 -0.76 -1.82 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00


13



WOODexpress

Project A Pg. 14

1.6.2. Internal forces for applied loads

Internal forces, Loading: ( Gk) Dead Gk1 = 1.718, Gk2 = 1.350 [kN/m]

elem. node-1 node-2 N1[kN] V1[kN] M1[kNm] N2[kN] V2[kN] M2[kNm] Nm[kN] Vm[kN] Mm[kNm]

1 1 10 -4.50 3.21 -2.90 -3.06 0.20 0.40 -3.11 0.30 0.39

2 10 6 -3.09 0.83 0.40 -1.66 -2.17 -0.90 -2.70 0.00 0.62

3 6 2 2.47 1.97 -0.90 3.90 -1.03 0.01 3.41 0.00 0.35

4 11 3 -3.06 -0.20 0.40 -4.50 -3.21 -2.90 -3.11 -0.30 0.39

5 7 11 -1.66 2.17 -0.90 -3.09 -0.83 0.40 -2.70 0.00 0.62

6 2 7 3.90 1.03 0.01 2.47 -1.97 -0.90 3.41 0.00 0.35

7 1 8 2.27 1.14 0.01 2.27 -1.69 -0.57 2.27 0.00 0.49

8 8 4 -1.10 1.45 -0.57 -1.10 -1.39 -0.51 -1.10 0.00 0.21

9 4 5 -2.39 1.42 -0.51 -2.39 -1.42 -0.51 -2.39 0.00 0.24

10 5 9 -1.10 1.39 -0.51 -1.10 -1.45 -0.57 -1.10 0.00 0.21

11 9 3 2.27 1.69 -0.57 2.27 -1.14 0.01 2.27 0.00 0.49

12 4 2 -2.83 0.00 0.00 -2.83 0.00 0.00 -2.83 0.00 0.00

13 2 5 -2.83 0.00 0.00 -2.83 0.00 0.00 -2.83 0.00 0.00

14 6 4 -6.17 0.00 0.00 -6.17 0.00 0.00 -6.17 0.00 0.00

15 5 7 -6.17 0.00 0.00 -6.17 0.00 0.00 -6.17 0.00 0.00

16 8 6 4.86 0.00 0.00 4.86 0.00 0.00 4.86 0.00 0.00

17 7 9 4.86 0.00 0.00 4.86 0.00 0.00 4.86 0.00 0.00

18 10 8 -0.63 0.00 0.00 -0.63 0.00 0.00 -0.63 0.00 0.00

19 9 11 -0.63 0.00 0.00 -0.63 0.00 0.00 -0.63 0.00 0.00

20 1 10 0.00 0.00 0.00 1.43 -3.01 -2.91 0.00 0.00 0.00

21 11 3 1.43 3.01 -2.91 0.00 0.00 0.00 0.00 0.00 0.00

(m point of maximum span moment for permanent load, or element middle point)

Internal forces, Loading: (Qk1) Snow QksL= 7.200, QksR= 7.200 [kN/m]


1 1 10 -11.46 11.89 -11.02 -6.04 0.52 1.01 -6.22 0.90 0.96

2 10 6 -6.18 3.57 1.01 -0.77 -7.80 -3.09 -4.69 0.43 2.08

3 6 2 1.65 7.30 -3.09 7.06 -4.07 0.04 5.20 -0.16 1.45

4 11 3 -6.04 -0.52 1.01 -11.46 -11.89 -11.02 -6.22 -0.90 0.96

5 7 11 -0.77 7.80 -3.09 -6.18 -3.57 1.01 -4.69 -0.43 2.08

6 2 7 7.06 4.07 0.04 1.65 -7.30 -3.09 5.20 0.16 1.45

7 1 8 2.77 0.06 0.00 2.77 0.06 0.11 2.77 0.06 0.04

8 8 4 -0.67 -0.08 0.11 -0.67 -0.08 -0.06 -0.67 -0.08 0.03

9 4 5 -4.26 0.00 -0.06 -4.26 0.00 -0.06 -4.26 0.00 -0.06

10 5 9 -0.67 0.08 -0.06 -0.67 0.08 0.11 -0.67 0.08 0.03

11 9 3 2.77 -0.06 0.11 2.77 -0.06 0.00 2.77 -0.06 0.04

12 4 2 -7.28 0.00 0.00 -7.28 0.00 0.00 -7.28 0.00 0.00

13 2 5 -7.28 0.00 0.00 -7.28 0.00 0.00 -7.28 0.00 0.00

14 6 4 -16.57 0.00 0.00 -16.57 0.00 0.00 -16.57 0.00 0.00

15 5 7 -16.57 0.00 0.00 -16.57 0.00 0.00 -16.57 0.00 0.00

16 8 6 3.50 0.00 0.00 3.50 0.00 0.00 3.50 0.00 0.00

17 7 9 3.50 0.00 0.00 3.50 0.00 0.00 3.50 0.00 0.00

18 10 8 -3.06 0.00 0.00 -3.06 0.00 0.00 -3.06 0.00 0.00

19 9 11 -3.06 0.00 0.00 -3.06 0.00 0.00 -3.06 0.00 0.00

20 1 10 0.00 0.00 0.00 5.42 -11.38 -11.02 0.00 0.00 0.00

21 11 3 5.42 11.38 -11.02 0.00 0.00 0.00 0.00 0.00 0.00


14



WOODexpress

Project A Pg. 15



1 1 10 -5.11 5.93 -5.51 -2.40 0.24 0.47 -2.49 0.43 0.45

2 10 6 -2.47 1.81 0.47 0.24 -3.88 -1.54 -1.72 0.23 1.02

3 6 2 1.51 3.64 -1.54 4.22 -2.05 0.01 3.29 -0.09 0.72

4 11 3 -6.66 -0.53 1.04 -12.08 -11.91 -11.02 -6.84 -0.91 0.99

5 7 11 -1.39 7.82 -3.10 -6.80 -3.55 1.04 -5.31 -0.41 2.10

6 2 7 6.38 4.07 0.05 0.96 -7.31 -3.10 4.51 0.15 1.45

7 1 8 0.22 0.02 0.00 0.22 0.02 0.04 0.22 0.02 0.02

8 8 4 -1.56 -0.03 0.04 -1.56 -0.03 -0.01 -1.56 -0.03 0.02

9 4 5 -3.20 -0.03 -0.01 -3.20 -0.03 -0.08 -3.20 -0.03 -0.05

10 5 9 0.56 0.10 -0.08 0.56 0.10 0.13 0.56 0.10 0.02

11 9 3 3.94 -0.06 0.13 3.94 -0.06 0.00 3.94 -0.06 0.05

12 4 2 -4.07 0.00 0.00 -4.07 0.00 0.00 -4.07 0.00 0.00

13 2 5 -6.86 0.00 0.00 -6.86 0.00 0.00 -6.86 0.00 0.00

14 6 4 -8.29 0.00 0.00 -8.29 0.00 0.00 -8.29 0.00 0.00

15 5 7 -16.57 0.00 0.00 -16.57 0.00 0.00 -16.57 0.00 0.00

16 8 6 1.83 0.00 0.00 1.83 0.00 0.00 1.83 0.00 0.00

17 7 9 3.43 0.00 0.00 3.43 0.00 0.00 3.43 0.00 0.00

18 10 8 -1.57 0.00 0.00 -1.57 0.00 0.00 -1.57 0.00 0.00

19 9 11 -3.02 0.00 0.00 -3.02 0.00 0.00 -3.02 0.00 0.00

20 1 10 0.00 0.00 0.00 2.71 -5.69 -5.51 0.00 0.00 0.00

21 11 3 5.42 11.38 -11.02 0.00 0.00 0.00 0.00 0.00 0.00



1 1 10 -12.08 11.91 -11.02 -6.66 0.53 1.04 -6.84 0.91 0.99

2 10 6 -6.80 3.55 1.04 -1.39 -7.82 -3.10 -5.31 0.41 2.10

3 6 2 0.96 7.31 -3.10 6.38 -4.07 0.05 4.51 -0.15 1.45

4 11 3 -2.40 -0.24 0.47 -5.11 -5.93 -5.51 -2.49 -0.43 0.45

5 7 11 0.24 3.88 -1.54 -2.47 -1.81 0.47 -1.72 -0.23 1.02

6 2 7 4.22 2.05 0.01 1.51 -3.64 -1.54 3.29 0.09 0.72

7 1 8 3.94 0.06 0.00 3.94 0.06 0.13 3.94 0.06 0.05

8 8 4 0.56 -0.10 0.13 0.56 -0.10 -0.08 0.56 -0.10 0.02

9 4 5 -3.20 0.03 -0.08 -3.20 0.03 -0.01 -3.20 0.03 -0.05

10 5 9 -1.56 0.03 -0.01 -1.56 0.03 0.04 -1.56 0.03 0.02

11 9 3 0.22 -0.02 0.04 0.22 -0.02 0.00 0.22 -0.02 0.02

12 4 2 -6.86 0.00 0.00 -6.86 0.00 0.00 -6.86 0.00 0.00

13 2 5 -4.07 0.00 0.00 -4.07 0.00 0.00 -4.07 0.00 0.00

14 6 4 -16.57 0.00 0.00 -16.57 0.00 0.00 -16.57 0.00 0.00

15 5 7 -8.29 0.00 0.00 -8.29 0.00 0.00 -8.29 0.00 0.00

16 8 6 3.43 0.00 0.00 3.43 0.00 0.00 3.43 0.00 0.00

17 7 9 1.83 0.00 0.00 1.83 0.00 0.00 1.83 0.00 0.00

18 10 8 -3.02 0.00 0.00 -3.02 0.00 0.00 -3.02 0.00 0.00

19 9 11 -1.57 0.00 0.00 -1.57 0.00 0.00 -1.57 0.00 0.00

20 1 10 0.00 0.00 0.00 5.42 -11.38 -11.02 0.00 0.00 0.00

21 11 3 2.71 5.69 -5.51 0.00 0.00 0.00 0.00 0.00 0.00

15



WOODexpress

Project A Pg. 16

Internal forces, Loading: (Qk4) Wind QkwL= 0.999, QkwR=-1.193 [kN/m]


1 1 10 -0.98 0.85 0.00 -0.98 -1.09 -0.24 -0.98 -1.03 -0.17

2 10 6 -1.08 0.86 -0.24 -1.08 -1.08 -0.45 -1.08 0.32 0.08

3 6 2 0.84 1.21 -0.45 0.84 -0.73 0.01 0.84 -0.06 0.28

4 11 3 1.17 -1.31 0.29 1.17 1.01 0.00 1.17 -1.23 0.21

5 7 11 1.28 -1.28 0.53 1.28 1.03 0.29 1.28 0.39 -0.09

6 2 7 -1.01 -0.87 -0.01 -1.01 1.44 0.53 -1.01 -0.08 -0.33

7 1 8 3.17 0.02 0.00 3.17 0.02 0.05 3.17 0.02 0.02

8 8 4 0.95 -0.04 0.05 0.95 -0.04 -0.04 0.95 -0.04 0.00

9 4 5 0.15 0.04 -0.04 0.15 0.04 0.05 0.15 0.04 0.00

10 5 9 -0.81 -0.05 0.05 -0.81 -0.05 -0.05 -0.81 -0.05 0.00

11 9 3 -3.46 0.03 -0.05 -3.46 0.03 0.00 -3.46 0.03 -0.02

12 4 2 -1.15 0.00 0.00 -1.15 0.00 0.00 -1.15 0.00 0.00

13 2 5 1.38 0.00 0.00 1.38 0.00 0.00 1.38 0.00 0.00

14 6 4 -3.23 0.00 0.00 -3.23 0.00 0.00 -3.23 0.00 0.00

15 5 7 3.85 0.00 0.00 3.85 0.00 0.00 3.85 0.00 0.00

16 8 6 2.27 0.00 0.00 2.27 0.00 0.00 2.27 0.00 0.00

17 7 9 -2.72 0.00 0.00 -2.72 0.00 0.00 -2.72 0.00 0.00

18 10 8 -1.95 0.00 0.00 -1.95 0.00 0.00 -1.95 0.00 0.00

19 9 11 2.34 0.00 0.00 2.34 0.00 0.00 2.34 0.00 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.31 2.24


Internal forces, Loading: (Qk5) Wind QkwL=-1.193, QkwR= 0.999 [kN/m]


1 1 10 1.17 -1.01 0.00 1.17 1.31 0.29 1.17 1.23 0.21

2 10 6 1.28 -1.03 0.29 1.28 1.28 0.53 1.28 -0.39 -0.09

3 6 2 -1.01 -1.44 0.53 -1.01 0.87 -0.01 -1.01 0.08 -0.33

4 11 3 -0.98 1.09 -0.24 -0.98 -0.85 0.00 -0.98 1.03 -0.17

5 7 11 -1.08 1.08 -0.45 -1.08 -0.86 -0.24 -1.08 -0.32 0.08

6 2 7 0.84 0.73 0.01 0.84 -1.21 -0.45 0.84 0.06 0.28

7 1 8 -3.46 -0.03 0.00 -3.46 -0.03 -0.05 -3.46 -0.03 -0.02

8 8 4 -0.81 0.05 -0.05 -0.81 0.05 0.05 -0.81 0.05 0.00

9 4 5 0.15 -0.04 0.05 0.15 -0.04 -0.04 0.15 -0.04 0.00

10 5 9 0.95 0.04 -0.04 0.95 0.04 0.05 0.95 0.04 0.00

11 9 3 3.17 -0.02 0.05 3.17 -0.02 0.00 3.17 -0.02 0.02

12 4 2 1.38 0.00 0.00 1.38 0.00 0.00 1.38 0.00 0.00

13 2 5 -1.15 0.00 0.00 -1.15 0.00 0.00 -1.15 0.00 0.00

14 6 4 3.85 0.00 0.00 3.85 0.00 0.00 3.85 0.00 0.00

15 5 7 -3.23 0.00 0.00 -3.23 0.00 0.00 -3.23 0.00 0.00

16 8 6 -2.72 0.00 0.00 -2.72 0.00 0.00 -2.72 0.00 0.00

17 7 9 2.27 0.00 0.00 2.27 0.00 0.00 2.27 0.00 0.00

18 10 8 2.34 0.00 0.00 2.34 0.00 0.00 2.34 0.00 0.00

19 9 11 -1.95 0.00 0.00 -1.95 0.00 0.00 -1.95 0.00 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.94 -1.88

16



WOODexpress

Project A Pg. 17

Internal forces, Loading: (Qki) Imposed (H) Qi = 1.800 [kN/m]


1 1 10 -2.86 2.97 -2.76 -1.51 0.13 0.25 -1.55 0.22 0.24

2 10 6 -1.55 0.89 0.25 -0.19 -1.95 -0.77 -1.17 0.11 0.52

3 6 2 0.41 1.83 -0.77 1.77 -1.02 0.01 1.30 -0.04 0.36

4 11 3 -1.51 -0.13 0.25 -2.86 -2.97 -2.76 -1.55 -0.22 0.24

5 7 11 -0.19 1.95 -0.77 -1.55 -0.89 0.25 -1.17 -0.11 0.52

6 2 7 1.77 1.02 0.01 0.41 -1.83 -0.77 1.30 0.04 0.36

7 1 8 0.69 0.01 0.00 0.69 0.01 0.03 0.69 0.01 0.01

8 8 4 -0.17 -0.02 0.03 -0.17 -0.02 -0.02 -0.17 -0.02 0.01

9 4 5 -1.07 0.00 -0.02 -1.07 0.00 -0.02 -1.07 0.00 -0.02

10 5 9 -0.17 0.02 -0.02 -0.17 0.02 0.03 -0.17 0.02 0.01

11 9 3 0.69 -0.01 0.03 0.69 -0.01 0.00 0.69 -0.01 0.01

12 4 2 -1.82 0.00 0.00 -1.82 0.00 0.00 -1.82 0.00 0.00

13 2 5 -1.82 0.00 0.00 -1.82 0.00 0.00 -1.82 0.00 0.00

14 6 4 -4.14 0.00 0.00 -4.14 0.00 0.00 -4.14 0.00 0.00

15 5 7 -4.14 0.00 0.00 -4.14 0.00 0.00 -4.14 0.00 0.00

16 8 6 0.88 0.00 0.00 0.88 0.00 0.00 0.88 0.00 0.00

17 7 9 0.88 0.00 0.00 0.88 0.00 0.00 0.88 0.00 0.00

18 10 8 -0.76 0.00 0.00 -0.76 0.00 0.00 -0.76 0.00 0.00

19 9 11 -0.76 0.00 0.00 -0.76 0.00 0.00 -0.76 0.00 0.00

20 1 10 0.00 0.00 0.00 1.35 -2.84 -2.76 0.00 0.00 0.00

21 11 3 1.35 2.84 -2.76 0.00 0.00 0.00 0.00 0.00 0.00


1.6.3. Element end forces for applied loads

Element end forces, Loading: ( Gk) Dead Gk1 = 1.718, Gk2 = 1.350 [kN/m]


1 1 10 2.68 4.83 -2.90 -2.68 -1.50 -0.40

2 10 6 2.44 2.08 0.40 -2.44 1.25 0.90

3 6 2 -3.08 0.72 -0.90 3.08 2.61 -0.01

4 11 3 2.68 -1.50 0.40 -2.68 4.83 2.90

5 7 11 2.43 1.25 -0.90 -2.43 2.08 -0.40

6 2 7 -3.08 2.61 0.01 3.08 0.72 0.90

7 1 8 -2.27 1.14 0.01 2.27 1.69 0.57

8 8 4 1.10 1.45 -0.57 -1.10 1.39 0.51

9 4 5 2.39 1.42 -0.51 -2.39 1.42 0.51

10 5 9 1.10 1.39 -0.51 -1.10 1.45 0.57

11 9 3 -2.27 1.69 -0.57 2.27 1.14 -0.01

12 4 2 1.10 2.61 0.00 -1.10 -2.61 0.00

13 2 5 1.10 -2.61 0.00 -1.10 2.61 0.00

14 6 4 2.39 -5.69 0.00 -2.39 5.69 0.00

15 5 7 2.39 5.69 0.00 -2.39 -5.69 0.00

16 8 6 -3.13 -3.72 0.00 3.13 3.72 0.00

17 7 9 -3.13 3.72 0.00 3.13 -3.72 0.00

18 10 8 0.24 -0.58 0.00 -0.24 0.58 0.00

19 9 11 0.24 0.58 0.00 -0.24 -0.58 0.00

20 1 10 0.00 0.00 0.00 0.00 3.33 2.91

21 11 3 0.00 3.33 -2.91 0.00 0.00 0.00


17



WOODexpress

Project A Pg. 18

Element end forces, Loading: (Qk1) Snow QksL= 7.200, QksR= 7.200 [kN/m]


1 1 10 5.23 15.66 -11.02 -5.23 -3.06 -1.01

2 10 6 4.05 5.89 1.01 -4.05 6.71 3.09

3 6 2 -4.63 5.88 -3.09 4.63 6.72 -0.04

4 11 3 5.23 -3.06 1.01 -5.23 15.66 11.02

5 7 11 4.05 6.71 -3.09 -4.05 5.89 -1.01

6 2 7 -4.63 6.72 0.04 4.63 5.88 3.09

7 1 8 -2.77 0.06 0.00 2.77 -0.06 -0.11

8 8 4 0.67 -0.08 0.11 -0.67 0.08 0.06

9 4 5 4.26 0.00 -0.06 -4.26 0.00 0.06

10 5 9 0.67 0.08 -0.06 -0.67 -0.08 -0.11

11 9 3 -2.77 -0.06 0.11 2.77 0.06 0.00

12 4 2 2.82 6.72 0.00 -2.82 -6.72 0.00

13 2 5 2.82 -6.72 0.00 -2.82 6.72 0.00

14 6 4 6.42 -15.28 0.00 -6.42 15.28 0.00

15 5 7 6.42 15.28 0.00 -6.42 -15.28 0.00

16 8 6 -2.25 -2.68 0.00 2.25 2.68 0.00

17 7 9 -2.25 2.68 0.00 2.25 -2.68 0.00

18 10 8 1.18 -2.82 0.00 -1.18 2.82 0.00

19 9 11 1.18 2.82 0.00 -1.18 -2.82 0.00

20 1 10 0.00 0.00 0.00 0.00 12.60 11.02

21 11 3 0.00 12.60 -11.02 0.00 0.00 0.00




1 1 10 2.06 7.55 -5.51 -2.06 -1.25 -0.47

2 10 6 1.46 2.70 0.47 -1.46 3.60 1.54

3 6 2 -2.93 2.64 -1.54 2.93 3.66 -0.01

4 11 3 5.78 -3.35 1.04 -5.78 15.95 11.02

5 7 11 4.61 6.47 -3.10 -4.61 6.13 -1.04

6 2 7 -4.01 6.41 0.05 4.01 6.19 3.10

7 1 8 -0.22 0.02 0.00 0.22 -0.02 -0.04

8 8 4 1.56 -0.03 0.04 -1.56 0.03 0.01

9 4 5 3.20 -0.03 -0.01 -3.20 0.03 0.08

10 5 9 -0.56 0.10 -0.08 0.56 -0.10 -0.13

11 9 3 -3.94 -0.06 0.13 3.94 0.06 0.00

12 4 2 1.58 3.75 0.00 -1.58 -3.75 0.00

13 2 5 2.65 -6.32 0.00 -2.65 6.32 0.00

14 6 4 3.21 -7.64 0.00 -3.21 7.64 0.00

15 5 7 6.42 15.28 0.00 -6.42 -15.28 0.00

16 8 6 -1.17 -1.40 0.00 1.17 1.40 0.00

17 7 9 -2.21 2.63 0.00 2.21 -2.63 0.00

18 10 8 0.61 -1.45 0.00 -0.61 1.45 0.00

19 9 11 1.17 2.79 0.00 -1.17 -2.79 0.00

20 1 10 0.00 0.00 0.00 0.00 6.30 5.51

21 11 3 0.00 12.60 -11.02 0.00 0.00 0.00


18



WOODexpress

Project A Pg. 19



1 1 10 5.78 15.95 -11.02 -5.78 -3.35 -1.04

2 10 6 4.62 6.13 1.04 -4.62 6.47 3.10

3 6 2 -4.01 6.19 -3.10 4.01 6.41 -0.05

4 11 3 2.06 -1.25 0.47 -2.06 7.55 5.51

5 7 11 1.45 3.60 -1.54 -1.45 2.70 -0.47

6 2 7 -2.93 3.66 0.01 2.93 2.64 1.54

7 1 8 -3.94 0.06 0.00 3.94 -0.06 -0.13

8 8 4 -0.56 -0.10 0.13 0.56 0.10 0.08

9 4 5 3.20 0.03 -0.08 -3.20 -0.03 0.01

10 5 9 1.56 0.03 -0.01 -1.56 -0.03 -0.04

11 9 3 -0.22 -0.02 0.04 0.22 0.02 0.00

12 4 2 2.65 6.32 0.00 -2.65 -6.32 0.00

13 2 5 1.58 -3.75 0.00 -1.58 3.75 0.00

14 6 4 6.42 -15.28 0.00 -6.42 15.28 0.00

15 5 7 3.21 7.64 0.00 -3.21 -7.64 0.00

16 8 6 -2.21 -2.63 0.00 2.21 2.63 0.00

17 7 9 -1.17 1.40 0.00 1.17 -1.40 0.00

18 10 8 1.17 -2.79 0.00 -1.17 2.79 0.00

19 9 11 0.61 1.45 0.00 -0.61 -1.45 0.00

20 1 10 0.00 0.00 0.00 0.00 12.60 11.02

21 11 3 0.00 6.30 -5.51 0.00 0.00 0.00


Element end forces, Loading: (Qk4) Wind QkwL= 0.999, QkwR=-1.193 [kN/m]


1 1 10 0.53 1.19 0.00 -1.36 0.56 0.24

2 10 6 0.60 1.24 -0.24 -1.43 0.51 0.45

3 6 2 -1.27 0.73 -0.45 0.44 1.02 -0.01

4 11 3 -1.62 -0.67 0.29 0.63 -1.41 0.00

5 7 11 -1.71 -0.61 0.53 0.71 -1.48 -0.29

6 2 7 0.54 -1.22 -0.01 -1.53 -0.86 -0.53

7 1 8 -3.17 0.02 0.00 3.17 -0.02 -0.05

8 8 4 -0.95 -0.04 0.05 0.95 0.04 0.04

9 4 5 -0.15 0.04 -0.04 0.15 -0.04 -0.05

10 5 9 0.81 -0.05 0.05 -0.81 0.05 0.05

11 9 3 3.46 0.03 -0.05 -3.46 -0.03 0.00

12 4 2 0.45 1.06 0.00 -0.45 -1.06 0.00

13 2 5 -0.53 1.27 0.00 0.53 -1.27 0.00

14 6 4 1.25 -2.98 0.00 -1.25 2.98 0.00

15 5 7 -1.49 -3.55 0.00 1.49 3.55 0.00

16 8 6 -1.46 -1.74 0.00 1.46 1.74 0.00

17 7 9 1.75 -2.08 0.00 -1.75 2.08 0.00

18 10 8 0.76 -1.80 0.00 -0.76 1.80 0.00

19 9 11 -0.91 -2.16 0.00 0.91 2.16 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00


19



WOODexpress

Project A Pg. 20

Element end forces, Loading: (Qk5) Wind QkwL=-1.193, QkwR= 0.999 [kN/m]


1 1 10 -0.63 -1.41 0.00 1.62 -0.67 -0.29

2 10 6 -0.71 -1.48 0.29 1.71 -0.61 -0.53

3 6 2 1.53 -0.86 0.53 -0.54 -1.22 0.01

4 11 3 1.36 0.56 -0.24 -0.53 1.19 0.00

5 7 11 1.43 0.51 -0.45 -0.60 1.24 0.24

6 2 7 -0.44 1.02 0.01 1.27 0.73 0.45

7 1 8 3.46 -0.03 0.00 -3.46 0.03 0.05

8 8 4 0.81 0.05 -0.05 -0.81 -0.05 -0.05

9 4 5 -0.15 -0.04 0.05 0.15 0.04 0.04

10 5 9 -0.95 0.04 -0.04 0.95 -0.04 -0.05

11 9 3 -3.17 -0.02 0.05 3.17 0.02 0.00

12 4 2 -0.53 -1.27 0.00 0.53 1.27 0.00

13 2 5 0.45 -1.06 0.00 -0.45 1.06 0.00

14 6 4 -1.49 3.55 0.00 1.49 -3.55 0.00

15 5 7 1.25 2.98 0.00 -1.25 -2.98 0.00

16 8 6 1.75 2.08 0.00 -1.75 -2.08 0.00

17 7 9 -1.46 1.74 0.00 1.46 -1.74 0.00

18 10 8 -0.91 2.16 0.00 0.91 -2.16 0.00

19 9 11 0.76 1.80 0.00 -0.76 -1.80 0.00

20 1 10 0.00 0.00 0.00 0.00 0.00 0.00

21 11 3 0.00 0.00 0.00 0.00 0.00 0.00


Element end forces, Loading: (Qki) Imposed (H) Qi = 1.800 [kN/m]


1 1 10 1.31 3.92 -2.76 -1.31 -0.77 -0.25

2 10 6 1.01 1.47 0.25 -1.01 1.68 0.77

3 6 2 -1.16 1.47 -0.77 1.16 1.68 -0.01

4 11 3 1.31 -0.77 0.25 -1.31 3.92 2.76

5 7 11 1.01 1.68 -0.77 -1.01 1.47 -0.25

6 2 7 -1.16 1.68 0.01 1.16 1.47 0.77

7 1 8 -0.69 0.01 0.00 0.69 -0.01 -0.03

8 8 4 0.17 -0.02 0.03 -0.17 0.02 0.02

9 4 5 1.07 0.00 -0.02 -1.07 0.00 0.02

10 5 9 0.17 0.02 -0.02 -0.17 -0.02 -0.03

11 9 3 -0.69 -0.01 0.03 0.69 0.01 0.00

12 4 2 0.71 1.68 0.00 -0.71 -1.68 0.00

13 2 5 0.71 -1.68 0.00 -0.71 1.68 0.00

14 6 4 1.60 -3.82 0.00 -1.60 3.82 0.00

15 5 7 1.60 3.82 0.00 -1.60 -3.82 0.00

16 8 6 -0.56 -0.67 0.00 0.56 0.67 0.00

17 7 9 -0.56 0.67 0.00 0.56 -0.67 0.00

18 10 8 0.30 -0.71 0.00 -0.30 0.71 0.00

19 9 11 0.30 0.71 0.00 -0.30 -0.71 0.00

20 1 10 0.00 0.00 0.00 0.00 3.15 2.76

21 11 3 0.00 3.15 -2.76 0.00 0.00 0.00


20



WOODexpress

Project A Pg. 21

1.6.4. Vertical nodal displacements (in mm)

node Gk Qk1 Qk2 Qk3 Qk4 Qk5 Qki

1 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2 -0.04 -0.10 -0.08 -0.08 0.00 0.00 -0.15

3 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4 0.00 0.00 0.00 0.00 0.00 0.00 0.00

5 0.00 0.00 0.00 0.00 0.00 0.00 0.00

6 -0.06 -0.15 -0.06 -0.16 -0.04 0.05 -0.16

7 -0.06 -0.15 -0.16 -0.06 0.05 -0.04 -0.28

8 -0.14 -0.22 -0.09 -0.24 -0.09 0.10 -0.22

9 -0.14 -0.22 -0.24 -0.09 0.10 -0.09 -0.41

10 -0.14 -0.22 -0.09 -0.24 -0.09 0.10 -0.22

11 -0.14 -0.22 -0.24 -0.09 0.10 -0.09 -0.42

12 -2.30 -9.18 -4.62 -9.15 0.29 -0.34 -10.60

13 -2.30 -9.18 -9.15 -4.62 -0.34 0.29 -16.49

1.6.5. Support reactions (kN)

node react. Gk Qk1 Qk2 Qk3 Qk4 Qk5 Qki

1 Fx 0.41 2.46 1.84 1.84 -2.64 2.84 0.61

1 Fy 9.30 28.32 13.87 28.61 1.21 -1.44 7.08

3 Fx -0.41 -2.46 -1.84 -1.84 -2.84 2.64 -0.61

3 Fy 9.30 28.32 28.61 13.87 -1.44 1.21 7.08

4 Fx 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4 Fy 11.11 22.08 11.38 21.74 4.12 -4.91 5.52

5 Fx 0.00 0.00 0.00 0.00 0.00 0.00 0.00

5 Fy 11.11 22.08 21.74 11.38 -4.91 4.12 5.52

21



WOODexpress

Project A Pg. 22

1.7. Support reactions for load combinations (kN)

Loading [kN/m] action γg γq ψo

( Gk) Dead Gk1 = 1.718, Gk2 = 1.350 Permanent 1.35 0.00 1.00

(Qk1) Snow QksL= 7.200, QksR= 7.200 Short-term 0.00 1.50 0.70



(Qk4) Wind QkwL= 0.999, QkwR=-1.193 Short-term 0.00 1.50 0.60

(Qk5) Wind QkwL=-1.193, QkwR= 0.999 Short-term 0.00 1.50 0.60

(Qki) Imposed (H) Qi = 1.800 Short-term 0.00 1.50 0.00

1.7.1. Reactions at node : 1 (kN)

L.C. Load combination duration class kmod Fx Fy Fx/Kmod Fy/Kmod

1 γg.Gk Permanent 0.60 0.551 12.556 0.918 20.927

2 γg.Gk+γq.Qk1 Short-term 0.90 4.239 55.036 4.710 61.151



5 γg.Gk+γq.Qk4 Short-term 0.90 -3.414 14.370 -3.794 15.967


7 γg.Gk+γq.Qki Short-term 0.90 1.473 23.176 1.637 25.751

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 1.860 56.125 2.067 62.361






14 γg.Gk+γq.Qk4+γq.ψo.Qk1 Short-term 0.90 -0.832 44.106 -0.925 49.007






20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 1.676 54.001 1.862 60.001






Maximum values 7.389 56.557 8.210 62.841

26 γg.Gk+γq.Qk4=0.9Gk+1.5Qk4, (EQU) Short-term 0.90 -3.598 10.185 -3.998 11.317

27 γg.Gk+γq.Qk5=0.9Gk+1.5Qk5, (EQU) Short-term 0.90 4.624 6.212 5.137 6.903

22



WOODexpress

Project A Pg. 23



1 γg.Gk Permanent 0.60 0.000 14.995 0.000 24.991

























Maximum values 0.000 51.827 0.000 57.585



23



WOODexpress

Project A Pg. 24



1 γg.Gk Permanent 0.60 0.000 14.995 0.000 24.991

























Maximum values 0.000 51.826 0.000 57.585



24



WOODexpress

Project A Pg. 25



1 γg.Gk Permanent 0.60 -0.551 12.556 -0.918 20.927






7 γg.Gk+γq.Qki Short-term 0.90 -1.473 23.176 -1.637 25.751













20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 -6.609 51.617 -7.344 57.352






Maximum values 7.389 56.557 8.210 62.841

26 γg.Gk+γq.Qk4=0.9Gk+1.5Qk4, (EQU) Short-term 0.90 -4.624 6.212 -5.137 6.903


25



WOODexpress

Project A Pg. 26

1.8. Serviceability limit state


Control of deflection at node 8 (EC5 §7.2)


( Gk) Dead Gk1 = 1.718, Gk2 = 1.350 -0.143 Permanent 1.00 1.00 1.00 0.60

(Qk1) Snow QksL= 7.200, QksR= 7.200 -0.215 Short-term 0.70 0.50 0.20 0.60



(Qk4) Wind QkwL= 0.999, QkwR=-1.193 -0.086 Short-term 0.60 0.20 0.00 0.60

(Qk5) Wind QkwL=-1.193, QkwR= 0.999 0.099 Short-term 0.60 0.20 0.00 0.60


1 Gk 0.143 0.229

2 Gk + Qk1 0.359 0.471

3 Gk + Qk2 0.231 0.327

4 Gk + Qk3 0.379 0.494

5 Gk + Qk4 0.229 0.315

6 Gk + Qk5 0.143 0.229

7 Gk + Qk1 + ψo.Qk4 0.410 0.522

8 Gk + Qk1 + ψo.Qk5 0.359 0.471

9 Gk + Qk2 + ψo.Qk4 0.282 0.378

10 Gk + Qk2 + ψo.Qk5 0.231 0.327

11 Gk + Qk3 + ψo.Qk4 0.431 0.545

12 Gk + Qk3 + ψo.Qk5 0.379 0.494

13 Gk + Qk4 + ψo.Qk1 0.380 0.492

14 Gk + Qk4 + ψo.Qk2 0.290 0.387

15 Gk + Qk4 + ψo.Qk3 0.394 0.508

16 Gk + Qk5 + ψo.Qk1 0.294 0.406

17 Gk + Qk5 + ψo.Qk2 0.204 0.301

18 Gk + Qk5 + ψo.Qk3 0.309 0.423


Maximum deflection values at node 8

w.inst = 0.431 mm, w.fin = 0.545 mm


Final deflections at node 8

w.inst = 0.431 mm < L/300=4200/300= 14.000 mm

w.net,fin = 0.545 mm < L/250=4200/250= 16.800 mm

w.fin = 0.545 mm < L/150=4200/150= 28.000 mm


26



WOODexpress

Project A Pg. 27


Control of deflection in middle of element 3 (EC5 §7.2)


( Gk) Dead Gk1 = 1.718, Gk2 = 1.350 0.061 Permanent 1.00 1.00 1.00 0.60

(Qk1) Snow QksL= 7.200, QksR= 7.200 0.257 Short-term 0.70 0.50 0.20 0.60



(Qk4) Wind QkwL= 0.999, QkwR=-1.193 0.040 Short-term 0.60 0.20 0.00 0.60

(Qk5) Wind QkwL=-1.193, QkwR= 0.999 -0.047 Short-term 0.60 0.20 0.00 0.60


1 Gk 0.061 0.098

2 Gk + Qk1 0.318 0.386

3 Gk + Qk2 0.190 0.242

4 Gk + Qk3 0.318 0.386

5 Gk + Qk4 0.101 0.138

6 Gk + Qk5 0.061 0.098

7 Gk + Qk1 + ψo.Qk4 0.342 0.410

8 Gk + Qk1 + ψo.Qk5 0.318 0.386

9 Gk + Qk2 + ψo.Qk4 0.214 0.266

10 Gk + Qk2 + ψo.Qk5 0.190 0.242

11 Gk + Qk3 + ψo.Qk4 0.342 0.410

12 Gk + Qk3 + ψo.Qk5 0.318 0.386

13 Gk + Qk4 + ψo.Qk1 0.281 0.348

14 Gk + Qk4 + ψo.Qk2 0.191 0.243

15 Gk + Qk4 + ψo.Qk3 0.281 0.348

16 Gk + Qk5 + ψo.Qk1 0.241 0.309

17 Gk + Qk5 + ψo.Qk2 0.151 0.204

18 Gk + Qk5 + ψo.Qk3 0.241 0.309


Maximum deflection values in middle of element 3

w.inst = 0.342 mm, w.fin = 0.410 mm


Final deflections in middle of element 3

w.inst = 0.342 mm < L/300=1938/300= 6.461 mm

w.net,fin = 0.410 mm < L/250=1938/250= 7.753 mm

w.fin = 0.410 mm < L/150=1938/150= 12.922 mm


27



WOODexpress

Project A Pg. 28


Control of deflection in middle of element 9 (EC5 §7.2)


( Gk) Dead Gk1 = 1.718, Gk2 = 1.350 0.222 Permanent 1.00 1.00 1.00 0.60




(Qk4) Wind QkwL= 0.999, QkwR=-1.193 0.000 Short-term 0.60 0.20 0.00 0.60

(Qk5) Wind QkwL=-1.193, QkwR= 0.999 0.000 Short-term 0.60 0.20 0.00 0.60


1 Gk 0.222 0.355

2 Gk + Qk1 0.222 0.355

3 Gk + Qk2 0.222 0.355

4 Gk + Qk3 0.222 0.355

5 Gk + Qk4 0.222 0.355

6 Gk + Qk5 0.222 0.355

7 Gk + Qk1 + ψo.Qk4 0.222 0.355

8 Gk + Qk1 + ψo.Qk5 0.222 0.355

9 Gk + Qk2 + ψo.Qk4 0.222 0.355

10 Gk + Qk2 + ψo.Qk5 0.222 0.355

11 Gk + Qk3 + ψo.Qk4 0.222 0.355

12 Gk + Qk3 + ψo.Qk5 0.222 0.355

13 Gk + Qk4 + ψo.Qk1 0.222 0.355

14 Gk + Qk4 + ψo.Qk2 0.222 0.355

15 Gk + Qk4 + ψo.Qk3 0.222 0.355

16 Gk + Qk5 + ψo.Qk1 0.222 0.355

17 Gk + Qk5 + ψo.Qk2 0.222 0.355

18 Gk + Qk5 + ψo.Qk3 0.222 0.355


Maximum deflection values in middle of element 9

w.inst = 0.222 mm, w.fin = 0.355 mm


Final deflections in middle of element 9

w.inst = 0.222 mm < L/300=2100/300= 7.000 mm

w.net,fin = 0.355 mm < L/250=2100/250= 8.400 mm

w.fin = 0.355 mm < L/150=2100/150= 14.000 mm


28



WOODexpress

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1.9. Characteristic structural natural frequencies (self weight + permanent loads)

After a dynamic analysis the basic natural frequencies of the structure are computed.

For the computation of natural frequencies, we consider mass corresponding

No. Frequency[Hz] Period[sec]

1 35.99157 0.02778

2 43.02150 0.02324

3 52.84260 0.01892

4 54.11587 0.01848

5 56.53642 0.01769

6 58.95933 0.01696

7 67.33631 0.01485

8 76.03658 0.01315

9 86.57690 0.01155

10 92.99934 0.01075

11 98.78791 0.01012

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WOODexpress

Project A Pg. 30

1.10. Ultimate limit state

1.10.1. Ultimate limit state (EC5 EN1995-1-1:2009, §6)

Rafter, elements: 1, 2, 3, 4, 5, 6









L.C. Load combination duration class kmod -N/Kmod +N/Kmod V/Kmod M/Kmod

1 γg.Gk Permanent 0.60 -10.115 8.784 7.217 6.527

2 γg.Gk+γq.Qk1 Short-term 0.90 -25.837 17.628 24.635 22.721





7 γg.Gk+γq.Qki Short-term 0.90 -11.516 8.799 9.767 8.943

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 -25.837 18.464 24.635 22.721












20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 -24.882 17.875 23.644 21.802






Maximum values -26.872 18.464 24.662 22.721

1.10.2. Check of cross section Rafter, elements: 1, 2, 3, 4, 5, 6

Rafter, elements: 1, 2, 3, 4, 5, 6 , load combination No 8

Tension parallel to the grain, Ft0d=16.617 kN (EC5 §6.1.2)

Rectangular cross section, b=120 mm, h=260 mm, A= 31 200 mm²


ft0k=14.00 N/mm², ft0d=Kmod·ft0k/γM=0.90x14.00/1.30=9.69N/mm² (EC5 Eq.2.14)

Ft0d=16.617 kN, σt0d=Ft0d/Anetto=1000x16.617/31200=0.53N/mm² < 9.69N/mm²=ft0d (Eq.6.1)



Compression parallel to the grain, Fc0d=-24.185 kN (EC5 §6.1.4)



fc0k=21.00 N/mm², fc0d=Kmod·fc0k/γM=0.90x21.00/1.30=14.54N/mm² (EC5 Eq.2.14)

Fc0d=-24.185 kN, σc0d=Fc0d/Anetto=1000x24.185/31200=0.78N/mm² < 14.54N/mm²=fc0d (Eq.6.2)


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Shear, Fv=22.196 kN (EC5 §6.1.7)













σmyd=Myd/Wmy,netto=1E+06x20.449/1.352E+006=15.12 N/mm²






Combined bending and axial compression, Fc0d=-24.185kN, Myd=12.182kNm, Mzd=0.000kNm (EC5 §6.2.4)







σc0d=Fc0d/Anetto=1000x24.185/31200= 0.78 N/mm²



(σc0d/fc0d)²+σmyd/fmyd+Km.σmzd/fmzd=0.003+0.542+0.000= 0.55 < 1 (EC5 Eq.6.19)

(σc0d/fc0d)²+Km.σmyd/fmyd+σmzd/fmzd=0.003+0.380+0.000= 0.38 < 1 (EC5 Eq.6.20)
















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Column stability with bending, Fc0d=-24.185kN, Myd=12.182kNm, Mzd=0.000kNm (EC5 §6.3.2)


Modification factor Kmod=0.90 (Table 3.1), material factor γM=1.30 (Table 2.3, E005=7400N/mm²)








Buckling length Sk

Sky= 1.00x1.938=1.938 m= 1938 mm (most unfavourable)

Skz= 0.15x1.938=0.300 m= 300 mm (effective length/total length=0.30/1.94=0.15)

Slenderness

iy= (Iy/A)=0.289x 260= 75 mm, λy= 1938/ 75= 25.84

iz= (Iz/A)=0.289x 120= 35 mm, λz= 300/ 35= 8.57

Critical stresses

σc,crity=π²E005/λy²= 109.38 N/mm², λrel,y= (fc0k/σc,crity)= 0.44 (EC5 Eq.6.21)

σc,critz=π²E005/λz²= 994.42 N/mm², λrel,z= (fc0k/σc,critz)= 0.15 (EC5 Eq.6.22)

βc=0.20 (solid timber)

ky=0.5[1+βc(λrely-0.3)+λrely²]= 0.61, Kcy=1/(ky+ (ky²-λrely²))=0.967 (Eq.6.27 6.25)

kz=0.5[1+βc(λrelz-0.3)+λrelz²]= 0.50, Kcz=1/(kz+ (kz²-λrelz²))=1.000 (Eq.6.28 6.26)

σc0d/(Kcy·fc0d)+σmyd/fmyd+Km.σmzd/fmzd=0.055+0.542+0.000= 0.60 < 1 (EC5 Eq.6.23)

σc0d/(Kcz·fc0d)+Km.σmyd/fmyd+σmzd/fmzd=0.053+0.380+0.000= 0.43 < 1 (EC5 Eq.6.24)













Buckling length Sk



Slenderness

iy= (Iy/A)=0.289x 260= 75 mm, λy= 1938/ 75= 25.84

iz= (Iz/A)=0.289x 120= 35 mm, λz= 300/ 35= 8.57

Critical stresses



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Project A Pg. 33

















Buckling length Sk



Slenderness

iy= (Iy/A)=0.289x 260= 75 mm, λy= 1938/ 75= 25.84

iz= (Iz/A)=0.289x 120= 35 mm, λz= 300/ 35= 8.57


σm,crit=0.78.b²·E005/(h·Lef)=0.78x260²x 7400/(120x300)=10838.53N/mm² (EC5 Eq.6.32)

Critical stresses


σm,critz=10838.53 N/mm², λrel,mz= (fmzk/σm,critz)= 0.05 (EC5 Eq.6.30)







Combined bending and axial tension, Ft0d=16.617kN, Myd=20.449kNm, Mzd=0.000kNm (EC5 §6.2.3)



ft0k=14.00 N/mm², ft0d=Kmod·ft0k/γM=0.90x14.00/1.30=9.69N/mm²




σt0d=Ft0d/Anetto=1000x16.617/31200= 0.53 N/mm²



σt0d/ft0d+σmyd/fmyd+Km.σmzd/fmzd=0.055+0.910+0.000= 0.97 < 1 (EC5 Eq.6.17)

σt0d/ft0d+Km.σmyd/fmyd+σmzd/fmzd=0.055+0.637+0.000= 0.69 < 1 (EC5 Eq.6.18)


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Rafter, elements: 20, 21










1 γg.Gk Permanent 0.60 0.000 3.221 6.765 6.556

























Maximum values 0.000 11.176 23.470 22.745

1.10.4. Check of cross section Rafter, elements: 20, 21

Rafter, elements: 20, 21 , load combination No 10








Shear, Fv=21.123 kN (EC5 §6.1.7)






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Project A Pg. 35























Buckling length Sk



Slenderness

iy= (Iy/A)=0.289x 260= 75 mm, λy= 1938/ 75= 25.84

iz= (Iz/A)=0.289x 120= 35 mm, λz= 300/ 35= 8.57


σm,crit=0.78.b²·E005/(h·Lef)=0.78x260²x 7400/(120x300)=10838.53N/mm² (EC5 Eq.6.32)

Critical stresses


σm,critz=10838.53 N/mm², λrel,mz= (fmzk/σm,critz)= 0.05 (EC5 Eq.6.30)













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Project A Pg. 36








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WOODexpress

Project A Pg. 37


Tie, elements: 7, 8, 9, 10, 11










1 γg.Gk Permanent 0.60 -5.380 5.111 3.809 1.277

























Maximum values -10.693 13.285 3.809 1.277

1.10.6. Check of cross section Tie, elements: 7, 8, 9, 10, 11

Tie, elements: 7, 8, 9, 10, 11 , load combination No 16














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Project A Pg. 38


Shear, Fv=2.285 kN (EC5 §6.1.7)

































Combined bending and axial compression, Fc0d=0.000kN, Myd=0.766kNm, Mzd=0.000kNm (EC5 §6.2.4)













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Project A Pg. 39












Buckling length Sk



Slenderness

iy= (Iy/A)=0.289x 180= 52 mm, λy= 2100/ 52= 40.38

iz= (Iz/A)=0.289x 120= 35 mm, λz= 300/ 35= 8.57

Critical stresses






























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Project A Pg. 40








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Project A Pg. 41


Elements: 12, 13










1 γg.Gk Permanent 0.60 -6.375 0.000 0.000 0.000

























Maximum values -16.834 0.000 0.002 0.004

1.10.8. Check of cross section Elements: 12, 13

Elements: 12, 13 , load combination No 12








Column stability, Fc0d=-15.150 kN (EC5 §6.3.2)






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Project A Pg. 42



Buckling length Sk


Skz= 1.00x2.712=2.712 m= 2712 mm (most unfavourable)

Slenderness

iy= (Iy/A)=0.289x 180= 52 mm, λy= 2712/ 52= 52.15

iz= (Iz/A)=0.289x 100= 29 mm, λz= 2712/ 29= 93.50

Critical stresses






σc0d/(Kcy·fc0d)= 0.07 < 1 (EC5 Eq.6.23)

σc0d/(Kcz·fc0d)= 0.17 < 1 (EC5 Eq.6.24)


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Project A Pg. 43


Elements: 14, 15










1 γg.Gk Permanent 0.60 -13.882 0.000 0.000 0.000

























Maximum values -36.879 0.000 0.000 0.000
















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Project A Pg. 44



Buckling length Sk



Slenderness

iy= (Iy/A)=0.289x 220= 64 mm, λy= 1808/ 64= 28.25

iz= (Iz/A)=0.289x 100= 29 mm, λz= 1808/ 29= 62.33

Critical stresses






σc0d/(Kcy·fc0d)= 0.11 < 1 (EC5 Eq.6.23)

σc0d/(Kcz·fc0d)= 0.16 < 1 (EC5 Eq.6.24)


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Project A Pg. 45


Elements: 16, 17










1 γg.Gk Permanent 0.60 0.000 10.934 0.000 0.000

























Maximum values 0.000 15.156 0.000 0.000









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Project A Pg. 46


Elements: 18, 19










1 γg.Gk Permanent 0.60 -1.421 0.000 0.000 0.001

























Maximum values -6.047 2.949 0.004 0.005
















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Project A Pg. 47










Buckling length Sk



Slenderness

iy= (Iy/A)=0.289x 220= 64 mm, λy= 904/ 64= 14.12

iz= (Iz/A)=0.289x 100= 29 mm, λz= 904/ 29= 31.17

Critical stresses






(σc0d/fc0d)²=(0.25/14.54)²=0.00 < 1

σc0d/(Kcy·fc0d)= 0.02 < 1 (EC5 Eq.6.23)

σc0d/(Kcz·fc0d)= 0.02 < 1 (EC5 Eq.6.24)


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WOODexpress

Project A Pg. 48

1.11. Truss connections

1.11.1. Lateral Load-carrying capacity of connections (EC5 EN1995-1-1:2009, §8)

Connection bolts and connection plates

Selected bolts of diameter d=8.0 mm. Metal plates of thickness t=6.0 mm.

Yield strength for plate steel fy=240 N/mm². Net plate area (minus holes) Anet=(0.75)·b·t

Cross section properties

Thickness of timber d=100.0 mm, thickness of steel plate t=6.0 mm

Bolt properties (EC5 §8.5.1)

Bolt diameter d=8.0mm, washer with diameter >= 24.0mm and thickness >=2.4mm.

Distance between bolts (EC5 Table 8.4)

as most unfavourable is chosen a1=7d=7x8.0=56 mm, a2=4d=32 mm

Characteristic value for yield moment (EC5 §8.5.1.1)

Myrk=0.30fuk·d^2.6=0.30x400x8.0^2.6=26743 Nmm (fuk=400N/mm²) (EN1995-1-1 Eq.8.30)

Characteristic value of embedment strength (EC5 §8.3.1.1)

fhk=0.082(1-0.01d)ρk=26.40N/mm², (ρk=350kg/m³,d=8.0mm) (EN1995-1-1 Eq.8.32)

Permanent action

Capacity of laterally loaded bolts -Double shear connection (EC5 §8.2.3)

t2=100.0 mm, thickness of steel plate 0.5d=4.0<t=6.0<d=8.0 mm

For t<=0.5d Fvrk=the minimum of the values (EC5 EN1995-1-1:2009 Eq.8.12(j), 8.12(k))

0.50fhk·t2·d=10.560 kN

1.15 [2Myrk·fhk·d]=3.865 kN

Fvrk1=3.865 kN

For t>0.5d Fvrk=the minimum of the values (EC5 EN1995-1-1:2009 Eq.8.13(l), 8.13(m))

0.50fhk·t2·d=10.560 kN

2.30 [Myrk·fhk·d]=5.466 kN

Fvrk2=5.466 kN

Lateral load-carrying capacity of bolt Rd=2Kmod·Fvrk/γM=2x0.60x4.666/1.30=4.307 kN

Medium-term action




0.50fhk·t2·d=10.560 kN

1.15 [2Myrk·fhk·d]=3.865 kN

Fvrk1=3.865 kN


0.50fhk·t2·d=10.560 kN

2.30 [Myrk·fhk·d]=5.466 kN

Fvrk2=5.466 kN


Short-term action




0.50fhk·t2·d=10.560 kN

1.15 [2Myrk·fhk·d]=3.865 kN

Fvrk1=3.865 kN


0.50fhk·t2·d=10.560 kN

2.30 [Myrk·fhk·d]=5.466 kN

Fvrk2=5.466 kN


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WOODexpress

Project A Pg. 49

Assumptions for the design of bolted connections

The design of connections is based on plastic analysis. The forces at the bolts

are all reaching the same limit value. The metal plate capacity is based on

plastic section modulus. The compressive design force is reduced to 0.50xFd

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WOODexpress

Project A Pg. 50

1.11.2. Ultimate limit state

Design of bolted connection at node : 2 (EC5 EN1995-1-1:2009, §8.5)

Connection with double (2) metal plates on the two faces of the truss.

Connection check of element 3, with elements 6, 12 and 13, at node 2

Fastener characteristics:

Two(2) metal 6.0 mm plates with dimensions

BxH=195mmx180mm, and thickness 6.0mm

Bolts with diameter d=8.0mm,

5 bolts on each of the connected elements

Distance between bolts a1=56 mm, a2=32 mm

Yield strength for plate steel fy=240 N/mm²

Net plate area (minus holes) Anet=(0.75)·b·t

Fa= force at the center of the connection

Ma= moment at the center of the connection

Maximum force at corner bolt Fn=Fa/n+Ma/Wp

n: number of bolts, a: bolt section area

A=nxa: total area of bolts

r: distance of corner bolt from connection center

Wp: section modulus of connection

n= 5, (nef=1.00n), A=251mm², r=49mm, Wp =11816mm³

σ and σd plate normal and bearing stress N/mm²

Forces at node 2 ,from elements 6, 12, 13, at the center of the joint F(force) M(moment)

Check capacity of connection

L.C. Load combination duration class kmod Fa(kN) Ma(kNm) Fn(kN) Rd(kN)

1 γg.Gk Permanent 0.60 5.452 -0.126 1.622 < 4.307

2 γg.Gk+γq.Qk1 Short-term 0.90 17.552 -0.506 5.660 < 6.460





7 γg.Gk+γq.Qki Short-term 0.90 8.441 -0.221 2.627 < 6.460

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 18.515 -0.547 6.029 < 6.460












20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 17.905 -0.528 5.826 < 6.460






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Project A Pg. 51

Check capacity of connection plate

L.C. Load combination duration class kmod Fa(kN) Ma(kNm) σ σd(N/mm²)

1 γg.Gk Permanent 0.60 5.452 -0.126 5 < 131

2 γg.Gk+γq.Qk1 Short-term 0.90 17.552 -0.506 18 < 196





7 γg.Gk+γq.Qki Short-term 0.90 8.441 -0.221 8 < 196

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 18.515 -0.547 19 < 196












20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 17.905 -0.528 18 < 196
























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Project A Pg. 52

Forces at node 2 ,from element 12, at the center of the joint F(force) M(moment)



1 γg.Gk Permanent 0.60 -3.825 0.000 0.478 < 4.307

2 γg.Gk+γq.Qk1 Short-term 0.90 -14.750 0.000 1.844 < 6.460


4 γg.Gk+γq.Qk3 Short-term 0.90 -14.111 -0.002 1.769 < 6.460



7 γg.Gk+γq.Qki Short-term 0.90 -6.556 0.000 0.820 < 6.460

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 -14.750 0.000 1.844 < 6.460




12 γg.Gk+γq.Qk3+γq.ψo.Qk4 Short-term 0.90 -15.150 -0.004 1.901 < 6.460








20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 -14.204 0.000 1.775 < 6.460




24 γg.Gk+γq.Qki+γq.ψo.Qk3+γq.ψo.Qk4 Short-term 0.90 -14.796 -0.003 1.855 < 6.460




1 γg.Gk Permanent 0.60 -3.825 0.000 2 < 131

2 γg.Gk+γq.Qk1 Short-term 0.90 -14.750 0.000 9 < 196


4 γg.Gk+γq.Qk3 Short-term 0.90 -14.111 -0.002 8 < 196



7 γg.Gk+γq.Qki Short-term 0.90 -6.556 0.000 4 < 196

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 -14.750 0.000 9 < 196




12 γg.Gk+γq.Qk3+γq.ψo.Qk4 Short-term 0.90 -15.150 -0.004 9 < 196








20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 -14.204 0.000 8 < 196




24 γg.Gk+γq.Qki+γq.ψo.Qk3+γq.ψo.Qk4 Short-term 0.90 -14.796 -0.003 9 < 196


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Project A Pg. 53


Design of bolted connections at nodes : 1, 3 (EC5 EN1995-1-1:2009, §8.5)


Connection check between elements 7 and 1, at node 1





















1 γg.Gk Permanent 0.60 3.433 0.083 1.324 < 4.307

2 γg.Gk+γq.Qk1 Short-term 0.90 7.403 0.083 2.367 < 6.460





7 γg.Gk+γq.Qki Short-term 0.90 4.393 0.083 1.585 < 6.460

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 10.208 0.084 3.088 < 6.460












20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 10.002 0.084 3.036 < 6.460






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Project A Pg. 54



1 γg.Gk Permanent 0.60 3.433 0.083 8 < 131

2 γg.Gk+γq.Qk1 Short-term 0.90 7.403 0.083 13 < 196





7 γg.Gk+γq.Qki Short-term 0.90 4.393 0.083 9 < 196

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 10.208 0.084 16 < 196












20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 10.002 0.084 16 < 196






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Project A Pg. 55





















Forces at node 6 ,from elements 14, 16, at the center of the joint F(force) M(moment)



1 γg.Gk Permanent 0.60 -7.905 0.178 1.876 < 4.307

























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Project A Pg. 56



1 γg.Gk Permanent 0.60 -7.905 0.178 1 < 131











































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Project A Pg. 57




1 γg.Gk Permanent 0.60 -8.329 0.000 1.041 < 4.307



























1 γg.Gk Permanent 0.60 -8.329 0.000 1 < 131

























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WOODexpress

Project A Pg. 58






















1 γg.Gk Permanent 0.60 6.561 0.310 2.112 < 4.307

























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WOODexpress

Project A Pg. 59



1 γg.Gk Permanent 0.60 6.561 0.310 8 < 131

























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WOODexpress

Project A Pg. 60




Connection check of element 18, with elements 1 and 2, at node 10





















1 γg.Gk Permanent 0.60 -0.853 0.001 0.109 < 4.307

























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Project A Pg. 61



1 γg.Gk Permanent 0.60 -0.853 0.001 1 < 131

























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WOODexpress

Project A Pg. 62




Connection check of elements 8 and 9, with elements 12 and 14, at node 4





















1 γg.Gk Permanent 0.60 -11.341 0.084 1.563 < 4.307

























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Project A Pg. 63



1 γg.Gk Permanent 0.60 -11.341 0.084 2 < 131











































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Project A Pg. 64




1 γg.Gk Permanent 0.60 -8.329 0.000 1.041 < 4.307



























1 γg.Gk Permanent 0.60 -8.329 0.000 2 < 131

























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Project A Pg. 65






















1 γg.Gk Permanent 0.60 -3.825 0.000 0.478 < 4.307

























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WOODexpress

Project A Pg. 66



1 γg.Gk Permanent 0.60 -3.825 0.000 1 < 131

























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WOODexpress

Project A Pg. 67




Connection check of elements 7 and 8, with elements 16 and 18, at node 8





















1 γg.Gk Permanent 0.60 6.218 0.217 1.721 < 4.307

























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Project A Pg. 68



1 γg.Gk Permanent 0.60 6.218 0.217 4 < 131











































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WOODexpress

Project A Pg. 69




1 γg.Gk Permanent 0.60 -0.853 -0.001 0.110 < 4.307






7 γg.Gk+γq.Qki Short-term 0.90 -2.000 -0.001 0.254 < 6.460





















1 γg.Gk Permanent 0.60 -0.853 -0.001 0 < 131






7 γg.Gk+γq.Qki Short-term 0.90 -2.000 -0.001 1 < 196



















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Project A Pg. 70






















1 γg.Gk Permanent 0.60 6.561 0.000 1.642 < 4.307

























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Project A Pg. 71



1 γg.Gk Permanent 0.60 6.561 0.000 3 < 131

























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WOODexpress

Project A Pg. 72


Design of bolted connections of splices at elements : 8, 9 (EC5 EN1995-1-1:2009, §8.5)


Connection check of splice at element 8


















Forces at splice of element 8 , at the center of the joint F(force) M(moment)


L.C. Load combination duration class kmod Fn(kN) Fv(kN) Ma(kNm) Fn Rd (kN)

1 γg.Gk Permanent 0.60 -1.483 -0.782 0.113 0.705 <4.307

2 γg.Gk+γq.Qk1 Short-term 0.90 -2.483 -0.907 0.097 0.785 <6.460





7 γg.Gk+γq.Qki Short-term 0.90 -1.733 -0.813 0.109 0.724 <6.460

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 -1.624 -0.945 0.082 0.630 <6.460




12 γg.Gk+γq.Qk3+γq.ψo.Qk4 Short-term 0.90 0.223 -0.970 0.066 1.026 <6.460




16 γg.Gk+γq.Qk4+γq.ψo.Qk3 Short-term 0.90 0.541 -0.950 0.066 1.077 <6.460




20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 -1.574 -0.939 0.083 0.626 <6.460






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Project A Pg. 73



1 γg.Gk Permanent 0.60 -1.677 0.147 5 < 131

























73



WOODexpress

Project A Pg. 74

























1 γg.Gk Permanent 0.60 3.936 1.406 0.006 0.926 <4.307

2 γg.Gk+γq.Qk1 Short-term 0.90 8.920 7.077 0.359 4.075 <6.460





7 γg.Gk+γq.Qki Short-term 0.90 5.182 2.824 0.094 1.709 <6.460

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90 9.672 7.623 0.445 4.594 <6.460












20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90 9.423 7.339 0.428 4.437 <6.460






74



WOODexpress

Project A Pg. 75



1 γg.Gk Permanent 0.60 4.179 0.068 8 < 131

























75



WOODexpress

Project A Pg. 76




















n=10, (nef=1.00n), A=503mm², r=80mm, Wp =28225mm³





1 γg.Gk Permanent 0.60 -3.577 -0.134 0.839 0.835 <4.307

2 γg.Gk+γq.Qk1 Short-term 0.90-10.339 -0.053 3.981 3.782 <6.460


4 γg.Gk+γq.Qk3 Short-term 0.90-11.268 -0.085 4.009 3.830 <6.460

5 γg.Gk+γq.Qk4 Short-term 0.90 -5.191 0.257 0.988 1.011 <6.460


7 γg.Gk+γq.Qki Short-term 0.90 -5.268 -0.113 1.625 1.571 <6.460

8 γg.Gk+γq.Qk1+γq.ψo.Qk4 Short-term 0.90-11.307 0.181 4.070 3.885 <6.460

9 γg.Gk+γq.Qk1+γq.ψo.Qk5 Short-term 0.90-10.339 -0.053 3.981 3.782 <6.460

10 γg.Gk+γq.Qk2+γq.ψo.Qk4 Short-term 0.90 -6.997 0.172 2.471 2.362 <6.460



13 γg.Gk+γq.Qk3+γq.ψo.Qk5 Short-term 0.90-11.268 -0.085 4.009 3.830 <6.460







20 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk4 Short-term 0.90-10.969 0.177 3.913 3.737 <6.460

21 γg.Gk+γq.Qki+γq.ψo.Qk1+γq.ψo.Qk5 Short-term 0.90-10.001 -0.057 3.824 3.634 <6.460

22 γg.Gk+γq.Qki+γq.ψo.Qk2+γq.ψo.Qk4 Short-term 0.90 -7.952 0.171 2.794 2.671 <6.460


24 γg.Gk+γq.Qki+γq.ψo.Qk3+γq.ψo.Qk4 Short-term 0.90-11.620 0.155 3.933 3.772 <6.460

25 γg.Gk+γq.Qki+γq.ψo.Qk3+γq.ψo.Qk5 Short-term 0.90-10.651 -0.079 3.844 3.668 <6.460

76



WOODexpress

Project A Pg. 77



1 γg.Gk Permanent 0.60 -3.580 0.845 6 < 131

























77



WOODexpress

Project A Pg. 78

78



WOODexpress

Project A Pg. 79

Connection at node 1

(node at x=-0.302 m, y=0.000 m)

plates: 2x375x95x6.0mm

bolts: 8.0mm [8] [4+4]


(node at x=5.250 m, y=2.500 m)


2x2x95x275x6.0mm

bolts: 8.0mm [26] [5+5,4+4,4+4]


(node at x=10.198 m, y=0.000 m)


bolts: 8.0mm [8] [4+4]

79



WOODexpress

Project A Pg. 80


(node at x=4.200 m, y=0.090 m)


bolts: 8.0mm [12] [4+4+4]


(node at x=6.300 m, y=0.090 m)


bolts: 8.0mm [12] [4+4+4]


(node at x=3.500 m, y=1.667 m)


bolts: 8.0mm [13] [3+6+4]

80



WOODexpress

Project A Pg. 81


(node at x=7.000 m, y=1.667 m)


bolts: 8.0mm [13] [3+6+4]


(node at x=2.100 m, y=0.090 m)


bolts: 8.0mm [14] [4+6+4]


(node at x=8.400 m, y=0.090 m)


bolts: 8.0mm [14] [4+6+4]

81



WOODexpress

Project A Pg. 82


(node at x=1.750 m, y=0.833 m)


bolts: 8.0mm [8] [4+4]


(node at x=8.750 m, y=0.833 m)


bolts: 8.0mm [8] [4+4]

Element splice

(at x=2.292 m, y=1.091 m)


bolts: 8.0mm [20] [10+10]

82



WOODexpress

Project A Pg. 83

Element splice

(at x=4.042 m, y=1.925 m)


bolts: 8.0mm [12] [6+6]

Element splice

(at x=8.208 m, y=1.091 m)


bolts: 8.0mm [20] [10+10]

Element splice

(at x=6.458 m, y=1.925 m)


bolts: 8.0mm [12] [6+6]

83



WOODexpress

Project A Pg. 84

Element splice

(at x=3.600 m, y=0.000 m)


bolts: 8.0mm [8] [4+4]

Element splice

(at x=5.700 m, y=0.000 m)


bolts: 8.0mm [8] [4+4]

84



WOODexpress

Engineering

Exemplu de calcul şarpantă din lemn folosind programul WoodExpress